The Chemours Company
Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306

September 30, 2019
Sheila Holman
Assistant Secretary for the Environment
1601 Mail Service Center
Raleigh, NC 27699-1601
sheila.holman@ncdenr.gov
Kemp Burdette
Cape Fear River Watch
617 Surry Street
Wilmington, NC 28401(910) 762-5606
kemp@cfrw.us
Re:

Submission Pursuant to Consent Order Paragraph 18

Dear Ms. Holman and Mr. Burdette,
Chemours is pleased to submit the enclosed On and Offsite Assessment for FayettevilleWorks, pursuant to paragraph 18 of the Consent Order entered by the Superior Court for BladenCounty on February 25, 2019. The On and Offsite Assessment was prepared by Geosyntec
Consultants of NC, P.C., and it summarizes Geosyntec’s onsite and offsite assessment activities
and findings for PFAS compounds. DEQ has approved Geosyntec as a third party for this work
under the Consent Order.
Please let me know if you have any questions.

Sincerely,

Brian D. Long
Plant Manager
Chemours – Fayetteville Works

Enclosure
Site Assessment, Chemours Fayetteville WorksCc:
William F. Lane, DEQ
Francisco Benzoni, NC DOJ
Michael Abraczinskas, DAQ
Michael Scott, DWM
Linda Culpepper, DWRDavid C. Shelton, Chemours
John F. Savarese, WLRK
Geoff Gisler, SELC

2ON AND OFFSITE ASSESSMENT
Chemours Fayetteville Works
34°50'32.32"N, 78°50'8.16"W

Prepared for
The Chemours Company FC, LLC
22828 NC Highway 87
Fayetteville, NC 28306
910-678-1315

Prepared by
Geosyntec Consultants of NC, P.C.
2501 Blue Ridge Road, Suite 430
Raleigh, NC 27607
Geosyntec Project Number TR0795

September 30, 2019

TABLE OF CONTENTSEXECUTIVE SUMMARYx

1.

INTRODUCTION ....................................................................................................................1
1.1 Purpose of the Site Assessment Report ...........................................................................1
1.2 Limitations and Assumptions ..........................................................................................22.

SITE HISTORY AND DESCRIPTION ...................................................................................3
2.1 Site Location, Acreage, and Ownership ..........................................................................3
2.2 Site Description ...............................................................................................................3
2.3 Adjacent Property, Zoning, and Surrounding Land Uses ...............................................3
2.4 Adjacent Surface Water Bodies and Classifications .......................................................3
2.5 Meteorological Setting ....................................................................................................4
2.6 Permitted Activities and Permitted Wastes .....................................................................5
2.7 Assessment and Regulatory History................................................................................53.

REGIONAL GEOLOGY AND HYDROGEOLOGY .............................................................9
3.1 Regional Geology ............................................................................................................9
3.2 Regional Hydrogeology ..................................................................................................94.

PFAS PROPERTIES AND SOURCES..................................................................................11
4.1 Table 3+ PFAS Characteristics .....................................................................................11
4.1.1 Empirical Parameters Testing ...........................................................................124.1.2 Laboratory Analytical Methods.........................................................................12
4.2 PFAS Source Characteristics.........................................................................................13
4.2.1 Emissions to Air ................................................................................................13
4.2.2 Releases of Process Water to Soil and Groundwater ........................................13
4.2.3 Releases of Process Water to Surface Water.....................................................144.2.4 Secondary Sources ............................................................................................15

5.

RECEPTOR INFORMATION ...............................................................................................16
5.1 Summary of Receptor Survey Activities .......................................................................16
5.2 Summary of Receptor Survey Findings ........................................................................175.2.1 Wells and Wellhead Protection Areas ...............................................................175.2.2 Surface Water Receptors ...................................................................................175.2.3 Human Receptors and Human Health SLEA ....................................................17
5.3 Ecological-SLEA...........................................................................................................18
5.4 Summary of Site Subsurface Structures ........................................................................18
5.5 Mitigation Measures/Point of Use Treatment ...............................................................19

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6.

ADDITIONAL CHARACTERIZATION ..............................................................................20
6.1 Onsite Black Creek Aquifer Characterization ...............................................................20
6.1.1 Objectives ..........................................................................................................20
6.1.2 Geologic Mapping .............................................................................................21
6.1.3 Permeability and Electrical Conductivity Profiling ..........................................23
6.1.4 Installation of Paired Wells ...............................................................................25
6.1.5 Slug testing LTW wells and select Black Creek Aquifer Wells .......................26
6.2 River Temperature Assessment .....................................................................................26
6.2.1 Objectives ..........................................................................................................27
6.2.2 Methods .............................................................................................................27
6.2.3 Results ...............................................................................................................27
6.3 Additional Onsite Characterization ...............................................................................28
6.3.1 Objectives ..........................................................................................................28
6.3.2 Methods .............................................................................................................28
6.3.3 Results ...............................................................................................................29
6.4 Offsite Characterization ................................................................................................29
6.4.1 Objectives ..........................................................................................................29
6.4.2 Methods .............................................................................................................29
6.4.3 Results ...............................................................................................................30

7.

SOIL CHARACTERIZATION SUMMARY ........................................................................31
7.1 Lithology .......................................................................................................................31
7.2 Background ...................................................................................................................32
7.3 Analytical Methods .......................................................................................................32
7.4 Results ...........................................................................................................................32
7.4.1 Onsite Results ....................................................................................................32
7.4.2 Offsite Analytical Results .................................................................................35

8.

CAPE FEAR RIVER AND SEDIMENT CHARACTERIZATION SUMMARY ................36
8.1 Cape Fear River .............................................................................................................36
8.2 Cape Fear River Sediments ...........................................................................................36

9.

GROUNDWATER CHARACTERIZATION SUMMARY ..................................................37
9.1 Overview of Site Hydrogeology....................................................................................37
9.2 Onsite Groundwater ......................................................................................................38
9.2.1 Hydrogeology ....................................................................................................38
9.2.2 PFAS Concentrations ........................................................................................40
9.3 Offsite Groundwater ......................................................................................................42

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10. SUMMARY OF CURRENT CONCEPTUAL SITE MODEL ..............................................45
10.1 Geology and Hydrogeology ..........................................................................................45
10.2 Sources of PFAS and Distribution of PFAS .................................................................46
10.2.1 PFAS Signatures................................................................................................47
10.2.2 Influence of Geology on Table 3+ PFAS Distributions in Groundwater ..........48
10.3 PFAS Mass Loading to the Cape Fear River ................................................................48
10.4 Recommendations .........................................................................................................50
11. CONCLUSIONS ....................................................................................................................52
12. REFERENCES .......................................................................................................................54
LIST OF TABLES
Table 2-1:

Soil and Groundwater Analytical Methods – PFAS

Table 4-1:

Classification of Table 3+ PFAS

Table 5-1:

Public /Community Water Supply Wells

Table 6-1:

Summary of Findings of Geologic Mapping Study

Table 6-2:

Black Creek Aquifer HPT/EC and Site Boring Locations

Table 6-3:

Well Construction Details

Table 6-4:

Summary of Estimated Hydraulic Conductivity

Table 6-5:

Survey of Temperature Differentials in Cape Fear River

Table 7-1:

Onsite Soil Characteristics

Table 7-2:

Onsite Soil Analytical Results

Table 7-3:

Onsite Soil Analytical Results – Quality Control Samples

Table 7-4:

Offsite Soil Analytical Results

Table 7-5:

Offsite Soil Analytical Results – Quality Control Samples

Table 9-1:

Groundwater Elevations

Table 9-2:

Vertical Gradients

Table 9-3:

Onsite Groundwater Analytical Results

Table 9-4:

Offsite Groundwater Analytical Results

Table 9-5:

Identified PFAS Signatures

Table 10-1:

Comparison of Identified PFAS Signatures to Selected Locations

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LIST OF FIGURES
Figure ES1:

Schematic Conceptual Site Model of the Site including geological layers, and
PFAS transport pathways

Figure 2-1:

Site Location Map

Figure 2-2:

Regional Topographic Map

Figure 2-3:

Site Topographic Map

Figure 2-4:

Cape Fear River Watershed and Downstream Drinking Water Intakes

Figure 2-5:

Wind Rose Measurements (January 2018- May 2019)

Figure 3-1:

Physiographic Provinces of North Carolina

Figure 4-1:

Historical Sources of PFAS

Figure 4-2A: HFPO-DA in Offsite Wells
Figure 4-2B: HFPO-DA Concentrations in Offsite Groundwater Monitoring Wells
Figure 5-1:

Identified Well Receptor Locations

Figure 5-2:

Wellhead Protection Areas

Figure 5-3:

Surface Water Bodies in Region Around Site

Figure 5-4:

Identified Underground Structures

Figure 6-1:

Summary of Geologic Mapping Observations

Figure 6-2:

HPT and Well Locations

Figure 6-3:

Onsite Monitoring Well Network

Figure 6-4:

Cape Fear River Survey - Temperature Measurement Locations

Figure 6-5:

Temperature Gradient Results

Figure 6-6:

Offsite Monitoring Wells

Figure 7-1:

Onsite HFPO-DA Concentrations in Soil

Figure 8-1:

Cape Fear River Stage Variation

Figure 9-1:

Groundwater Elevation Map – Perched Zone June 2019

Figure 9-2:

Groundwater Elevation Map – Surficial Aquifer June 2019

Figure 9-3:

Groundwater Elevation Map – Black Creek Aquifer June 2019

Figure 9-4:

Groundwater Elevation Map – Black Creek Aquifer August 2019

Figure 9-5:

Calculated Vertical Gradients Between Selected Stratigraphic Units

Figure 9-6:

Onsite PMPA Concentration in Groundwater

Figure 9-7:

Onsite PFMOAA Concentration in Groundwater

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LIST OF FIGURES (CONTINUED)
Figure 9-8:

Onsite HFPO-DA Concentration in Groundwater

Figure 9-9:

Perched Zone Groundwater, Willis Creek, Seeps and Old Outfall 002 Total Table
3+ PFAS Concentrations

Figure 9-10:

Surficial Aquifer Groundwater, Willis Creek, Seeps and Old Outfall 002 Total
Table 3+ PFAS Concentrations

Figure 9-11:

Black Creek Aquifer Groundwater, Willis Creek, Seeps and Old Outfall 002 Total
Table 3+ PFAS Concentrations

Figure 10-1:

Onsite Cross-Section Lines

Figure 10-2:

Cross-Section A-A’

Figure 10-3:

Cross-Section B-B’

Figure 10-4:

Cross-Section C-C’

Figure 10-5:

Cross-Section D-D’

Figure 10-6:

Cross-Section E-E’

Figure 10-7:

Potential PFAS Pathways to the Cape Fear River from Site

LIST OF APPENDICES
Appendix A: Field Investigation Methods
Appendix B: HPT Raw Data
Appendix C: Interpreted HPT Logs
Appendix D: Soil Boring Logs and Well Construction Logs
Appendix E: Slug Test Data
Appendix F: Well Permits and Certifications
Appendix G: Data Review Narratives and Laboratory Reports
Appendix H: Grain Size Analysis
Appendix I:

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Historical Groundwater Data

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ACRONYMS AND ABBREVIATIONS°C

celsius°Ffahrenheit%

percent

Cu

coefficient of uniformity

Cc

coefficient of curvature

CAP

Corrective Action Plan

CFPUACape Fear Public Utility Authority

CFRW

Cape Fear River Watch

CO

Consent Order

CSM

conceptual site model

DFSA

Difluoro-sulfo-acetic acid

DWR

Division of Water Resources

ft

feet

ft bgsfeet below ground surface

ft/dayfeet per day

g/g

grams per gram

GPM

gallons per minuteGPS

global positioning system

HFPO-DA

hexafluoropropylene oxide dimer

HPT/EC

Hydraulic Profiling Tool/Electrical Conductivity

KOW

Octanol-Water Partition Coefficient measurements

km

kilometers

MGD

millions of gallons per day

MMF

difluoromalonic acidmS/mmilliSiemens per meter

MTP

perfluoro-2-methoxypropanoic acid

NCAC

North Carolina Administrative Code

NCDENR

North Carolina Department of Environment and Natural Resources

NCDEQ

North Carolina Department of Environmental Quality

ng/kg

nanograms per kilogram

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ACRONYMS AND ABBREVIATIONS (CONTINUED)
ng/L

nanograms per liter

NOAA

National Ocean and Atmospheric Administration

NPDES

National Pollutant Discharge Elimination System

NTU

nephelometric turbidity units

PFAS

per- and polyfluoroalkyl substances

PFESA-BP2

byproduct 2

PFMOAA

perfluoro-2-methoxyaceticacid

PFO2HxA

perfluoro(3,5-dioxahexanoic) acid

PFOA

perfluorooctanoic acid

PMPA

perfluoromethoxypropyl carboxylic acid

PPA

Polymer Processing Acid

ppb

parts per billion

PPF Acid

perfluoropropionic acidPVF

polyvinyl fluoride

QA/QC

Quality Assurance/Quality Control

RCRA

Resource Conservation and Recovery Act

RFI

RCRA Facility Investigation

SA

On and Offsite Assessment Report

SLEA

Offsite Screening Level Exposure Assessment

USCS

Unified Soil Classification System

USGS

United States Geological Survey

WWTP

wastewater treatment plant

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Executive Summary
This report, the Site Assessment Report (SA), summarizes On and Offsite Assessment activities
completed by Geosyntec Consultants and others at the Chemours Fayetteville Works facility (Site)pursuant to Paragraph 18 of the February 25, 2019 Consent Order (CO) among Chemours, theNorth Carolina Department of Environmental Quality (NCDEQ) and Cape Fear River Watch(CFRW).
Paragraph 18 requires this assessment comply with the requirements of 2L rules for site
assessments provided in paragraph (g) of Title 15A of the North Carolina Administrative Code
(NCAC), Subchapter 2L (2L). These requirements include characterizing the following:•

The source and cause of contamination;•

Any imminent hazards to public health and safety and any actions taken to mitigate
them;

•

All receptors and significant exposure pathways;•

The horizontal and vertical extent of soil and groundwater contamination impact andsignificant factors affecting contaminant transport; and•Geological and hydrogeological features influencing the movement, chemical, andphysical character of the contaminants.

These requirements are addressed in this report. In addition to the requirements above, Paragraph
18 of the CO also requires the identification of groundwater seeps contributing to surface watercontamination at the site and areas with significantly contaminated sediment. Observations related
to the seeps identified were reported in the Seeps and Creeks Investigation Report and aredescribed later in this report. An investigation to characterize sediment PFAS concentrations will
be addressed as part of the Sediment Characterization Plan required by CO Paragraph 11.2 andsubmitted to NCDEQ on August 21, 2019. At time of this report’s submission, the SedimentCharacterization Plan is still awaiting comment and approval by NCDEQ. Upon NCDEQ
approval, Chemours will implement and then report the findings of the sediment characterization.
ES.1. Source Information
The Site property is 2,177 acres in size. The Site is bounded by NC Highway 87 to the west, theCape Fear River to the east, and on the north and south by forested areas, farmland and private
residences. The Site is an active manufacturing facility, including fluoroproducts, which has had
direct releases of per and polyfluoroalkyl substances (PFAS) to air, soil, groundwater and surface
water. Until 2015, the Site was owned and operated by DuPont, with a portion leased to andoperated by Kuraray. Chemours has been the owner of the Site since July 2015, and has operated
the Site since that time except for the portion operated by Kuraray and another portion retained
and operated by DuPont.
PFAS are a group of man-made carbon-based chemicals composed of a fully or partiallyfluorinated chain of carbon atoms (referred to as a “tail”) and a nonfluorinated, polar functional
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group (referred to as a “head”) at one end of the carbon chain. Fluorination of the carbon chain
renders it hydrophobic and lipophobic, while the polar head group is hydrophilic. The PFAS
predominantly present at the Site are Table 3+ PFAS, presently a set of 20 PFAS which at the Siteoriginate from a release from the manufacturing processes. These compounds are analyzed by a
newly developed commercial analytical method Table 3+ SOP. The Table 3+ PFAS at Site are
expected to be relatively mobile in the subsurface with some PFAS experiencing greater
retardation in flow than others due to sorption processes.
Onsite emissions to air and subsequent aerial deposition have resulted in a distributed, non-pointsecondary source of PFAS in onsite and offsite soils. Infiltrating rainfall has transported these
PFAS downward to groundwater. The currently identified extent of this secondary PFAS sourceis shown in Figures 4-2A and 4-2B. Chemours is presently implementing Paragraph 21 of the CO
which requires the extent of PFAS present in offsite private wells to be characterized by August
26, 2020.
Onsite releases of PFAS to soil and groundwater occurred in the manufacturing areas. Known
specific release pathways include: (i) leakage from historical process water sewers in the
Chemours Monomers IXM Area, (ii) leakage from the terracotta pipe transmitting process water
to the wastewater treatment plant (WWTP) and (iii) a manufacturing upset which occurred in
October 2017. Each of these release pathways has been mitigated as discussed herein.
ES.2. Initial abatement/emergency response information
Chemours has taken actions to reduce emissions of Table 3+ PFAS to air, groundwater and surface
water. Chemours has taken and is taking the following actions:•

Diverted Monomers IXM process water discharge from reaching the WWTP and thenthe Cape Fear River, by sending it for offsite disposal reducing the yearlyhexafluoropropylene oxide dimer acid (HFPO-DA) loading to the Cape Fear River byover 95 percent (%);•

Implemented a series of air abatement measures, which to date have reduced HFPODA emissions to air by greater than 92% and will achieve substantial further reductionsof PFAS emissions to air with the installation and operation of a Thermal Oxidizer, by
December 31, 2019, which will destroy 99.99% of all PFAS routed to it.

•

Providing replacement drinking water to offsite private well users with well water
exceeding CO-defined Attachment C PFAS concentration criteria. Replacement water
is first being supplied as bottled water to residents who qualify as an interim provision.
Then more permanent replacement water that may be provided to residents based on
the qualification criteria include (i) point of use reverse osmosis systems, (ii) wholehouse filtration systems, or (iii) connection to public water supplies.

Chemours is continuing further actions to reduce PFAS mass loading to surface water.
Specifically, in Chemours’ Cape Fear River PFAS Loading Reduction Plan, Chemours proposed
the following actions to reduce such loading:TR0795xi

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•

Five actions to reduce the PFAS mass loading from present discharges at Outfall 002;•

Capturing and treating the flow of Old Outfall 002; and•Capturing and treating seeping groundwater expressed above ground surface thatreaches the Cape Fear River.

The actions Chemours has proposed are estimated to yield a 50%+ reduction of Table 3+ PFAS
loading to the Cape Fear River. Chemours will present additional actions focused on groundwaterin the Corrective Action Plan (the CAP) required by Consent Order paragraph 16, due December
31, 2019.
ES.3. Receptor information
According to Cumberland and Bladen County zoning maps, the Site is surrounded by areas thatare zoned as residential, agricultural, conservation, industrial or commercial. The following subsections describe receptors identified in the proximity of the site. Note that as required in Paragraph
21 of the CO the full extent of PFAS present in private well receptors is being delineated with thetask to be completed by August 26, 2020. Receptors identified within six miles of the Site areshown in this report. Receptors included in this document are public and private supply wells,surface water bodies and intakes, and human and ecological receptors. As of September 2019, thefull extent of PFAS in private wells surrounding the Site is not complete and sampling is ongoing
to complete the delineation.
ES.3.1. Water Supply Wells
To date, 75 public/community wells and 926 private wells have been identified in the counties
surrounding the Site. Community wells are those that serve more than one household. The full
extent of offsite contamination is still being assessed, as such the number of identified private wells
will increase. There is limited availability of drilling records including logs and installation depths
for many private wells.
ES.3.2. Public Water Intakes
The Cape Fear River is a water source for communities downstream of the Site. Raw water intakes
are located at Bladen Bluffs and Kings Bluff Intake Canal, located approximately 5 miles and 55
miles downstream from the Site. These intakes serve as Cape Fear River water intakes for the
Lower Cape Fear Water and Sewer Authority, which in turn provides water to Cape Fear Public
Utility Authority (CFPUA) and other water providers.
ES.3.3. Surface Water Bodies
Surface waters in the region surrounding the Site include the Cape Fear River, swamps andmarshes, and several small streams, ponds, and ditches. To the east of the Site is the Cape Fear
River. The Cape Fear River and its entire watershed are located in the state of North Carolina. To
the north and south of the Site are two tributaries to the Cape Fear River Willis Creek and Georgia
Branch Creek. Additionally, the Site is located on a bluff slope approximately 100 feet (ft) above

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the Cape Fear River. Along this bluff face are four groundwater seepage pathways where
groundwater from the Site is expressed at surface and reaches the Cape Fear River.
ES.3.4. Wellhead Protection Areas
Wellhead protection areas, as defined in the Safe Drinking Water Act: 42 U.S. Code § 300h–7,
surrounding the Site are identified in Figure 5-2. According to publicly available data, there is one
wellhead protection area and three municipal water supply wells (PWS ID 03-78-030). Daily water
extraction from these wells taken together ranges from 0.18 to 0.30 million of gallons per day(MGD). Further details available regarding these wells in the wellhead protection area is provided
in Table 5-1.
ES.3.5. Subsurface Structures
A facility map showing subsurface utilities is provided as Figure 5-4. As noted above, direct
releases of PFAS to Site soil and groundwater have been documented, some of which occurred
through leaking underground piping. Efforts are underway to mitigate continued release of PFAS
to groundwater from subsurface structures. Onsite subsurface structures could be pathways forthese past point source releases. Offsite, PFAS impacts exist as a diffuse and distributed source
and therefore migration through subsurface utilities is not applicable.
ES.3.6. Human and Ecological Receptors
At the Site, human activities are limited to facilities operations and maintenance, office workers,
and environmental monitoring activities. In the area surrounding the Site, there is a wide range ofhuman and land use activities, including private residences, farms, commercial businesses, andrecreational areas. Current exposures to historically released PFAS for these activities are being
evaluated through the Offsite Screening Level Exposure Assessment (SLEA) of Site Associated
PFAS - Workplan. The SLEA is evaluating the following receptors: (i) residents, (ii) farmers, (iii)gardeners, (iv) off-site workers, and (v) recreational anglers, swimmers and canoeists. For the
receptors identified above the SLEA is evaluating a range of potential exposure pathways.
An Ecological-SLEA is being performed to assess exposures to PFAS in the Cape Fear River
adjacent to and downstream of the Site and the terrestrial habitat surrounding the Site.
Environmental samples including samples of river water, river sediments, terrestrial plants,
terrestrial invertebrates, surface soils and fish are being collected to evaluate these exposures.
Both of these programs are not required by the Consent Order but Chemours is electing to conduct
them to support developing the CAP.
ES.4. Sampling/Investigation Results
Since mid-2017 Chemours has collected stack test samples, water, and soil samples from on andoff-site locations to develop a conceptual site model and guide the development of remedial actions
that will reduce the PFAS reaching the Cape Fear River.

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ES.4.1. Nature and Extent of Contamination
At present, the PFAS contamination is present both on and offsite. There are two primary pathwaysfor PFAS contamination offsite – aerial deposition and discharge of water from existing Outfall
002, Old Outfall 002 and groundwater. Historical air emissions have resulted in off-site well PFAS
impacts, in the primary wind direction, over six miles from the site. As specified in the COparagraph 21 Chemours is to delineate by August 26, 2020 the extent of PFAS in private wells
exceeding 10 nanograms per liter (ng/L) of any PFAS listed in Attachment C of the CO. As of
September 2019, the full extent of PFAS in private wells surrounding the Site is not complete andsampling is ongoing.
A PFAS Mass Loading Model was developed to assess the contribution of different transport
pathways to overall mass loading of PFAS originating from the facility to the Cape Fear River.
Ten pathways were identified as contributing to loading to the Cape Fear River. PFAS loading to
the Cape Fear River was estimated using a combination of measured and estimated data to develop
mass loading estimates by pathway. The model was then calibrated and evaluated against observed
downstream river PFAS mass loadings. The mass loading model estimated that the Seeps and Old
Outfall 002 (Transport Pathways 6 and 7 respectively) have the highest contribution of Table 3+
PFAS mass loading to the Cape Fear River. These two pathways (Transport Pathways 6 and 7)
combined are estimated to contribute greater than 50% of the loading to the Cape Fear River.
Onsite groundwater (Pathway 5) is the next highest mass loading pathway to the Cape Fear River
with an estimated loading of approximately 20%.
Mass Loading Model Total Table 3+ PFAS including HFPO-DA Contributions per Pathway
Total Table 3+
Estimated Loading Percentage
per Pathway per Event

Transport Pathway

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May 2019
Event

June 2019
Event[1] Upstream River Water and Groundwater

4%

15%

[2] Willis Creek

10%

4%

[3] Aerial Deposition on the River

< 2%

< 2%

[4] Outfall 002

4%7%[5] Onsite Groundwater

22%

17%

[6] Seeps

32%

24%

[7] Old Outfall 002

23%

29%

[8] Offsite Adjacent and Downstream Groundwater

< 2%

< 2%

[9] Georgia Branch Creek

4%

3%

xiv

September 30, 2019For the Transport Pathways, the loading estimates will vary over time due to a range of potential
factors, including but not limited to:•

Detections of PFAS at or near analytical practical quantitation limits have morevariability;•

Elevated method reporting limits;•

Uncertainty (often ± 20%) in analytical laboratory results;•

Flow rate estimates in the river, seeps, groundwater and creeks are over- or underpredicted compared to actual flow rates.

Geosyntec will be refining the mass loading model through upcoming quarterly sampling eventsand a numerical groundwater model to more quantitatively bound groundwater mass loading to
the Cape Fear River.
Development of Current Conceptual Site Model
The geology at the Site consists of sands, silty sands and clays. The geology and land use at the
Site have influenced the hydrogeology. The current site conceptual model is presented in FigureES-1. The geology of the Site is depicted in a series of cross sections (See Figures 10-1 to 10-6).
The geological features at Site from surface downward are as follows:
1. Perched Zone. The Perched Zone is a relatively thin, spatially limited layer of groundwater
present in silty sands to a depth of about 20 ft bgs (Figures 10-2 to 10-6). Groundwater in
the Perched Zone is recharged through precipitation onsite, and in the past, has received
enhanced infiltration through unlined ditches and sedimentation ponds – these features
have since been lined. Groundwater flows radially away from groundwater mounds in the
Perched Zone. This leads to groundwater discharge to the east at seeps on the edge of thebluff, to the south toward the Old Outfall 002 and to the north and to the west downwards
through the geological sequence towards the Surficial and Black Creek Aquifers.
2. Perched Clay Unit. The Perched Clay Unit gives rise to the Perched Zone as it presents abarrier to direct downward groundwater infiltration. The Perched Clay is spatially limited
at the Site. To the north it pinches out. To the east and south it outcrops along the bluff
face. To the west it terminates and becomes absent (Figure10-6). In cross sections along
the Site and observations of grainsizes and lithologic contact elevations from the boringlogs suggest an erosional feature in the western portion of the geology underlying the
manufacturing areas. This erosional surface, described later in this list, is interpreted tohave eroded the Perched Clay Unit enabling downward migration of groundwater off thewestern edge of the Perched Zone.
3. Surficial Aquifer. The Surficial Aquifer is an unconfined silty sand aquifer lying atop theBlack Creek Confining Unit and is present beneath the Perched Clay Unit. Groundwater in
the Surficial Aquifer flows towards the bluff faces at the Site – It flows both north, east
and west toward surface water bodies (Willis Creek, Seeps, Old Outfall 002) anddischarges into them as seeps. The Surficial Aquifer is interpreted to be in contact with theBlack Creek Aquifer in places due to an erosional feature. This feature is labeled on theTR0795xv

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cross sections, and is interpreted to have enabled downward cross formational groundwaterflow.
4. Black Creek Confining Unit. The Black Creek Confining Unit is a layer of silty or sandy
clay that separates the Surficial Aquifer from the Black Creek Aquifer. The lithologic
contact elevation with the overlying Surficial Aquifer is variable, as is the unit thickness –the Black Creek Confining Unit is interpreted to have been eroded under the western
portion of the manufacturing areas at Site. In addition to the Black Creek Confining unit
being discontinuous, the potential for downward cross formational flow, also exists basedon multiple vertical joints (i.e fractures in the clay) observed in the Black Creek Confining
Unit where it outcropped at the Site.
5. Flood Plain Deposits. Surface soils in the flood plain immediately adjacent to the Cape
Fear River are comprised of finer grained, likely more recently deposited sediments during
river flood stages. These deposits have lower hydraulic conductivity than the Surficial andBlack Creek Aquifers. The seeps at the Site cut into Floodplain Deposits as they flow
towards the Cape Fear River.
6. Black Creek Aquifer. The Black Creek Aquifer is comprised of fine to medium grainedsands. The Black Creek Aquifer is in contact with the Surficial Aquifer under the western
portion of the manufacturing area at the Site and then is separated from the Surficial
Aquifer under most of the manufacturing area by the Black Creek confining unit. The Black
Creek Aquifer directly adjacent to the Cape Fear River is overlain by Flood Plain Deposits
and the Black Creek Confining Unit. The Black Creek Aquifer is interpreted to be the onlytransmissive groundwater zone at Site in contact with the Cape Fear River. Groundwaterin the Black Creek Aquifer flows from west to east towards the Cape Fear River.
7. Upper Cape Fear Confining Unit. The Upper Cape Fear Confining Unit underlies the Black
Creek Aquifer. The Upper Cape Fear Confining unit is regionally extensive clay layer
which is upwards of 75 ft thick at Site and is likely a barrier to downwards groundwater
flow. Groundwater levels in the Upper Cape Fear Aquifer measured at NC DWR wells are
80 ft lower than Black Creek Aquifer groundwater levels immediately above the Upper
Cape Fear Aquifer. If the two units were in hydraulic connection, they would have similar
groundwater elevations. The dissimilarity in water levels for these co-located NC DWR
wells demonstrates how the Upper Cape Fear Confining Unit is a barrier to downward
cross formational flow.
8. Erosional Feature. A paleo-era process appears to have eroded the Perched Clay Unit,portions of the Surficial Aquifer and the Black Creek Confining Unit in the geologicalsequence under the western portion of the manufacturing area. This erosional feature
potentially enables cross formational flow of water from the Perched Zone, through theSurficial Aquifer and into the Black Creek Aquifer. This feature is a likely controlling
factor of the distribution of PFAS observed in the Surficial and Black Creek Aquifers at
Site.

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September 30, 2019

Figure ES1 – Schematic Conceptual Site Model of the Site including geological layers, and PFAS
transport pathways

Historically PFAS, the Table 3+ PFAS originating from the Site, have been released at Site to air
and from process water. Air sources result in a more distributed, diffuse concentration signatureof deposited compounds that decrease in concentration in soil and groundwater gradually andradially away for the source. Meanwhile releases of water result in point sources and plumes ofcompounds in groundwater where high concentrations can be present in close proximity to low
concentrations and where migration and distribution of compounds is controlled by geology andhydrogeology. Total Table3+ PFAS concentrations from the most recent sampling events (Juneto September 2019) are shown in Figure 9-6 through 9-8 for the Perched, Surficial and Black Creek
Aquifer Units. Additional well installation in 2019 have further delineated the PFAS in thesubsurface.
Table 3+ PFAS at Site have been released to the environment through different pathways (air,terracotta pipe, leaking process sewers). Each of these release pathways has resulted in acharacteristic signature of Table 3+ compounds as follows:

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September 30, 2019•

Aerial deposition PFAS signature – Concentration of Table 3+ PFAS dominated by
PMPA detections;•

Combined process water PFAS signature – Concentration of Table 3+ PFAS dominatedby PFMOAA detections; and•Other process water PFAS signature – Represented by a more diverse set of Table 3+
PFAS being present.

These signatures are evident in media sampled. The Seeps and Old Outfall have a combined
process water signature, offsite groundwater and upgradient groundwater at Site have an aerial
deposition signature as does Georgia Branch Creek. Willis Creek and the Cape Fear River have amixed signature of both aerial deposition and process waters.
The geology at Site has influenced hydrogeology and the distribution of PFAS in groundwater.
For instance, the erosional feature mentioned earlier is interpreted as having created a pathway for
PFAS in groundwater to migrate from the Perched Zone and Surficial Aquifer down into the Black
Creek Aquifer. The effect of geology/hydrogeology will be further examined as part of thenumerical groundwater model being prepared to evaluate groundwater flow in support of selecting
and designing a groundwater remedy at the Site.
Last, a sediment characterization program of the Cape Fear River is planned, pending NCDEQ
approval of the submitted work plan.
ES.5. Conclusions
This On and Offsite Assessment Report and the 25+ assessments it relies upon provide sufficient
data to inform an interpretation of the nature and extent of PFAS impacts to a level that remedial
selection to address groundwater containing PFAS originating from the Site is feasible.
Point source releases of high concentration process water at Site have resulted in groundwater that
contains elevated concentration of PFAS migrating through all three geological zones present at
Site (i.e., Perched Zone, Surficial Aquifer, and Black Creek Aquifer) and discharging via
groundwater seeps, seepage to Old Outfall 002 or direct groundwater discharge to the Cape Fear
River.
Chemours is preparing a Corrective Action Plan (CAP) for groundwater due December 31, 2019as required by Paragraph 16 of CO. This CAP is being supported by:•Characterization data (reported here);•

Numerical groundwater model (prepared using data presented here); and•Human health SLEA.

This CAP will describe specific remedial measures and schedules to address PFAS mass loading
to the Cape Fear River and other surface water bodies from (a) seeping groundwater and (b) directdischarge of Black Creek Aquifer groundwater to the Cape Fear River.
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1. INTRODUCTION
1.1

Purpose of the Site Assessment Report

Geosyntec has prepared this On and Offsite Assessment Report (SA) of the Chemours FayettevilleWorks facility (Site) pursuant to Paragraph 18 of the February 25, 2019 Consent Order (CO)among the Chemours Company FC, LLC (Chemours), the North Carolina Department ofEnvironmental Quality (NCDEQ) and Cape Fear River Watch (CFRW). Paragraph 18 require
Chemours to fund a third part contractor approved by NCDEQ after consultation with CFRW toperform this assessment. DEQ approved Chemours proposal that Geosyntec be the third-party
contractor.
This document focuses on the characterization of per- and polyfluoroalkyl substances (PFAS) in
Site media. Assessment of other COCs was conducted as part of the Site Resource Conservation
and Recovery Act (RCRA) management process and have been reported in the RCRA Facility
Investigation (RFI) (Parsons, 2014). A Corrective Measures Study Work Plan for these COCs wasapproved by NCDEQ in February 2017 (NCDEQ, 2017). On July 7, 2017 Chemours requested adelay in the completion of the Corrective Measures Study due to additional sampling andcharacterization Chemours began conducting both voluntarily and in response to state requests
regarding identification and detection of PFAS present at the Site. This report prepares an updated
assessment of the Site incorporating PFAS data acquired since 2017.
The objective of this SA is to develop the Conceptual Site Model (CSM) that forms the basis fordeveloping the Corrective Action Plan (CAP) pursuant to Paragraph 16 of the CO due on
December 31, 2019. Paragraph 18 requires this assessment comply with the requirements of 2L
rules for site assessments provided in paragraph (g) of Title 15A of the North Carolina
Administrative Code (NCAC), Subchapter 2L (2L), include describing:•The source and cause of contamination;•

Imminent hazards to public health and safety and any actions taken to mitigate them;•

Receptors and significant exposure pathways;•

The horizontal and vertical extent of soil and groundwater contamination impact andsignificant factors affecting contaminant transport; and•Geological and hydrogeological features influencing the movement, chemical, andphysical character of the contaminants.

These requirements are addressed in this report. In addition to the requirements above, Paragraph
18 of the CO also requires the identification of groundwater seeps contributing to surface watermass loading contamination at the site and areas with significantly contaminated sediment.
Identification of groundwater seeps and observations related to the seeps identified were reported
in the Seeps and Creeks Investigation Report (Geosyntec, 2019a) and are described later in thisreport. An investigation to characterize sediment PFAS concentrations will be addressed as part of
the Sediment Characterization Plan (Geosyntec, 2019b) required by CO Paragraph 11.2 andTR07951

September 30, 2019

submitted to NCDEQ on August 21, 2019. At time of this report’s submission, the SedimentCharacterization Plan is still awaiting comment and approval by NCDEQ. Upon NCDEQ
approval, Chemours will implement and then report the findings of the sediment characterization.
This report is one of three major inter-related submissions required under the CO listed as follows:•

The Cape Fear River PFAS Loading Reduction Plan (that addresses the imminenthazards to public health and safety and presents proposed mitigation measures), which
was required under paragraph 12 of the CO and was submitted to NCDEQ on August
26, 2019;•

This SA document which is required under paragraph 18 of the consent order; and•The CAP for groundwater remediation which is required under paragraph 16 of the CO
and will describe the remedy.

Together, these three documents form the framework management strategy for overall site
assessment and remedy.
1.2

Limitations and Assumptions

This report draws on data available to support the development of the conceptual site model (CSM)
and provides a robust assessment of the sources of contaminants, transport pathways and receptors
being impacted. Some data, including laboratory results from samples collected from offsite wells,
have been delayed due to issues that arose in obtaining offsite access agreements in a timely
manner. As additional data and information from continued assessment become available, thesedata and insights will be incorporated into the approach to managing the Site; these activities aredescribed in Section 2.7. This report presents analytical results of PFAS originating from the Sitefrom over 25 assessment activities where there are over 3,183 environmental samples analyzed forat least HFPO-DA since 2017 with an additional 120 recently collected samples that are being
reported here for the first time. Results from an additional 59 samples were pending at the time ofreport preparation and will be reported and interpreted in an update to this report to be submitted
by October 31, 2019.
Count of PFAS Samples to Date

Reported
Previously

Reported
Here

Pending

Onsite Soil

147

15

21

162

Onsite Groundwater

279

92

8

379

Offsite Soil

--

6

17

23

Offsite Groundwater

--

7

13

20

Drinking Water

1,742

--

--

1,742

Surface Water

857

--

--

857

3,025

120

38

3,183

Sample Type

Total

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2. SITE HISTORY AND DESCRIPTIONThis section provides a brief description of the site location, history of property ownership anduse, surrounding land use and adjacent surface water bodies, permitted site activities, assessment
and regulatory history.
2.1

Site Location, Acreage, and Ownership

The Site is located within a 2,177-acre property at 22828 NC Highway 87, approximately 20 miles
southeast of the city of Fayetteville along the Bladen-Cumberland county line in North Carolina.
Figure 2-1 presents an overview of the Site location. Figure 2-2 presents a regional topographic
map and Figure 2-3 presents a higher resolution topographic map of the Site.
The Site property was originally purchased by E.I. du Pont de Nemours and Company (DuPont)
in 1970 for production of nylon strapping and elastomeric tape. DuPont sold its Butacite® and
SentryGlas® manufacturing units to Kuraray America Inc. (Kuraray) in June 2014 andsubsequently spun off its specialty chemicals business to Chemours in July 2015. Chemours andits two tenants, Kuraray and DuPont, currently operate manufacturing areas on the Site, described
below.
2.2

Site Description

Presently, the manufacturing area of the Site consists of five production areas (Figure 2-1):
Chemours Monomers IXM; Chemours Polymer Processing Aid (PPA) Area; Kuraray Trosifol®
Leased Area; Kuraray SentryGlas® Leased Area; and DuPont polyvinyl fluoride (PVF) Leased
Area. Chemours also operates the wastewater treatment plant (WWTP) and Power Area at the Site;
filtered water and demineralized water are produced in the Power Area. The manufacturing area
is approximately 312 acres, as shown in Figure 2-1, the remaining areas are grassy areas, forests
and wetlands.
2.3

Adjacent Property, Zoning, and Surrounding Land Uses

The Site is bounded by NC Highway 87 to the west, Cape Fear River to the east, and on the northand south by forested areas, farmland and private residences. Cumberland and Bladen County
zoning maps indicate that the surrounding areas are zoned as residential, agricultural, conservation,industrial or commercial.
2.4

Adjacent Surface Water Bodies and Classifications

To the east of the Site is the Cape Fear River. The Cape Fear River and its entire watershed arelocated in the state of North Carolina (Figure 2-4). The Cape Fear River drains 9,164 square miles
and empties into the Atlantic Ocean near the City of Wilmington, North Carolina. The Site draws
water from the Cape Fear River and returns over 95% of this water via Outfall 002 after being usedprimarily as non-contact cooling water. Two lock and dam systems with USGS stream gauges arelocated downstream of the Site: (1) W.O. Huske Lock and Dam, located 0.5 river miles from theSite (USGS 02105500); and (2) Cape Fear Lock and Dam #1, located 55 river miles downstream(USGS 02105769).

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The Cape Fear River is a water source for communities downstream of the Site. Raw water intakes
are located at Bladen Bluffs and Kings Bluff Intake Canal, located approximately 5 miles and 55
miles downstream from the Site. These intakes serve as Cape Fear River water intakes for the
Lower Cape Fear Water and Sewer Authority, which in turn provides water to Cape Fear Public
Utility Authority (CFPUA) and other water providers. Drinking water sourced from the Cape Fear
River does contains certain chemicals from multiple sources including 1,4-dioxane,
trihalomethanes associated with bromide content in raw river water, pharmaceuticals, personalcare products, endocrine disrupting chemicals, and PFAS. A brief description of these chemicals
and their presence in the Cape Fear River was reported previously (Geosyntec, 2018a).
Two tributaries to the Cape Fear River, located to the north and south of the Site, are described in
the Seeps and Creeks Investigation Report (Geosyntec, 2019a). To the north of the property is
Willis Creek. During the Seeps and Creeks Investigation, Willis Creek was observed to have flow
rates around 2,900 GPM in dry weather and around 6,500 GPM following rainfall. Willis Creek
reaches from Highway 87 to the Cape Fear River. To the south of the property is Georgia Branch
Creek, which is offsite for its entire course. During the Seeps and Creeks Investigation, Georgia
Branch Creek was observed to have flow rates between 2,400 and 2,600 GPM in both wet and dryweather. Georgia Branch Creek runs northwest-southeast beside Highway 87 before turning east
towards the Cape Fear River to the south of the Site. These creeks are shown in Figure 2-1.
2.5

Meteorological Setting

The climate at the Site is humid subtropical, characterized by relatively mild winters, hot summers
and abundant rainfall. Meteorological records collected at the Fayetteville Regional Airport,
located approximately 17 miles north of the Site, for the last four-year period from September
2015 to September 2019 indicate temperatures range from an average monthly high ofapproximately 94 fahrenheit (°F) in July to an average monthly low of approximately 34°F in
January (North Carolina Climate Office, 2019). Average annual rainfall at the Site isapproximately 45.3 inches per year for the period from 1930 to 2018, based on available data
recorded at the National Ocean and Atmospheric Administration (NOAA) monitoring station in
Fayetteville (Station ID: USC00313017), United States Geological Survey (USGS) monitoring
station at Fort Bragg (Station ID: 2102908), and USGS monitoring station for the Cape Fear River
at the W.O. Huske Dam (Station ID: 2105500). Extremely high precipitation is often recorded inJuly and August and sometimes into September (e.g., average monthly precipitation of 13 inches
in September 2018) due to the tropical storms or hurricanes, which affect North Carolina on anaverage of 2.27 storms per year (North Carolina Climate Office, 2019).
Wind directions collected at the Site for the period from January 2018 to May 2019 indicate
primary and secondary wind directions are along the west-southwest to east-northeast and south
to north quadrants, respectively (Figure 2-5). Wind directions vary from these primary andsecondary wind directions during rain events, which occurs 5% of the time for the period fromJanuary 2018 to May 2019. Primary and secondary wind directions during rain events for theTR07954

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period from January 2018 to May 2019 are along the east to west and east-northeast to westsoutheast quadrants, respectively, as shown in Figure 2-4.
2.6

Permitted Activities and Permitted Wastes

The Site received its initial RCRA Permit (NCD047368642) to operate a hazardous waste
container storage area and tanks in February 1983, while under DuPont ownership. DuPont
submitted an amended Part A application in 1991 to document upgrades to its fluorocarbon waste
treatment and tank system. The RCRA Part B permit application submitted in August 1993
identified 71,750 gallons of container storage capacity at the container storage area. Stored waste
included characteristic wastes (D001, D002, D003, D007, D009, and D029) and listed wastes(F002, F003, and F005). The Site’s RCRA Permit was re-issued in January 1998 and September
2012.
On April 27, 2016 The Chemours Company – Fayetteville Works requested a renewal of the
National Pollutant Discharge Elimination System (NPDES) permit for the Site (NC0003573). The
application that preceded the permit also described the operations of two separate companies at
the Site, Kuraray America Inc. and the DuPont Company. The discharge permit included permit
limits for internal Outfall 001, after biological wastewater treatment, for the Chemours, Kuraray,
and DuPont manufacturing processes, demineralized water neutralized regenerate, sanitary
wastewater, and process area stormwater. Effluent limits for Outfall 002, the Site’s discharge to
the Cape Fear River, included the treated flow from Outfall 001, non-contact cooling water,stormwater, and boiler condensate blowdown.
In June 2017, Chemours began capturing certain process water from the Monomers IXM area foroffsite disposal, and since November 2017, as directed by NCDEQ, all process waters from
Chemours’s operation have been captured for offsite disposal.
Chemours recently submitted a new NPDES permit application for the Site, which contemplates
continued shipping of Chemours process wastewater from the Monomers IXM and PPA areas
offsite and the intent to build a treatment facility to treat captured baseflow originating from Old
Outfall 002 and a thermal oxidizer with water discharges where no additional PFAS outside ofthose PFAS present in the river water intake are expected to present. The recent permit application
includes descriptions of recent extensive sampling at the Site for HPFO-DA and PFMOAA, as
well as a number of other PFAS.
On March 14, 2019 Chemours received a Title V Air Quality Permit No. 03735T44 from NCDEQ
to construct and operate the emissions sources and associated air pollution control devices(s). Thispermit authorized Chemours to continue manufacturing operations and install a thermal oxidizer
to reduce by 99% site-wide PFAS emissions to air.
2.7

Assessment and Regulatory History

Since 1996, several stages of RCRA Facility Assessments and Investigations have been conducted
and are detailed in the RCRA Facility Investigation (Parsons, 2014). The RFI process was
performed for Site COCs identified in the 2014 RFI including multiple VOCs, metals, otherTR07955September 30, 2019

inorganic compounds and perfluorooctanoic acid (PFOA). The RFI process did not include theSite Associated PFAS that are now analyzed by the Table 3+ SOP method; these compounds arelisted in Table 2-1. The outcome of the RFI process was the Corrective Measures Study Work Plan
submitted to NCDEQ on December 2, 2016 (Parsons, 2016). On February 8, 2017 NCDEQ
approved Chemours Work Plan for preparing the Final Corrective Measures Study. On July 7,2017 Chemours requested a delay in the completion of the Corrective Measures Study due toadditional sampling and characterization Chemours began conducting both voluntarily and in
response to state requests regarding identification and detection of additional PFAS present at the
Site.
Since identifying the presence of the PFAS associated with the Site, Chemours has performed
multiple investigations and assessments and is continuing to perform assessments that support
moving toward corrective action for PFAS at the Site. The table below list assessments conducted
and the second table lists assessments in-progress and planned.
PFAS Focused Assessment Activities to Date

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Assessment

Reference

2018 Cape Fear River Sampling

Geosyntec, 2018a2018 Stormwater Characterization

Geosyntec, 2018b2019 Seeps and Creeks Investigation

Geosyntec, 2019a

2019 Fate and Transport Study

Geosyntec, 2019c

2019 Mass Loading Reductions Plan

Geosyntec, 2019d

2019 Terracotta Pipe Section Grouting

Geosyntec, 2019e

2019 Mass Loading Model

Geosyntec, 2019f

2018 Post Florence Characterization

Geosyntec, 2019i

2019 Conveyance Network Sampling

Geosyntec, 2019j2019 Outfall 002 Assessment

Geosyntec, 2019k2017 Groundwater Investigation

Parsons, 2017a2017 Soil Investigation

Parsons, 2017b

2017 Surface Water Investigation

Parsons, 2017c2018 Terracotta Pipe Investigation

Parsons, 2018a2018 Additional Investigation

Parsons, 2018b2018 VE South Sampling

Parsons, 2018c2018 Old Outfall 002 Sampling

Parsons, 2018d2018 Exclusion Zone Investigation

Parsons, 2018e2018 Southeast Perched Zone Investigation

Parsons, 2018f

6

September 30, 2019

Assessment

Reference

2018 - 2019 Private Well GAC Pilot

Parsons, 2018gOn-going Private Well Sampling

Parsons, 2019a

2019 PlumeStop™ Pilot Study

Parsons, 2019b

2019 Old Outfall 002 GAC Pilot Study

Parsons, 2019c

2019 Old Outfall Sampling Results

Parsons, 2019d

2019 Offsite Characterization

This Report2019 Onsite Characterization

This Report

Ongoing PFAS Assessment and Planned Activities

Activity

Description and Status

Offsite Wells

Assessment of offsite soil and groundwater in addition to
private well data; 20 wells installed. Some results reported
here. Remainder of results to be reported by October 31,
2019.

Consent Order Required
Private Well Delineation

By August 26, 2020 Chemours is required by COParagraph 21 to delineate the extent of private wells
offsite with any PFAS on Attachment C of the CO present
above 10 nanograms per liter (ng/L) within a quarter mileof other wells with similar detections.

Human Health Screening Level
Exposure Assessment

Assessment of human receptor exposures to historicallydeposited PFAS from the Site. All samples collected, dataand interpretations to be reported by December 31, 2019

Ecological Screening Level
Exposure Assessment

Assessment of ecological exposures to PFAS originatingfrom the Site. Sampling was performed in part with the
Human Heath SLEA sampling and will be completed with
the Sediment Characterization sampling.

Empirical Laboratory Study

Assessment of Table 3+ PFAS empirical fate andtransport characteristics. Portions of the study have begun.
Components of assessment will be reported by December
31, 2019 where data are available. The full set of data will
be reported in early 2020.

Onsite Characterization

Assessment of onsite groundwater levels andconcentrations; in 2019, 42 wells installed. More than
90% of 2019 collected data from new wells are reported

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Activity

Description and Status
here with the remainder to be reported by October 31,
2019.

Consent Order Required
Sediment Characterization

Chemours submitted the Sediment Characterization planto NCDEQ on August 21, 2019 is awaiting comments andapproval before conducting sampling.

Quarterly Mass Loading
Sampling

Assessment to evaluate mass loading to the Cape Fear
River. Sampling and flow gauging performed quarterly inseeps, creeks, the Old Outfall 002, Outfall 002 andgroundwater adjacent to surface water.

Numerical Groundwater Model

Quantitative assessment of groundwater at the Site toassess flow to surface water features and assess
performance of potential remedies. Results to be reported
by December 31, 2019.

Consent Order Required
Bimonthly Paragraph 11 PFAS
Characterization Sampling

Bimonthly assessment of PFAS concentrations in the Siteconveyance network. Data and interpretations are reported
quarterly.

Consent Order Required
Corrective Action Plan

Corrective Action Plan for PFAS in groundwater. Due
December 31, 2019.

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September 30, 2019

3. REGIONAL GEOLOGY AND HYDROGEOLOGY
3.1

Regional Geology

The Site is located on the Coastal Plain. In North Carolina, the Coastal Plain Physiographic
Province extends from the present Atlantic Ocean inland to the Fall Line, an erosional contact
boundary with the Piedmont Province (Figure 3-1). The Coastal Plain is comprised of a wedge of
unconsolidated to semi-consolidated, both marine and terrestrial lithologic units that typicallystrike northeast-southwest and dip gently to the east-southeast (Trapp and Meisler,1992). This
wedge of Coastal Plain sediments thickens east-southeastward toward the Atlantic Ocean.
Sediments of the Coastal Plain range in age from Cretaceous to Holocene and overlie older
Paleozoic metamorphic, igneous, and sedimentary rocks of the Piedmont Province. Early
Cretaceous deposition of Coastal Plain sediments were initially terrestrial in nature and were
derived from adjacent upland areas, transported by streams, and deposited as alluvial and deltaic
sediments. By Late Cretaceous time, a widespread marine transgression event caused sea level riseof the ocean and deposited marine sediments on older terrestrial sediments of the Coastal Plain(Trapp and Meisler, 1992). Several small-scale alternating transgressive and regressive eventsoccurred as a result of eustatic sea-level change.
Generally, the bottom one third of the Coastal Plain section is composed of terrestrial sand andclay sequences that are discontinuous and heterogeneous, while the upper sequences are primarily
marine in origin and include nearshore and estuarine deposits, lagoonal sediments, and deep-water
deposits (Winner and Coble, 1996). Specifically, the Cretaceous-aged Black Creek Formation ispresently thought to be an assembly of estuarine and lagoon deposits. The estuarine deposits
include rhythmically interstratified dark clays, sands, and gravelly intervals with wood, shell, bone,
and clay pebble megaclasts (Farrell et al., 2001). The lagoon deposits consist of thinly bedded clay
and alternating crossbedded sands, mottled sand, and contorted sand with clay laminae (Farrell etal., 2001). In comparison, the Cretaceous-aged Cape Fear Formation is interpreted to be bothmarine and fluvial in origin (Heron et al., 1968). The Cape Fear Formation consists of "a stack offeldspathic, bioturbated, upward-fining facies sequences" (Farrell et al., 2001). The Black Creek
Formation can be observed unconformably overlying the Cape Fear Formation just north of theSite, near the Fall Line (NCGS, 1985; Farrell et al., 2001).
3.2

Regional Hydrogeology

Successive deposition of permeable and impermeable sediments in this region has resulted inaquifers separated by confining units. Sediments that comprise the North Carolina Coastal Plainaquifer system lie on crystalline basement rock and are approximately 10,000 ft thick near thepresent Atlantic Ocean (Winner and Coble, 1996). The hydrogeologic framework of the North
Carolina Coastal Plain aquifer system consists of 10 aquifers separated by 9 confining units(Winner and Coble, 1996). Stratigraphically, from top to bottom, the aquifers include: surficial
aquifer (water-table aquifer), Yorktown Aquifer, Pungo River Aquifer, Castle Hayne Aquifer,

TR07959September 30, 2019

Beaufort Aquifer, Peedee Aquifer, Black Creek Aquifer, Upper Cape Fear Aquifer, Lower Cape
Fear Aquifer, and Lower Cretaceous Aquifer.
Exposed aquifers that appear to be present in the vicinity of the Site include, from stratigraphically
top to bottom, a Surficial Aquifer, Black Creek Aquifer, and Upper Cape Fear Aquifer. The
Surficial Aquifer is the uppermost unconfined hydrostratigraphic unit in the vicinity of the Siteand constitutes the surface water table and follows the surface topography. The surficial aquifer inthe vicinity of the Site is not restricted to a specific geologic unit in terms of age or lithology. The
only interpretation that is made in regard to age is that the surficial aquifer is post-Cretaceous dueto the unconformable contact above the Black Creek Formation. Surficial sediments in the vicinity
tend to be variable and well graded sandy to silty soils that contain some significant amounts ofclay. Regionally, surficial soils have reported saturated permeabilities of 4 to 40 feet per day(ft/day) (Winner and Coble, 1996).
The Black Creek aquifer is separated from the surficial aquifer by the Black Creek confining unit,
which consists of dark gray to black organic-rich clay. The Black Creek aquifer is associated with
the Black Creek Formation, which is Cretaceous in age. Soils of the Black Creek aquifer are
typically medium-grained, poorly graded, "salt and pepper" colored sands. The hydraulicconductivity of the Black Creek aquifer is estimated to range from 15 to 50 ft/day with the averagevalue being approximately 28 ft/day (Winner and Coble, 1996). The Upper Cape Fear aquifer isseparated from the Black Creek aquifer by the Upper Cape Fear confining unit, which consists ofnearly continuous clay, silty clay, and sandy clay beds (Winner and Coble, 1996). The Upper
Cape Fear aquifer is associated with the Cape Fear Formation, which is Cretaceous in age.
Sediments of the Upper Cape Fear aquifer are typically alternating beds of well-graded, fine- tocoarse-grained sand and clay that often show vertical gradation. The hydraulic conductivity of theUpper Cape Fear aquifer is estimated to range from 10 to 70 ft/day with the average value being
approximately 30 ft/day (Winner and Coble, 1996).

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September 30, 20194.

PFAS PROPERTIES AND SOURCES

This section provides a description of the physical and chemical properties of the Site associated
PFAS (Section 4.1), laboratory studies being conducted to better understand selected physical andchemical properties, and sources of PFAS at the Site.
4.1

Table 3+ PFAS Characteristics

Pursuant to Consent Order Paragraph 27, Chemours funded a study analyzing the fate and transportof identified PFAS originating from the Site in air, surface water, and groundwater (Geosyntec,
2019c). The findings of the study are summarized below.
PFAS are a group of man-made carbon-based chemicals composed of a fully or partiallyfluorinated chain of carbon atoms (referred to as a “tail”) and a nonfluorinated, polar functionalgroup (referred to as a “head”) at one end of the carbon chain. Fluorination of the carbon chain
renders it hydrophobic and lipophobic, while the polar head group is hydrophilic (Mueller andYingling, 2018). Generally, PFAS vapor pressures are low and water solubilities are high. Most
PFAS have one or more negatively charged head groups, so they are likely to be relatively mobile
in the subsurface due to the affinity of the head group for water molecules (Mueller and Yingling,2018).
Most Site associated PFAS, i.e. Table 3+ PFAS, are fluoroethers: their structure includes two
carbons connected by an oxygen atom – an ether bond. PFAS with ether bonds are expected to beless volatile and more soluble than non-ether PFAS of equivalent chain length due to the polar
oxygen atoms included in their structures. Table 3+ PFAS contain at least one polar head groupand many also contain additional polar head groups. The structural information for the Table 3+
PFAS is provided in Table 4-1.
Generally, Table 3+ PFAS are expected to be mobile in the environment given the presence of
charged head groups and ether bonds, but they will experience some retardation. For some Table
3+ PFAS, mobility may be enhanced relative to straight-chain, non-ether PFAS by their branchedstructure and the presence of two charged head groups. The mobility of the Table 3+ PFAS will
be retarded by various chemical processes but will likely have lower retardation than long-chain
PFAS without ether bonds. Chemical processes expected to have the most impact on mobility aresorption to organic carbon and, in the unsaturated soil zone, preferential partitioning to the airwater interface.
The tails of PFAS are made primarily of carbon atoms. They tend to be nonpolar, and so they tend
to sorb to organic carbon species in soil and sediment (Higgins and Luthy 2006, Guelfo and
Higgins, 2013). Because PFAS tails are also lipophobic, sorption to organic carbon tends to be
weaker than that of alkanes. The sorption and retardation of PFAS will increase with increasing
fluorinated tail length. For a given soil, sediment, or organic carbon type, the structure of the PFAS
tail affects its interactions with organic carbon molecules. Branched isomers tend to have lower
sorption affinity than linear isomers of equal chain length (Kärrman et al., 2011). Sorption of PFAS

TR079511

September 30, 2019to charged particle surfaces in common soils and sediments is expected to be negligible relative tosorption to particulate organic carbon (Higgins and Luthy 2006).
Current literature indicates that transformation of most PFAS in the environment is negligible. An
important observed environmental transformation of PFAS has been the hydrolysis of somepolyfluorinated precursors to form perfluorinated compounds (Mueller and Yingling, 2018) andthe biotic degradation of trifluoroacetate (e.g., Visscher et al., 1994). Recently, researchers
identified an Acidimicrobium microbial species that appears capable of defluorinating select PFOA
and PFOS (Huang and Jaffe, 2019). Components of the Table 3+ PFAS that may be amenable totransformation reactions that degrade the tails of these compounds are ether bonds present in 21
of 24 Site associated PFAS, and carbon-hydrogen bonds present in 5 of 24 Site associated PFAS.
(e.g., Weber et al., 2017).
4.1.1

Empirical Parameters Testing

Empirical laboratory studies are being performed to better understand selected physical andchemical properties of the Table 3+ PFAS so that more information is available on the potential
fate and transport of these compounds. These studies are in progress and their results, whereavailable, will be incorporated into the CAP. Empirical studies being conducted include:
1. Relative Sorptive Capacity: The relative capacity of soil / groundwater and of sediment /river water for the Table 3+ compounds is being evaluated to establish the contact times
for the solids and water to achieve equilibrium and to determine solid to water ratios for
subsequent isotherm and desorption tests;
2. Isotherm Testing: Isotherm tests will be conducted to develop isotherm adsorption curves
and to develop Site-specific distribution coefficients (Kd) for the Table 3+ compounds;
3. Desorption Testing: Desorption tests will be conducted to assess desorption of Table 3+compounds from sediment to PFAS-free simulated river water;
4. Column Testing: Column tests will be conducted to evaluate the retention and leachabilityof the Table 3+ compounds in unsaturated and saturated soils collected from the Site;
5. Octanol-Water Partition Coefficient (KOW) Measurements: Liquid chromatography
elution time runs will be performed with compounds with known Kow values to calculate
Kow values for Table 3+ PFAS per the HPLC method (OECD, 2004); and6. Surface Tension Measurements: Surface tension measurements will be performed to help
estimate the degree of retardation Table 3+ PFAS will experience in unsaturated zone soils
due to air-water interfacial partitioning.
4.1.2

Laboratory Analytical Methods

EPA method 537 is a commercial analytical method to analyze for PFAS compounds, including
PFOA and PFOS. EPA method 8321A is a commercial analytical method for HFPO-DA. Throughnon-targeted mass spectrometry analyses of water and soil samples collected at Site, Chemours
has identified 24 PFAS not currently quantified by EPA Method 537 or 8321A. In 2019, acommercial analytical method, referred to as the Table 3+ SOP method, was developed (Table 2-

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1). An analytical method for four of these PFAS is still under development. These PFAS are
Difluoro-sulfo-acetic acid (DFSA), Difluoromalonic acid (MMF), Perfluoro-2-methoxypropanoic
acid (MTP) and Perfluoropropionic acid (PPF Acid).
4.2

PFAS Source Characteristics

Historical fluoroproduct manufacturing at the Site resulted in releases of PFAS to environmental
media. These releases have resulted in PFAS being now present as both diffuse and moreconcentrated secondary sources in environmental media on and off site. The remainder of thissection provides an overview of the primary sources of Table 3+ PFAS in environmental media,
including air (Section 4.2), soil and groundwater (Section 4.3), and surface water (Section 4.4)
with secondary sources described in Section 4.5.
4.2.1

Emissions to Air

The facility operates multiple stacks, blowers and vents as part of manufacturing activities. As partof CO compliance, the facility is capturing and treating these emissions to air to reduce PFAS
emissions to air by 99% from facility wide operations compared to 2017 baseline. This reduction
is required to be complete by December 31, 2019 with the installation and operation of the thermaloxidizer. The Thermal Oxidizer is also required to control PFAS in the streams routed to it with
an efficiency of 99.99%. Prior to these in-progress reductions, and other interim reduction
achieved over the past two years, PFAS compounds had been emitted to air and subsequently
deposited both onsite and in the area surrounding the Site. The locations of emissions to air andlocations of past loading are presented in Modeling Report: HFPO-DA Atmospheric Deposition
and Screening Groundwater Effects (ERM, 2018) and in Figure 4-1. Estimates of past loadings to
air and surface water and reductions in loadings achieved are presented in the PFAS Loading
Reductions Plan (Geosyntec, 2019d).
Generally, the four compounds reported with highest concentrations in offsite groundwater are
PMPA, PEPA, perfluoro(3,5-dioxahexanoic) acid (PFO2HxA) and HFPO-DA as described ingreater detail in Section 9 and 10. These four compounds have been found in certain private offsite
wells and in Chemours installed offsite wells. Offsite wells are typically hydraulically upstream orisolated from groundwater near facility operations and are therefore Table 3+ PFAS detected inthese wells are interpreted to have originated from aerial deposition only. Based on these offsite
detections, these four compounds are interpreted to be the predominant PFAS emitted to air fromthe facility that subsequently deposit on the land surface. These historically airborne deposited
PFAS compounds are also present on surface soils and can be mobilized during rainfall events.
4.2.2

Releases of Process Water to Soil and Groundwater

On Site releases of PFAS to soil and groundwater occurred in the manufacturing areas. Known
specific release pathways included (i) leakage from historical process water discharge lines, (ii)leakage of combined process water from the terracotta pipe and (iii) a manufacturing upset which
occurred in October 2017. Each of these pathways is described below.

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Historical process sewer system in Monomers IXM
In 2000 the facility replaced underground piping in the Monomers IXM area that conveyed processwaters and wastewaters with above ground piping (DuPont, 2006). At the time of writing, thefacility identified one remaining underground pipe connecting the sump at vinyl ethers south tothe vinyl ethers south retention basin. The basin ensures that the vinyl ethers south sump does not
overflow during heavy rainstorm events. The replacement of the piping in 2000 was initiated basedon observations of potential losses of process water to soils via leakage from these undergroundpipes. Replacement with above ground piping enabled routine inspections and the ability toperform more rapid leak detection and repair.
Terracotta Pipe Leakage
The terracotta pipe was designed to convey wastewater from the various manufacturing areas tothe WWTP (Figure 4-1). Prior to June 21, 2017 Chemours transmitted PFAS containing processwastewater containing Table 3+ PFAS to the WWTP from the Monomers IXM Area via theterracotta pipe. Leaking of this process water from the terracotta pipe to groundwater is probableand these releases are likely the source of elevated PFAS detections at location PZ-18 and its
replacement well, MW-24 (Parsons, 2018a). Chemours no longer transmits process water from the
Monomers IXM Area to the WWTP. These wastes are sent to offsite disposal. In 2018, Chemours
grouted a portion of the terracotta pipe, and by 2021 Chemours and Kuraray plan to fully
decommission and replace the terracotta pipe (Geosyntec, 2019e, f).
October 2017 Scrubber Upset
In October 2017 a scrubber upset occurred in the Vinyl-Ethers South area of the Monomers IXM
Area (Arnold and Porter, 2017). This release resulted in process water containing PFAS contactingsite soils and infrastructure in the Monomers IXM area. Subsequent to this release, Chemours
removed soils from this area, replaced some roofing materials and re-lined the cooling water
channel with new materials. The scrubber upset resulted in increased HFPO-DA concentrations in
the Outfall 002 after rainfall events for a period of time. As materials were replaced, soils were
removed and the area flushed, and observed HFPO-DA concentrations diminished at Outfall 002.
4.2.3

Releases of Process Water to Surface Water

Prior to June 21, 2017 Chemours transmitted PFAS containing process wastewater to the WWTP
from the Monomers IXM Area via the terracotta pipe. This process water was then transmitted via
the WWTP to Outfall 002 where this water and the PFAS it contained reached the Cape Fear River.
As of November 29, 2017, Chemours has diverted Chemours Monomers IXM Area processwastewater flows away from the WWTP and currently sends this wastewater offsite for disposal.
PPA process water also contains PFAS but this waste stream has always been collected and sent
for offsite disposal since commissioning of the PPA Area.

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4.2.4

Secondary Sources

Chemours has taken measures to mitigate releases of PFAS to groundwater, soil, and surface water,
and will have reduced annual emissions of PFAS compounds to air by 99%, once the thermaloxidizer, which will control PFAS routed to it with an efficiency of 99.99%, is operational by
December 31, 2019 as required by the CO. Historical releases have resulted in the following
secondary sources of PFAS being present in the environment:

TR0795•PFAS in soils and groundwater from aerial deposition. Aerial deposition has resulted
in a distributed, non-point source secondary source of PFAS in onsite and offsite soils.
Infiltrating rainfall has transported these PFAS downward to groundwater. The
currently identified extent of this secondary PFAS source is shown in Figures 4-2A and
4-2B.

•

PFAS in soils and groundwater from Site process water releases. Process water leaksin the manufacturing areas resulted in PFAS in Site soil and groundwater. Based on thehydrogeology of the Site, these PFAS are detected the Perched Zone, Surficial Aquifer,
or Black Creek Aquifer and then migrate towards primarily the Cape Fear River and
Old Outfall 002 with some component reaching Willis Creek.

15

September 30, 2019

5. RECEPTOR INFORMATIONThis section summarizes currently known receptors in the area surrounding the Site. Presently, as
required in Paragraph 21 of the CO, the full extent of PFAS present in private well receptors is
being delineated with the task to be completed by August 26, 2020 (Parsons, 2019a). Receptors
identified within six miles of the Site are shown in this report. Receptors included in this document
are public and private supply wells, surface water bodies and intakes, and human and ecological
receptors. As of September 2019, the full extent of PFAS in private wells surrounding the Site is
not complete and sampling is ongoing to delineate the extent.
5.1

Summary of Receptor Survey Activities

Information surveys, described in more detail below, were completed to identify potential
receptors including public and private water supply wells, wellhead protection areas, surface waterfeatures, and human and ecological receptors. Information was also gathered on subsurface
structures onsite that could be a preferential pathway. Receptors were identified as listed below:
1. Public water supply wells were identified using publicly available well data from NC
OneMap GeoSpatial Portal.
2. Private water supply wells were identified through a door to door residential survey
conducted by Chemours’ contractor Parsons. GIS parcel data was reviewed for properties
with structures, and residents of those properties were approached to determine whether
they owned a private well. Structures in areas with no public water supply were assumed
to be on a private well, and this was confirmed through communication with the residents
where possible. There was no private well registration system available for the area aroundthe Site.
3. Wellhead protection areas were identified using publicly available data on North Carolina
wellhead protection areas from NCDEQ and using publicly available data on usage of
public water supplies.
4. Surface water bodies were identified using publicly available surface water data from the
USGS National Hydrography Dataset. The surface water intakes have been previously
described.
5. Human receptors are being identified and will be assessed through an Offsite Screening
Level Exposure Assessment (SLEA) of Site Associated PFAS (Geosyntec, 2019g) in
progress.
6. Ecological receptors are being identified and will be assessed through an EcologicalSLEA. The workplan for the Ecological-SLEA is in preparation.
7. Onsite subsurface structures that could be preferential pathways were identified using Sitedata and as-built information that is kept up to date by Chemours’ contractor KBR Inc.

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5.2

Summary of Receptor Survey Findings

5.2.1

Wells and Wellhead Protection Areas

To date, 75 public/community wells and 926 private wells have been identified in the counties
surrounding the Site (see Figure 5-1). Community wells are those that serve more than one
household. The full extent of offsite contamination is still being assessed, as such the number ofidentified private wells will increase. There is limited availability of drilling records including logs
and installation depths for many private wells. The geological and hydrogeological settings wherethese well receptors are present are described, to the extent possible, in Section 3.1. The offsite
wells installed in August and September 2019 are described in Section 6.4. Public/community
wells identified are listed in Table 5-1, along with their locations, depths, usage, and distance fromthe Site. Private wells shown on Figure 5-1 are not included in Table 5-1 in order to protect theprivacy of well owners. Surrounding property owners are similarly not identified for privacy
reasons.
Wellhead protection areas, as defined in the Safe Drinking Water Act: 42 U.S. Code § 300h–7,
surrounding the Site are identified in Figure 5-2. According to publicly available data, there is one
wellhead protection area in the extent of Figure 5-2, including three municipal water supply wells(PWS ID 03-78-030). Daily water extraction from these wells taken together ranges from 0.18 to
0.30 million of gallons per day (MGD). Further details available regarding these wells in thewellhead protection area is provided in Table 5-1.
5.2.2

Surface Water Receptors

Surface waters in the region surrounding the Site include the Cape Fear River, tributaries, ponds,
swamps and marshes, and several small streams and ditches. Figure 5-3 identifies named surface
water bodies from the USGS National Hydrography Dataset surrounding the Site. Sampling theCape Fear River and tributaries to the Cape Fear River has been performed as part of multiple site
investigation activities. Sampling of ponds and tissues of fish from the ponds has been performed
for the Human Health and Ecological-SLEA. These SLEAs are described in the following subsections.
5.2.3

Human Receptors and Human Health SLEAAt the Site, human activities are limited to facilities operations and maintenance, office workers,
and environmental monitoring activities. In the area surrounding the Site, there is a wide range ofhuman and land use activities, including private residences, farms, commercial businesses, andrecreational areas. Current exposures to historically released PFAS for these activities are being
evaluated through the Offsite Screening Level Exposure Assessment (SLEA) of Site Associated
PFAS - Workplan (Geosyntec, 2019h). Chemours is performing this SLEA to support the CAP
due on December 31, 2019. The results of the SLEA will be reported by December 31, 2019. The
SLEA is evaluating the following receptor types:

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1. Residents. The nearest residence is approximately ½ mile north of Site manufacturing
areas. North and northwest of the Site, several residential neighborhoods exist within 6
miles of the Site.
2. Farmers. Farmers were identified as potential receptors based on the predominance ofagricultural land use to the east, south, and west of the Site.
3. Gardeners. Residents and farmers may garden on their properties.
4. Offsite workers. Although residential and agricultural land uses predominate the areas
surrounding the Site, some commercial businesses are also present.
5. Recreational Canoeists/Swimmers. The Cape Fear River may be used for recreational
purposes, including canoeing and swimming.
6. Recreational Anglers. The Cape Fear River and surrounding ponds may be used forrecreational purposes, including fishing.
For the receptors identified above, the SLEA is evaluating the following potential exposure
pathways listed below:
1. Residents (Adult and Child): Surface soil via incidental ingestion and groundwater andsurface water as tapwater via ingestion.
2. Farmers (Adult and Child): Surface soil via incidental ingestion; groundwater as tapwater
via ingestion; and, aboveground leafy vegetables (e.g., lettuce), aboveground fruits (e.g.,
tomatoes), and belowground vegetables (e.g., carrots) via ingestion.
3. Gardeners (Adult and Child): Surface soil via incidental ingestion; groundwater as tap
water via ingestion; and, aboveground leafy vegetables (e.g., lettuce), aboveground fruits(e.g., tomatoes), and belowground vegetables (e.g., carrots) via ingestion.
4. Recreational Canoeists/Swimmers (Adult and Child): Surface water via incidental
ingestion.
5. Recreational Anglers (Adult and Child): Fish tissue fillets via ingestion.
5.3

Ecological-SLEA

An Ecological-SLEA is being performed to assess exposures to PFAS in the Cape Fear River
adjacent to and downstream of the Site and the terrestrial habitat surrounding the Site. Chemours
is performing this Ecological-SLEA to help inform management of PFAS in the environment.
Environmental samples including samples of river water, river sediments, terrestrial plants,
terrestrial invertebrates, surface soils and fish are being collected to evaluate these exposures.
5.4

Summary of Site Subsurface Structures

As discussed in Section 4.2, direct releases of PFAS to Site soil and groundwater have been
documented, some of which occurred through leaking sewers used historically for PFAS processwater conveyance. Figure 5-4 shows a site map and known subsurface structures including
underground piping. Offsite underground structures are not included in Figure 5-4 since the offsite
impacts are widely distributed and there are no indication of sources emanating from such

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September 30, 2019

structures to other media These PFAS were deposited aerially and distributed across the land
surface due to the non-point source nature of aerial deposition.
5.5

Mitigation Measures/Point of Use Treatment

Pursuant to CO Paragraphs 19 to 25 (Compliance Measures), Chemours is implementing a
Drinking Water Compliance Plan (Parsons, 2019a). Through this plan, Chemours is providing
replacement drinking water to private residents whose drinking water wells are impacted by PFAS
listed on Attachment C of the CO. Replacement drinking water is being provided through a range
of options depending on the levels of PFAS found. First residents are supplied bottled water as aninterim measure. Then residents, should they accept, will receive either: (i) point of use Reverse
osmosis systems, (ii) whole house filtration systems, or (iii) connection to public water supplies toprivate residents whose drinking water wells are impacted by Site associated PFAS. Pursuant to
CO Paragraph 19, Chemours is working with NCDEQ to identify locations where public water isavailable and can be provided to private residents for less than $75,000 per affected party. Beyond
this threshold, permanent water supplies will be provided through whole house filtration systems
or reverse osmosis systems. Chemours is providing quarterly updates on implementation of the
Drinking Water Compliance Plan to NCDEQ.

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September 30, 2019

6. ADDITIONAL CHARACTERIZATION
Following review of the existing CSM (Parsons, 2018b), additional data requirements wereidentified and several field programs completed to enhance the CSM and inform the developmentof a CAP. These additional characterization efforts included:
1. Assessment of the seeps and creeks near the facility (Geosyntec, 2019a): the objectiveof this program was to identify the locations of seeping groundwater at the facility andassess the mass loading from the various transport pathways of PFAS originating fromthe facility to the Cape Fear River.
2. Onsite Black Creek Aquifer Characterization: the objective of this program was tounderstand the hydrogeology and groundwater discharge characteristics from the Siteto the Cape Fear River along the river bank. An overview of the assessment and theresults are presented below in Section 6.1 and a description of field methods
implemented is provided in Appendix A.
3. River Temperature Assessment: the objective of this program was to assess areas ofgroundwater upwelling along the Cape Fear River shoreline adjacent to the Site. An
overview of the assessment and the results are presented below in Section 6.2.
4. Additional Onsite Investigation: the objective of this program was to refine theunderstanding of the site lithology and the extent and magnitude of PFAS in different
stratigraphic layers to support groundwater flow modeling. Several wells were installed
to assess conditions adjacent to nearby surface water bodies and serve as dual purpose
performance monitoring wells for the CAP. An overview of the assessment and theresults are presented below in Section 6.3 and a description of field methods
implemented is provided in Appendix A.
5. Offsite Characterization: the objectives of this program were to assess the horizontal
and vertical extent of PFAS in soil and groundwater and to facilitate comparison withresults obtained from private wells being sampled as part of Paragraph 21. An overview
of the assessment and the results are presented below in Section 6.4 and a descriptionof field methods implemented is provided in Appendix A.
6.1

Onsite Black Creek Aquifer Characterization

6.1.1

Objectives

The objectives of the onsite Black Creek Aquifer characterization study were to:Refine understanding of geology, hydrogeology and groundwater discharge at the Site to surface
water and Cape Fear River.
i. Assess groundwater flow to the Cape Fear River, i.e., regions of higher vs. lower
groundwater flow;
ii. Assess the spatial and vertical distribution of hydraulic conductivity of soils along theCape Fear River bank;iii. Evaluate groundwater gradients across the Cape Fear River bank;

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September 30, 2019

iv. Assess PFAS concentrations in groundwater to facilitate a more refined estimate of
PFAS mass loading to the Cape Fear River; andThe following scopes of work were completed:i. Geologic mapping of the Black Creek Confining unit and other lithologic features ofinterest;ii. High-resolution hydraulic conductivity and electrical conductivity profiling along theCape Fear River bank using the Hydraulic Profiling Tool/Electrical Conductivity(HPT/EC);iii. Installation of 15 paired monitoring wells to assess hydraulic gradients;
iv. Collecting soil samples for lithologic classification and groundwater samples to assess
PFAS concentrations; andv. Slug testing the five LTW wells and select wells adjacent to the Cape Fear River toassess hydraulic conductivity.
Methods and results for each scope of work is summarized below, groundwater sampling results
are discussed in Section 9. Details on investigation methods are provided in Appendix A.
6.1.2

Geologic Mapping

The objective of the geologic mapping effort was to locate and collect outcrop measurements to
inform the Site lithologic conceptual model. The following litho-stratigraphic units were includedin this mapping effort, listed from stratigraphically lower sections to stratigraphically higher
sections: (1) Black Creek Confining Unit; (2) Surficial Aquifer Unit; (3) Perched Clay Unit; and,
(4) Perched Zone Unit.
Prior to field mapping field teams reviewed onsite lithostratigraphy and a type section (i.e.,reference exposure) of the Black Creek Confining Unit located at the USGS W.O. Huske Lockand Dam. This type section is a 2-meter outcrop section of the Campanian-aged Tar Heel
Formation, a subgroup of the Black Creek Group, described in literature as lenticularly bedded,
black carbonaceous clay with thin partings of light-colored micaceous, fine sand (Farrell et al.,2001, Owens and Sohl, 1989).
Stratigraphic units were mapped in areas where exposed outcrops are visible, safely accessible,
and topographic information was available. Exposed outcrops were primarily located along stream
cuts at Seep A, Seep B, Seep D, Old Outfall 002 and portions of Willis Creek. Stream cuts along
Seep C were heavily vegetated and outcrops were less visible at the time of mapping. Exposures
along Old Outfall 002 provided the most continuous outcrops and spanned approximately 4,500ft.
At each accessible outcrop location, the station number, location, approximate elevation, outcrop
type and size, major and minor lithologic description, structural features, strike, and dip wererecorded. Structural features were measured using a Brunton compass.
Figure 6-1 shows 41 locations where outcrops were observed, primarily within stream cuts, along
Seep A, Seep B, Seep D, Old Outfall 002 and portions of Willis Creek. Table 6-1 summarizes

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information collected at each outcrop location. Observations for each lithostratigraphic unit isdescribed below from stratigraphically lower sections to stratigraphically higher sections.
Black Creek Confining Layer
The Black Creek Confining Unit was the most frequently exposed outcropping unit at the Site,observed at 28 locations. Exposures ranged from 1 to 24 ft in thickness and were primarily
observed in cut banks, waterfalls, creek beds, and ledges at elevations between 53 and 83 ft above
mean sea level along Seep A, Seep B, Seep D, Old Outfall 002, respectively. Larger outcrop
exposures (greater than 10 ft thick) were primarily observed along the Old Outfall 002.
Lithostratigraphic description of this unit at outcrops were recorded as light and dark gray to black,massive to thinly laminated, fat to lean, moderately plastic, soft to firm clay with trace mica andsulfide mineralization. Locally, clay was observed with millimeter to meter scale interlayers ofdark gray to light gray, fine- to medium-grained, poorly- to well-graded, angular, quartz-rich sandand silty sand. Local lignitic layers and individual sections of petrified wood (not connected to theoutcrop) were also observed throughout the Black Creek Confining Unit. The presence ofinterstratified dark clays and cross-stratified sands with lignite and wood are a common, recurringfacies in the Black Creek Formation along the Cape Fear River, as described in literature (Farrell
et al., 2001, Owens and Sohl, 1989).
Structural features observed and measured in the Black Creek Confining Unit include bedding,cross-bedding, and joints. Locally, this unit displayed northeast-southwest strikes with primarily
horizontal bedding and gentle dips ranging from 4 degrees to less than approximately 10 degrees.
Higher dip measurements recorded at certain locations (e.g., 23 degrees at location 28; Table 6-1,
Figure 6-1) may likely be attributed to slumping or cross-bedding. A northeast-southwest strikewith primarily horizontal bedding and gentle dips is consistent with generally observed trends for
Cretaceous-aged, Coastal Plain deposits of North Carolina in this area (Section 3). Joints wereobserved within the Black Creek Confining Unit at six locations (Table 6-1). Trends of joints
observed revealed no preferred orientation but displayed primarily steep dips ranging from 46
degrees to 89 degrees.
Surficial Aquifer
The Surficial Aquifer Unit was observed overlying the Black Creek Confining Unit at threelocations along Old Outfall 002 and two locations along Seep A (Figure 6-1). Limited exposures
ranged from 1 to 5 ft in thickness and were primarily observed in cut banks and ledges at elevations
between 77 and 103 ft above mean sea level along the Old Outfall 002 and Seep A, respectively.
Lithostratigraphic description of this unit at outcrops were recorded as red-brown to tan-white,thinly bedded, fine- to coarse-grained, angular, poorly to well-graded, weakly compacted, quartzrich sand with highly oxidized laminations. Locally, sand was observed with centimeter to tens ofcentimeter-scale light and dark gray, thinly laminated, lean, weakly plastic, soft, mica-rich clay.

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Perched Zone
The Perched Zone was observed overlying the Surficial Aquifer in Old Outfall 002 and Seep A atelevations between 89 and 136 ft above mean sea level. Exposures ranged from 0.5 to 4 ft inthickness and were primarily observed in cut banks and waterfalls. Lithostratigraphic descriptionsof this unit at outcrops were recorded as light gray and reddish orange to dark gray, thinly
laminated, fat to lean, moderately plastic, soft, mica-rich clay. Upper portions of this unit werehighly oxidized and contained local centimeter to tens of centimeter scale interbedded reddish
orange, medium- to coarse-grained, poorly graded, angular to sub-rounded, hematite-richsandstone. Only two exposures of the Perched Zone were observed during this mapping event atelevations between 120 and 147 ft above mean sea level along the Old Outfall 002 and Seep A,
respectively. The two exposures were very limited and revealed approximately 1 ft of red-brownto tan, fine- to coarse-grained, angular, well-graded, weakly compacted to unconsolidated, highly
oxidized sand.
6.1.3

Permeability and Electrical Conductivity Profiling

The primary objective of the permeability and electrical conductivity profiling was to assess thelithologic and hydrogeologic characteristics of the Black Creek Aquifer that may be in directconnection with the Cape Fear River. This assessment included investigating the spatial andvertical distribution of electrical conductivity, permeability and estimated hydraulic conductivity
along the Cape Fear River bank using the combined HPT/EC.
Hydrogeologic characteristics of the Black Creek Aquifer along the Cape Fear River bank wereassessed by a direct push rig equipped with the HPT/EC probe. During hydraulic profiling, cleanwater was injected into the subsurface at a controlled rate. Total pressure required to inject thewater (referred to as HPT pressure) served as a proxy for the permeability of the formation and,along with the rate of injection, is was used to estimate the hydraulic conductivity. Simultaneouselectrical conductivity measurements provided additional information on the lithology (e.g., due
to grain size and mineralogy, EC is typically higher in clays than in sands) and showed relativechanges in lithology with depth.
This assessment was completed at 31 locations shown on Figure 6-2. HPT/EC tooling wasadvanced until refusal was encountered, and total boring depths varied between 32 to 61 ft bgs.
Table 6-2 provides a list of HPT/EC borings completed along with the total depth advanced.
To allow for correlation of site-specific HPT/EC responses with lithologic descriptions of the LTW
wells, five of the 31 HPT/EC locations were selected to be co-located with existing wells. Ten
additional soil borings were advanced at locations where HPT/EC profiling was completed.
Continuous soil cores were collected from the bottom of hand auger clearance (about 5 ft bgs) toapproximate depths of HPT/EC borings with a dual tube or macro core sampler, visually logged,
and sampled for physical parameters, as discussed in Section 7.
Locations of HPT/EC borings and co-located soil borings completed are shown in Figure 6-2 withadditional information provided in Table 6-2. HPT/EC raw data are provided in Appendix B.

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The HPT/EC response observed for a given formation is influenced by several factors including
permeability, grain size, mineralogy, moisture content, presence of dissolved ions in groundwaterand temperature (Keys, 1997). Typically, the EC response of clays and fine-grained sediments ishigher than that in silts, sands and gravel due to their mineralogy (Schulmeister et al., 2003, Wilson
et al., 2005). Similarly, the HPT pressure required to inject water into the formation is indicativeof the permeability of the formation; higher pressure indicates a lower permeability formation andvice-versa. Reviewing EC response curves and in conjunction with HPT pressure logs can indicate
the presence of low permeability, clay-rich formations and higher permeability, sandy formations.
Soil boring logs that combine lithologic descriptions and HPT/EC responses for the five existing
LTW-wells and ten additional soil borings are provided in Appendix C. Comparison of HPT/EC
response in 15 borings where lithologic information was available from soil borings matched wellwith predicted responses. A comparison of HPT/EC response from HP-10 location with PIW-7
soil boring lithologic description is discussed here as an example.
Lithologic logs for PIW-7 indicate that silts and clays interbedded with some sands are observed
between 5 to 15 ft bgs. This lithology transitions from fine-grained material to interbedded fineto medium-grained sands with silt lenses and clay seams from approximately 15 to 30 ft bgs. The
EC and HPT response for the 5 to 15 ft bgs interval [geometric mean values of 10 milliSiemens
per meter (mS/m) and 15 psi, respectively] are generally greater than those observed for theunderlying 15 to 30 ft bgs interval (8 mS/m and 6 psi, respectively). The HPT response also
displays a peak characteristic of lower permeability lithologies in the shallower 5 to 15 ft interval.
An overall increase in EC and HPT response with depth in this interval is indicative of a higher
clay fraction and lower permeability. This trend of high EC response and characteristic HPTpressure are generally observed within the top 5 to 24 ft of this unit at most HPT locations along
the Cape Fear River bank, which indicate that a fine grained, low permeability unit of variable
thickness is observed at the surface along the Cape Fear River bank. Due to its proximity to theCape Fear River and recurring flooding events, it is likely that this unit may be related to floodplain
deposits.
Notably, the HPT/EC tool was sensitive enough to capture a clay seam that was less than a footthick at 27 ft bgs through a spike in EC and HPT pressure response at this depth. This clay seam
does not appear to be present at all locations (e.g., absent at HP-1 and PIW-1) and appears to beof variable thickness (e.g., 18 ft at HP-21 and 5 ft at HP-11). This clay unit is described as darkgray, fat clay, very hard and interbedded with silts and sand lenses, likely corresponding to theBlack Creek Confining Unit.
The interval from 30 to 38 ft at HP-10 is marked by relatively low EC (geometric mean value of
4.5 mS/m) and HPT response (geometric mean value of 1.3 mS/m). Lithologic description
indicates a dark gray, medium grained, well sorted sand with some banded lignitic material in thisinterval and is considered to be representative of the Black Creek Aquifer. Estimated hydraulicconductivity values modeled from measured HPT injection pressure and flow rates within theBlack Creek Aquifer are generally an order of magnitude higher (geometric mean between 39 toTR079524

September 30, 2019

68 ft/day) than the floodplain deposits (geometric mean between 2 to 4 ft/day). Estimated hydraulicconductivity values for the Black Creek Aquifer are consistent with regional estimates, whichrange from 15 to 50 ft/day with an average value of approximately 28 ft/day (Winner and Coble,1996). These estimates are also comparable with hydraulic conductivity estimated through slug
testing for wells screened in Floodplain deposits (geometric mean of 5 ft/day) and Black Creek
Aquifer (geometric mean of 40 ft/day).
The underlying interval from 38 ft to boring refusal at 44 ft bgs is marked by a relative increase inboth EC response (geometric mean value of 12 mS/m) and corrected HPT pressure (geometricmean values of 12 mS/m and 27 psi, respectively), indicative of a clay-rich, very low permeability
unit. This unit is described as a greenish-gray, very stiff, fat clay with trace sand, very micaceousand thin dark gray mineral banding. Lithologic descriptions and elevations from deep, onsite
borings (e.g. BCA-03) refer to this unit as the Upper Cape Fear Confining Unit. This unit was
encountered at all HPT boring locations along the Cape Fear River bank, with the exception of
HP-07 where shallow refusal was encountered in the Black Creek Confining Unit. Approximate
elevations of the top of the Cape Fear Confining Unit appear to correspond approximately to thebottom of the Cape Fear River channel, estimated at 5 ft NAVD88 elevation in the vicinity of thesite (HEC-RAS, 2012). Cape Fear River channel depths are further refined during the rivertemperature assessment (Section 6.2).
Results from HPT/EC assessment were included in developing a site wide 3-D conceptualhydrostratigraphic model as described in Section 7.
6.1.4

Installation of Paired Wells

A total of 15 paired wells were installed along the Cape Fear River bank from Willis Creek to thesouthern property boundary to assess the vertical and horizontal hydraulic gradients andcharacterize groundwater-surface water interactions in this area (Figure 6-2). Spatial and verticalvariations in HPT/EC responses along with lithologic information from co-located soil borings
were utilized in selecting locations and screen depths for installation of one shallow and one deeper
well at each location. Shallow wells were screened between 17 to 30 ft bgs to correspond to thelower permeability floodplain deposits or underlying the aquifer material (described as interbedded
fine to medium grained sands with silt lenses and clay seams). Deeper wells were screened between
30 to 59 ft bgs in the Black Creek Aquifer consisting of medium grained sands with higher
permeability. Shallow wells were typically installed using hollow stem augers, while deeper wells
underlying confining units were cased and installed using sonic drilling. Well construction
information is summarized in Table 6-3. Lithologic logs and well construction forms are provided
in Appendix D.
Following well construction, development, and sampling, Solinst® Leveloggers (Model 3001EDGE LT M10F30) were installed in ten wells at five locations to assess the vertical and horizontal
hydraulic gradients and characterize groundwater-surface water interactions in this area. Water
levels were recorded hourly between 29 August and 18 September, 2019 and are discussed in
Section 9.

TR079525

September 30, 2019Wells PW-02, PW-03, PW-04, PW-07, PW-10R, PW-12, and PW-13 had persistent elevatedturbidity above 50 nephelometric turbidity units (NTUs) during development. These wells will befurther developed and sampled again.
6.1.5

Slug testing LTW wells and select Black Creek Aquifer Wells

Hydraulic conductivity of the Perched Zone and Surficial Aquifers have previously been assessed
through slug tests and pump tests (Parsons, 2018b). The objective of this assessment is to estimate
the hydraulic conductivity of the Black Creek Aquifer and the Floodplain deposits in the vicinity
of select wells through additional slug testing. Four wells screened in the Black Creek Aquifer(SMW-12, BCA-01, BCA-02 and BCA-04) and five LTW wells (LTW-01 through LTW-05) wereselected for this assessment (Figure 6-3). Based on available lithologic descriptions for the LTW
wells, LTW-01, LTW-03 and LTW-04 are presumed to be screened in the Floodplain deposits;
LTW-02 screened within the Black Creek Aquifer, and; LTW-05 partially screened across the
Floodplain deposits and the Black Creek Aquifer. Pneumatic slug tests were performed where
measured water levels were sufficiently above well screen such that aquifer could be sufficiently
stressed without dewatering the well screen. Manual slug tests were performed at all otherlocations. Both methods were performed at LTW-05 and no discernable method bias effect wasnoted. A minimum of four slug tests were performed at each location.
Hydraulic conductivities estimated from slug tests for the Black Creek Aquifer and Floodplain
deposits in the immediate vicinity of selected wells are summarized in Table 6-4. Summarized
results only include tests that displayed measured displacement response curves free of testing
artifacts such as inertial effects or filter pack drainage. Detailed slug test results, AQTESOLV
inputs and outputs are included in Appendix E. Results from the five wells screened in the Black
Creek Aquifer (SMW-12, BCA-01, BCA-02, BCA-04 and LTW-02) indicate a geometric mean
hydraulic conductivity of 28 ft/day. In comparison, wells screened within the Floodplain deposits(LTW-01 and LTW-03) display a geometric mean hydraulic conductivity of 0.9 ft/day, generally
an order of magnitude lower than estimates from wells screened in the Black Creek Aquifer. LTW05, presumed to be partially screened across the Floodplain and Black Creek Aquifer units,displayed an intermediate geometric mean hydraulic conductivity of 5.7 ft/day. Estimates ofhydraulic conductivity from slug tests compare well with modeled estimates from measured HPT
injection pressure and flow rates within the Black Creek Aquifer (geometric mean between 39 to
68 ft/day) and the floodplain deposits (geometric mean between 2 to 4 ft/day). Further, geometricmean hydraulic conductivity for the Black Creek Aquifer from slug test assessment also compares
well with regional estimate of approximately 28 ft/day (Winner and Coble, 1996).
6.2

River Temperature Assessment

This subsection describes the task objectives, the methods used in data collection, and the resultsof the temperature survey conducted in the Cape Fear River along the Site shoreline.

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September 30, 2019

6.2.1

Objectives

The objective of the temperature survey was to investigate whether there are areas in the Cape
Fear River along the Site shoreline where sediment porewater temperatures are lower thanoverlying surface water temperatures. During times of year when surface water is either much
warmer or much colder than groundwater temperatures, differences in temperatures between
porewater and overlying surface water may indicate areas of groundwater upwelling. During
summer months, groundwater is expected to be cooler than surface water (Kaandorp et al., 2019).
6.2.2

Methods

A general overview of the strategy and methods used during the temperature survey are described
here. Temperatures were surveyed at 119 total locations between the Site shoreline and the deepest
part of the channel, known as the thalweg, along the property boundary as indicated in Figure 6-4.
The thalweg was evaluated along each sampling cross-section using a depth-finder mounted on
the sampling vessel. The thalweg is located along the western riverbank in the northern portion of
the Site, shifts away from the western bank towards the eastern riverbank between Areas 1 and 2
indicated on Figure 6-4, and then returns to the western bank in the central portion of Site shoreline.
After arrival at each survey location, the location of the survey point was collected using ahandheld global positioning system (GPS) unit (Trimble GeoXH; Trimble Inc.; Sunnyvale, CA),and the water depth was measured with a graduated survey rod or weighted line. Temperatureprobes (TROLL700s data loggers [Insitu Inc.; Bingen, WA]) were deployed approximately 1 inch
into the sediment surface, 3 inches above the sediment surface, and 6 inches above the sedimentsurface. The sampling assembly remained deployed until readings for the three temperature probes
stabilized, and measurements were recorded. Where a temperature difference between the probes
located in the porewater and at 6 inches above the sediment surface was more than 0.5 celsius (°C),
additional step-out sampling locations were surveyed (Figure 6-5).
6.2.3

Results

Results of the temperature survey are depicted on Figure 6-5. The color of the symbol at eachlocation corresponds with the temperature gradient measured between the porewater and six inches
above the sediment surface. Of the 119 locations surveyed, 113 of the locations had temperature
gradients less than 0.5°C; among these, the average temperature gradient was 0.07°C (Table 6-5).
Six locations had temperature gradients greater than 0.5°C, with those gradients ranging from
0.61°C to 5.25°C (Table 6-5; Figure 6-5). These areas are shown with inset maps on Figure 6-5.
Where step-out locations were surveyed around areas where temperature gradients were measured
above 0.5°C, temperature gradients generally return to background conditions within a few ft fromthe step-out location (Figure 6-5). Because temperature gradient measurements appear to belocalized, it is possible that areas of upwelling exist which were not captured based on the densityof measurement points recorded. Four of the five areas where temperature gradients exceeded
0.5°C coincide with above ground creeks and seeps. Step out sampling at seeps and creeks was

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September 30, 2019

performed following findings from the random, pre-determined location that coincided with theoutflow locations of the seeps.
6.3

Additional Onsite Characterization

6.3.1

Objectives

In conjunction with the Black Creek Aquifer characterization, additional onsite characterization
was performed to refine the understanding of site lithology and assess the extent and magnitude of
PFAS impacts in different stratigraphic layers to support flow modeling. Several wells were
installed to assess conditions adjacent to nearby surface water bodies (such as Willis Creek) andmay serve a dual purpose as performance monitoring wells for the CAP.
Additional wells were installed to assess vertical and horizontal hydraulic gradients. Soil samples
were collected for lithologic classification and PFAS concentrations in unsaturated soils.
Groundwater samples were collected from these new wells to assess PFAS concentrations.
6.3.2

Methods

The new wells were installed across the site to supplement the existing monitoring well network.
Seven of the 14 wells were installed along the Old Outfall 002, Willis Creek, Georgia Branch
Creek and the Cape Fear River to monitor groundwater quality adjacent to these surface water
bodies and facilitate the collection of baseline PFAS concentrations (as per the requirements ofparagraph 16 (c) of the CO). The remaining seven wells serve to delineate the horizontal andvertical distribution of PFAS in groundwater, both up- and down-gradient of the manufacturing
areas and refine current understanding of site lithology (Figure 6-3).
Wells were installed with sonic drilling methods as described in Appendix A, and outer override
casing was used to prevent cross formational flow between aquifer units during installation.
Shallow wells were typically screened at depths between 11 to 75 ft bgs that correspond with theperched zone or the surficial aquifer. Deep wells were screened between 44 to 146 ft bgs in theBlack Creek Aquifer generally consisting of medium grained sands with higher permeability. Well
depths below ground surface to the Black Creek Aquifer vary considerably since some wells were
installed adjacent to the Cape Fear River and some wells were installed at the top of the Bluff inthe facility. Borings for the deep wells were advanced at least 5 ft into the underlying Upper Cape
Fear confining unit to assess the spatial extent and competence of this formation across the site.
These borings were then backfilled with bentonite and sand prior to well installation, after anappropriate hydration period specified by the bentonite product manufacturer. Well construction
information is summarized in Table 6-3. Lithologic logs and well construction forms are provided
in Appendix D. Following well installation, wells were developed and sampled as outlined inAppendix A.
Wells PIW-2D and PIW-4D had persistent elevated turbidity above 50 NTUs during development.
These wells will be further developed and sampled again.

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September 30, 2019

6.3.3Results

Locations of the stet onsite monitoring wells are shown in Figure 6-3. Soil boring logs and wellconstruction logs are provided in Appendix D. Unsaturated soil and groundwater samples collectedduring and after the paired well installation for the onsite Black Creek Aquifer characterizationand the additional onsite characterization were analyzed for chemical parameters under the Table
3+ SOP Method and EPA Method 537 Mod; these results are discussed in detail in sections below.
In addition, representative samples from each lithologic unit encountered during drilling wereanalyzed for physical parameters and are also described in Section 7.
6.4

Offsite Characterization

6.4.1

Objectives

The primary objective of the offsite characterization was to assess the extent and magnitude of
PFAS in soil and groundwater and geological and hydrogeological features that may influence
movement, chemical or physical character of the contaminants and to facilitate comparison withresults obtained from private wells being sampled as part of Paragraph 21.
Objective tasks for this activity included:

6.4.2

•

installation of ten paired piezometers to assess vertical and horizontal hydraulicgradients;•

collection of up to two soil samples from each boring for a total of 23 samples for PFAS
and physical soil characteristics; and•collection of groundwater sample from each of the twenty wells to assess PFAS
concentrations.

Methods

A total of ten pairs of wells were installed at offsite locations chosen to assess lithology andgeochemistry conditions at locations relatively close to the Site and delineate potential offsite
impacts. Four pairs were installed in Bladen County, one pair in Robeson County, and five pairsin Cumberland County. Right-of-Way Encroachment Agreements were negotiated with eachcounty. Well permits and encroachment agreements are included in Appendix F. At each location,
one shallow monitoring well was installed to target the surficial aquifer and a second deeper
monitoring well to target the Black Creek Aquifer. The deeper of the two borings was advanced
first to guide selection of well depth. Where appropriate, methods used for the offsite
characterization were identical to those used for the drilling programs implemented during thisSite assessment. Wells were installed with sonic drilling methods as described in Appendix A, andouter override casing was used to prevent cross formational flow between aquifer units during
installation. Following well installation, wells were developed and sampled as outlined inAppendix A.
Wells Bladen 3D and Cumberland 2D had persistent elevated turbidity above 50 NTUs during
development. These wells will be further developed and re-sampled in future sampling events.

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September 30, 2019

6.4.3Results

Locations of the 20 offsite monitoring wells are shown in Figure 6-6 with additional information
provided in Table 6-3. Soil boring logs and well construction logs are provided in Appendix D.
Shallow wells were screened at depths between 5 to 30 ft bgs that correspond with the surficial
aquifer stet. Deep wells were screened between 22 to 75 ft bgs in the Black Creek Aquifer
consisting of medium grained sands with higher permeability. At the time of this report, 6 of 17
offsite soil samples and 7 of 13 offsite groundwater samples have been analyzed and reported forchemical parameters under Table 3+ SOP Method and EPA Method 537 Mod. The results of theremaining samples are pending. The remaining results and interpretation of the offsite wells will
be included in the October 31, 2019 submission.

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September 30, 2019

7. SOIL CHARACTERIZATION SUMMARY
7.1

Lithology

As described in Section 3, the Site is within the Coastal Plain Physiographic Province, which
consists of a wedge of sedimentary deposits ranging in age from Cretaceous to Recent. Paleozoic
metamorphic and igneous rocks underlie these deposits. Lithologies that underlie the Site include,from stratigraphic top to bottom, (1) the Perched Zone, (2) Surficial Aquifer, (3) Black Creek
Confining Unit, (4) Black Creek Aquifer, and (5) Upper Cape Fear Confining Unit. The Black
Creek Formation and surficial deposits are the principal potable water aquifers in the area.
Beneath the manufacturing area, the uppermost sand unit, the Surficial Aquifer, is locally bisectedby a clay lens. This clay lens gives rise to the Perched Zone which is limited in lateral extent to
the east, north and south by local topography and terminates to the west of the manufacturing area,
the Perched Clay Unit. The depth to the top of the clay lens is approximately 15 to 18 ft bgs. The
clay lens becomes thinner moving west across the manufacturing area and ranges fromapproximately one foot to approximately 19 ft thick.
Based on the lithology logged during onsite investigations, a fine- to medium-grained sand unit
with thin discontinuous interbedded silt/clay lenses underlies the Perched Zone and Perched Clay
Unit. The sand extends to a depth of approximately 65 ft bgs (elevation of +80 ft MSL). The
saturated portion of this unit has been identified as the Surficial Aquifer.
Below the Surficial Aquifer lies the Black Creek Confining Unit, which is characterized as lignitic
clay with thin beds and laminae of fine-grained micaceous sand as well as thick lenses of crossbedded sand. Locally, the upper portion of the Black Creek Confining Unit locally contains
glauconitic, fossiliferous clayey sand lenses. The elevation of this unit is approximately +65 to+77 ft MSL. Beneath this confining unit is the Black Creek Aquifer, which is between 8 to 20 ft
thick and encountered at depths between 80 and 100 ft bgs (elevation of approximately +45 to +65
ft MSL) at the top of the bluff. Beneath the Black Creek Aquifer is a massive dense clay (withminor sand) that has been identified as the Upper Cape Fear Confining Unit. This unit was not
fully penetrated at the Site during this investigation; however, it extends to at least 200 ft bgs(elevation of -55 ft MSL) and is over 30 ft thick.
Prior to this investigation, knowledge of offsite lithology was limited to regional geologic
overviews (NCGS, 1985; Farrell et al., 2001; Heron et al., 1968; Trapp and Meisler, 1992; Winner
and Coble, 1996). A hydrogeologic framework database from the NCDEQ Groundwater
Management Branch of the Division of Water Resources (DWR) was utilized to review wellconstruction logs, geophysical logs, and aquifer characteristics of private and public water supply
wells in Bladen, Robeson, and Cumberland Counties. However, besides two on Site USGS wells,
this database revealed no information for wells in the immediate vicinity of the Site.

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September 30, 2019

7.2

Background

The objectives of the additional characterization efforts were to improve the understanding oflithology and to assess the vertical and spatial extent and magnitude of PFAS impacts. As part of
the field programs described in Section 6, soil samples collected during drilling activities wereanalyzed for physical soil matrix properties and PFAS. The physical properties characterized
include bulk density, particle size distribution, Atterberg limits (which describe the water content
of fine-grained materials), specific gravity, porosity (calculated), and moisture content. These
parameters are used to estimate the hydraulic conductivity and to refine the lithological descriptionof onsite and offsite hydrogeologic units. Soil samples were also analyzed for pH and for organiccarbon content as these parameters may influence the distribution and mobility of PFAS in thesubsurface.
7.3

Analytical Methods

Soil samples were analyzed for physical parameters by the following methods:•

Method D2937 – Bulk Density;•

Method D422 – Particle Size Distribution;•

Method D4318 – Atterberg Limits;•

Method D854 – Specific Gravity;•

Porosity Calculation using Methods D854 and D2937; and•Moisture.

Soil samples were analyzed for chemical parameters by the following methods:•

Table 3+ Laboratory Standard Operating Procedure (SOP);•

EPA Method 537 Mod (Laboratory SOP);•

Method 9045D – Corrosivity (pH); and•Walkley Black FOC.

Analytes reported under these PFAS-specific methods are listed in Table 2-1.
7.4

Results

7.4.1

Onsite Results

Physical Parameters
The physical parameters and lithological classification for onsite soils are provided in Table 7-1.
Laboratory analytical reports and data review narratives are provided in Appendix G. At the timeof this report, 14 samples from 8 onsite locations have been analyzed. These results include
representative samples from the Upper Cape Fear Confining Unit, the Black Creek Aquifer, theBlack Creek Confining Unit, the Surficial Aquifer, and the Floodplain Deposits near the shore of
the Cape Fear River. The laboratory-determined grain size distribution and Atterberg limits (e.g.,

TR079532

September 30, 2019liquid limit and plastic limit) were used to refine the field classification of each formation using
the Unified Soil Classification System (USCS).
In general, the lower permeability confining units encountered at the Site (Upper Cape Fear
Confining Unit and the Black Creek Confining Unit) consist of high plasticity (fat) clay. Key
characteristics that distinguish the Black Creek Confining Unit from the Upper Cape Fear
Confining Unit are (1) darker color, (2) higher water content and higher plasticity, and (3) higherorganic content in the Black Creek Confining Unit. Field descriptions of these formations
consistently characterize the Black Creek Confining Unit as medium to dark gray compared withlighter gray colors observed in the Upper Cape Fear Confining Unit. Laboratory results indicatethat both the liquid limit and the plastic limit of soil samples collected from the Black Creek
Confining Unit (average values of 99.3 and 38.7, respectively) are significantly higher than thosein the Upper Cape Fear Confining Unit (average values of 59.0 and 26.0). The fraction of organiccarbon measured in Black Creek Confining Unit is approximately one order of magnitude higher
than that in the Upper Cape Fear Confining Unit [average values of 0.019 grams per gram (g/g)
and 0.0034 g/g respectively]. This higher organic carbon content is consistent with lithologic
descriptions of this formation with thinly bedded organic material and lignite seams. Column
studies are currently ongoing to investigate PFAS retardation factors. Soil pH ranges fromapproximately 4 to 5.5 standard units across the hydrogeologic units.
The higher permeability aquifer units encountered at the Site (Black Creek Aquifer and Surficial
Aquifer) are both characterized as poorly graded sand with silt and clay. Both units consist of
greater than 90% sand and typically 5-10% finer-grained material (silt and clay combined). Other
parameters such as percent moisture, porosity, density, void ratio, and organic carbon are similar
between the two units. The color of the Black Creek Aquifer is typically described as medium todark gray (compared with white to tan or orange/red/light brown of the Surficial Aquifer), andcolor may be used as a distinguishing characteristic in the absence of the Black Creek Confining
Unit separating these units. Physical parameter results for samples from the Perched Zone werepending at the time of reporting and will be reported by October 31, 2019.
Samples from the Floodplain Deposits, near the Cape Fear River, exhibit more variable grain size
distributions and consist of both fine-grained material (such as clay with silt observed at PIW-06)
and beds of coarse-grained material (such as sand with fine to medium gravel observed at PIW03). This variable composition supports the range of HPT/EC response measurements describedin Section 6.1.3. With exception of PIW-3, the percentages of fine-grained material in samples
collected from the Floodplain Deposits are 3 to 7 times higher than those in samples collected fromthe Surficial Aquifer. Similarly, the Floodplain Deposit material is consistently finer-grained thanthe Black Creek Aquifer.
The grain size analysis described above was also used to estimate the hydraulic conductivity ofeach hydrogeologic unit at the Site. Soil porosity, density, and grain size distribution can be used
to calculate the hydraulic conductivity using several published methods (as incorporated into theopen source software HydrogeoSieveXL version 2.1; Devlin, 2015). While this tool is intended as

TR079533

September 30, 2019a quick yet relatively comprehensive estimate of hydraulic conductivities, these estimates compare
well to conductivities determined from HPT profiling and onsite slug tests. The geometric meansof estimated hydraulic conductivities for each water-bearing formation are as follows:-

Floodplain Deposit is 5.4 ft/day;-

Surficial Aquifer is 24.1 ft/day; and-Black Creek Aquifer is 39.6 ft/day.

Hydraulic conductivities for the Black Creek and Upper Cape Fear Confining Units were all lessthan 1.0 foot/day (as expected for low permeability clay units). Documentation and references foreach model, input parameters, and estimated hydraulic conductivities are provided in Appendix E.
Chemical Parameters
The analytical results for onsite soils are summarized in Tables 7-2 and 7-3. At the time of thisreport, results from 15 of 36 samples onsite soil parent samples as well as several duplicate and
QA/QC samples have been analyzed for Table 3+ PFAS and EPA Method 537 Mod analytes. Soilsamples were collected for PFAS analysis from the top and bottom of the vadose zone asdetermined in the field; in locations where the water table was relatively shallow, only one sample
was collected from the bottom of the vadose zone. The objective was to collect samples from theunsaturated zone, however, samples from PW-12 and PW-15 appear to be collected at depths that
correspond to saturated soils. Figure 7-1 plots on a map the locations and results of detectedcompounds for unsaturated zone soil samples. Unsaturated zone soils are a transmission pathway
and potential secondary source of PFAS to underlying groundwater in the saturated zone.
Groundwater results are discussed later in Section 9.
For the 16 samples (15 parent samples and one duplicate) the following PFAS detections wereobserved:-

8 of 16 samples analyzed had detections of HFPO-DA;-

2 of 16 samples analyzed had detections of another Table 3+ PFAS; and-0 samples – other PFAS are detections

Concentrations of HFPO-DA ranged from 570 nanograms per kilogram (ng/kg) (PW-10, 3.5-4 ftbgs) to 28,000 ng/kg (PW-10, 8-8.5 ft bgs) (Figure 7-1). The reporting limits for other Table 3+analytes are higher than HFPO-DA (250 ng/kg vs. 1000 ng/kg) potentially influencing thefrequency of detection of these compounds. The Table 3+ compounds that were detected in both
samples include PFMOAA, PFO2HxA, PMPA, and PFO5DA.
PFAS compounds were not detected above reporting limits in any equipment blank samples
collected during the onsite soil characterization (Table 7-3). The water used during drilling
activities was also sampled and analyzed for Table 3+ and EPA Method 537 Mod analytes.
Detections for PFAS compounds from this water source were typically less than 5 ng/L.
Concentrations of HFPO-DA and PMPA were 17 and 130 ng/L, respectively. These concentrations

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September 30, 2019

are unlikely to have resulted in a false positive in soil results since (a) the drill water had limited
if any contact with the soil core and during sonic drilling care was taken to limit the introductionof excess water, (b) these concentrations are below the reporting limit for these compounds in soil
since one liter of water is in contact with over one kilogram of soil, and this would lead toconcentrations at least an order of magnitude less than the reporting limit, and (c) onsite
groundwater concentrations are consistently higher than these values.
7.4.2

Offsite Analytical Results

At the time of this report, six soil samples from five offsite locations and associated duplicate and
QA/QC samples were analyzed. These include four locations in Bladen County and one locationin Robeson County (Figure 6-6). The soil analytical results are summarized in Table 7-4 and 7-5.
Appendix G contains the laboratory reports and data review narratives for the offsite soil samples.
No PFAS compounds were detected above the associated reporting limits in the six parent offsite
soil samples. One 537 Mod compound, perfluorobutane sulfonic acid, was detected at 340 ng/kg(i.e. 0.34 parts per billion [ppb]) in the duplicate sample, DUP-1-081419, which was collected inconjunction with Bladen-1S-081419 between 6 and 7 ft bgs. No detection of perfluorobutane
sulfonic acid was observed in the parent sample, though the reporting limit for this analysis (420ng/kg) was slightly elevated compared to reporting limits (200 ng/kg) of other samples analyzed.
This detection is within 5-times the reporting limit. In a field blank sample collected at Bladen 2S
perfluorododecanoic acid (also a 537 Mod compound) was detected at 0.0025 ng/L, just above thereporting limit (0.002 ng/L). No Table 3+ PFAS compounds were detected.
The 17 Offsite soil sample PFAS results pending at the time of reporting will be reported andinterpreted by October 31, 2019.

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September 30, 2019

8. CAPE FEAR RIVER AND SEDIMENT CHARACTERIZATIONSUMMARY
8.1

Cape Fear River

The Cape Fear River is a dynamic system. River water levels vary spatially and over time. Figure
8-1 presents a summary of the river water levels measured for the period from January 1, 2014 toSeptember 10, 2019 for at three USGS river gauging stations upstream, close to and adjacent the
Site.
Over 75% of the recorded Cape Fear River water levels at each location are within a range of 10
ft. Cape Fear River water levels experience the most variation during precipitation events. For
example, during Hurricane Florence in Fall 2018, maximum river water level of 67 ft NAVD88
was observed adjacent to the Site where the median river water level is approximately 30 ft
NAVD88.
The chemical and spatial distribution of PFAS in the Cape Fear River has been evaluated andreported by Chemours over six separate field mobilization events and described in the Assessmentof the Chemical and Spatial Distribution of PFAS in the Cape Fear River Report (Geosyntec,
2018a) and the Seeps and Creeks Investigation Report (Geosyntec, 2019a). Together these
programs observed that PFCAs and PFSAs (i.e. PFOA, PFOS and similar compounds) were
present in the Cape Fear River at similar concentrations upstream and downstream of the Site
indicating that the Site did not contribute measurably to the concentration of these compounds in
the Cape Fear River. Meanwhile, Table 3+ PFAS were detected in the Cape Fear River at highest
concentrations adjacent to the Site where seeps, groundwater and the Old Outfall flowed into theCape Fear River before the river became more well mixed downstream as described in the Mass
Loading Model (Geosyntec, 2019f). In the data collected to date HFPO-DA has remained below
140 ng/L since mid-October 2017.
8.2

Cape Fear River Sediments

Pursuant to paragraph 11.2 of the CO Chemours submitted to NCDEQ on August 21, 2019
Sediment Characterization Plan (Geosyntec, 2019b). This investigation to characterize Cape Fear
River sediment PFAS concentrations will be completed once NCDEQ provides comments andapproval.

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September 30, 2019

9. GROUNDWATER CHARACTERIZATION SUMMARY
9.1

Overview of Site Hydrogeology

The hydrogeology of the Site includes the Perched Zone and two aquifers; the Surficial Aquifer
and the Black Creek Aquifer (Parsons, 2018b). Potentiometric surface maps for all three zones fordata collected in June 2019 are plotted in Figures 9-1 through Figures 9-4 shows groundwater andwater elevations taken in August 2019 from the recently installed Black Creek Aquifer wells. The
Perched Zone is aerially limited and generally located above the top of a discontinuous clay layer.
The extent of the Perched Zone is controlled by topography and the lateral extent of the clay lens.
Based on recent investigations and on-going evaluations, Perched Zone water levels may havebeen influenced by seepage of water through the previously unlined sedimentation basins andinfiltration of non-contact cooling water from previously unlined drainage ditches. Groundwater
elevations in December 2017 indicated a localized groundwater mound was observed around wells
NAF-04 and NAF-01. In 2018, the sedimentation basins and Cooling Water Channel were lined.
Data from 2019 (Figure 9-1) show the groundwater mound is still present but is expected overtime
to dissipate. This localized groundwater mound was still present in June 2019 (see Figure 9-1).
The Surficial Aquifer is a shallow unconfined aquifer that underlies the Perched Zone. Surficial
Aquifer water levels indicate that groundwater flow is generally toward the Cape Fear River. The
Black Creek Aquifer underlies the Surficial and is mostly separated by the Black Creek confining
unit, a clay layer. This clay layer is not fully confining as geological and geochemical data indicate
water and PFAS transfer has occurred from the Surficial Aquifer to the Black Creek Aquifer. The
Black Creek Aquifer is the uppermost identified regional hydrogeologic unit. The Black Creek
Aquifer is typically under confined conditions and groundwater elevations indicate flow toward
the Cape Fear River. The Cape Fear River stage is lower than the top of the Black Creek Aquifer,indicating that the Cape Fear River is likely a discharge boundary for the Black Creek Aquifer.
Below the Black Creek Aquifer is the Upper Cape Fear Confining Unit, a regional hydrogeologic
clay unit. The well log for BCA-03 indicates that the clay layer likely associated with this unit isover 60-ft thick. Historic drilling logs for deep wells located onsite (between 170 to 320 ft deep)
indicate that this clay unit may be up to 100 ft thick. NC DWR wells located on the western partof the Site (near NC highway 87) with high resolution geophysical data have characterized theUpper Cape Fear Confining Unit to be between 75 ft to 120 ft thick. Measured groundwater
elevations in the Black Creek Aquifer are significantly higher than the Upper Cape Fear Aquifer(80 to 100 ft groundwater elevation difference), as measured at the co-located NC DWR wells
between October 2018 and July 2019. These results demonstrate minimal hydraulic connection
between the Black Creek Aquifer and the Upper Cape Fear Aquifer suggesting the Upper Cape
Fear Confining unit is an aquitard.
Groundwater in the Perched Zone, the Surficial and Black Aquifers at the Site flows towards the
bluff and the Cape Fear River. As groundwater reaches the bluff above the Cape Fear River, it isexpressed at ground surface as seeps. The confluence of the “seeps” four channelized flows ofexpressed groundwater towards the river, designated as Seeps A, B, C, and D Chemours identified
TR079537

September 30, 2019and investigated seeps at the Site reported results in the Seeps and Creeks Investigation Report(Geosyntec, 2019a) on August 26, 2019; a summary of the report’s conclusions follows.
Over three field events (February, May and June 2019), field teams identified four seeps, ofvarying size and reach discharging to the Cape Fear River. These four seeps (A to D), Old Outfall
002 and Willis and Georgia Branch Creeks were gauged for flow, and samples were collected toassess PFAS concentrations. Sampling was conducted under wet and dry conditions. In total, 94
discrete water samples were collected from the seeps and creeks for PFAS analysis. A temperature
survey of Old Outfall 002 was conducted to evaluate temperature variations as an indicator for
groundwater upwelling and indicated discharge along the banks of the Old Outfall 002 at many
locations and a few regions of sub-aqueous groundwater discharge confirming that Old Outfall
002 is primarily groundwater fed.
Seeps A and B have larger reaches compared to Seeps C and D and they were observed to havehigher flow rates compared to Seeps C and D. Flow rates at the mouths of Seeps A and B were 60
to 110 GPM and 50 to 90 GPM, respectively, determined by salt dilution gauging, while flow rates
at the mouths of Seeps C and D were 10 to 15 GPM and 20 to 50 GPM, respectively. Flow rates
in the seeps were variable between February, May, and June. Flow rates in Willis Creek werehighest in June compared to February and May, which is attributed to the precipitation observed
prior to the June Event compared to the dry events in February and May.
9.2

Onsite Groundwater

9.2.1

Hydrogeology

Groundwater elevations were calculated for onsite wells screened in the Perched Zone, Surficial
Aquifer and Black Creek Aquifer from three synoptic water level measurements. A Site-widewater level measurement survey was performed on 13 June 2019 with additional water levelmeasurements taken on 22 August 2019 and 29 August 2019 of recently installed wells (Table 91). Groundwater elevations calculated from the Site-wide synoptic water levels in June 2019 wereused to develop potentiometric maps for the Perched Zone, Surficial Aquifer and Black Creek
Aquifer (Figures 9-1, 9-2 and 9-3) with an August 2019 map also drawn for the Black Creek
Aquifer (Figure 9-4).
Similar to Perched Zone groundwater elevations discussed in the Additional Site Investigation
Report (Parsons, 2018b), a localized groundwater mound was also observed near NAF-01 andNAF-04 in June 2019 (Figure 9-1). Groundwater elevations infer groundwater will flow radiallyaway from the groundwater mound. Groundwater in the Perched Zone appears to be controlled bytopography and the lateral extent of the clay lens. Perched Zone groundwater elevations are also
shown to overlay with topographic contours and individual seeps that were identified in the Seeps
and Creeks Investigation (Geosyntec, 2019a; Figure 9-1). This comparison shows that individual
seeps identified in the upstream reaches of Seep A and Seep B are typically located in areas where
Perched Zone groundwater elevation intersect topographic contours (e.g., 140-foot topographic
elevation contour; Figure 9-1).

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September 30, 2019

Groundwater elevations in Surficial Aquifer wells (Figure 9-2) indicate groundwater flow is likely
to be east-northeast towards both Willis Creek and Cape Fear River, and at the southern end of theSite towards Old Outfall 002. During the seeps and creeks investigation (Geosyntec, 2019a),
multiple seeps were observed in the Old Outfall at elevations and sections corresponding theSurficial Aquifer. Comparison of Surficial Aquifer groundwater elevations with topographic
contours suggest that some of the individual seeps identified along the middle reaches of Seep A
and Seep B (e.g., 90-foot topographic elevation contour) are likely to originate from the Surficial
Aquifer (Geosyntec, 2019a; Figure 9-2). Groundwater flow in the Surficial Aquifer towards thesouth of the Site is anticipated to flow to and discharge to the Old Outfall and the Cape Fear River
based on observed seeps in the Old Outfall and the presence of Seep B.
Groundwater flow in the Black Creek Aquifer is easterly and generally towards the Cape Fear
River (Figure 9-3) similar to groundwater elevations discussed in the Additional Site Investigation
Report (Parsons, 2018b). Similar to December 2017, the Cape Fear River stage was lower than the
top of the Black Creek Aquifer on 13 June 2019, indicating that the Cape Fear River is likely adischarge boundary for the Black Creek Aquifer.
Groundwater elevations from synoptically measured water levels at co-located wells were used tocompute vertical hydraulic gradients between various hydrogeologic units (Table 9-2, Figure 9-5).
Generally, positive vertical gradients, representing potential downward flow, are observed
between the Perched Zone and Surficial Aquifer, and the Surficial Aquifer and Black Creek
Aquifer. Magnitude of calculated positive vertical gradients appear to be higher near NAF-08A
and NAF-08B, where a localized groundwater mound is located. While positive vertical gradientswere calculated for wells located on top of the bluff, negative gradients, representing potential
upward flow were measured between wells located along the Cape Fear River bank (Figures 9-5).
Negative vertical gradients and potential upward flow are calculated between the Floodplain
deposits and Surficial Aquifer, and Floodplain deposits and Black Creek Aquifer. The magnitude
of calculated negative gradients is much lower than calculated positive vertical gradients. Verticalgradients between the Surficial Aquifer and Black Creek Aquifer appear to be positive or
potentially downward in areas where the Black Creek Confining Unit is not extensive (e.g., 1 footthick at PIW-9S and PIW-9D), while a negative or potentially upward gradient is observed in areas
where the Black Creek Confining Unit is extensive (e.g., 20 ft thick at PIW-10S and PIW-10DR).
The distribution of downward gradients on the plateau area of site while upwelling gradients arepresent at the river is consistent with expectations. Onsite, recharging rainfall leads to downward
gradients. The Cape Fear River is a regional groundwater discharge location and therefore upward
gradients that lead to upwelling, i.e. discharge, is expected immediately adjacent the river.
Notably, the vertical gradient between PW-11, a Black Creek Aquifer well, and the Old Outfall
002 where high-resolution survey data existed of the Old Outfall elevation, was calculated (Table
9-2). The calculation indicated a positive gradient – i.e. downward flow was possible. At thisspecific location, portions of the Old Outfall 002 are interpreted to be underlain by the Black Creek
Confining Unit (Figure 6-1). This finding suggests, that in its lower reaches near the Cape Fear

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September 30, 2019

River the Old Outfall 002 may potentially recharge groundwater in areas where the Old Outfall isin contact with the Black Creek Aquifer.
The influence of groundwater gradients will be further assessed in the numerical groundwatermodel being prepared to support the selection of a remedial approach for the Corrective Action
Plan due December 31, 2019 and with additional synoptic groundwater level measurements to becollected.
9.2.2

PFAS Concentrations

The groundwater analytical results for 92 onsite wells sampled from June 2019 through September
2019 are presented in Table 9-3. Additional analytical data for eight samples from wells onsite
are still pending and will be included in a future update to this report. Historical groundwater
monitoring analytical results are provided in Appendix I, which will be provided in full pending
receipt of analytical data. Laboratory reports and data review narratives for the onsite groundwater
data are provided in Appendix G.
Note that the observations from these data will be enhanced with future monitoring events. Resultsfrom eight onsite wells are still pending and for multiple wells, the groundwater samples reported
here are from the first time these wells have ever been sampled. Nine of these wells had elevatedturbidity during development, which may have affected the results (Section 6). These newly
installed wells with elevated turbidity will receive additional development and be re-sampled.
In general, the highest PFAS concentrations are present in areas of known sources and decrease
with distance in the direction of groundwater flow. The PFAS compounds with the highest
frequency of detections and highest concentrations are perfluoromethoxypropyl carboxylic acid
(PMPA), perfluoro-2-methoxyaceticacid (PFMOAA) and HFPO-DA, and other Table 3+compounds. Concentrations of PMPA, PFMOAA, and HFPO-DA at Site are plotted for all the
Perched Zone, the Surficial Aquifer zone and Black Creek Aquifer Zone in Figures 9-6 through 98. Total Table 3+ PFAS concentrations per zone are plotted in Figures 9-9 through 9-11 alongside
Total Table 3+ PFAS concentrations for surface water samples collected in February 2019 forWillis Creek, Seeps A, B, C, and D, and the Old Outfall 002. For other PFAS compounds, morethan half of the compounds analyzed were not detected in any samples, and the other compounds
were detected at concentrations orders of magnitude lower than the Table 3+ compounds.
PFAS Signatures to Assess Source Components
PFAS Signatures can provide a method to assess the source of PFAS present in the environment.
This can be used to refine and connect observations of PFAS chemistry with insights forhydrogeological identified flow paths. An examination of recent Table 3+ PFAS data (Table 9-3
and 9-4) identified three types of Table 3+ PFAS signatures of PFAS release pathways (Table 95). Table 9-5 is organized into three PFAS signature categories reflecting three release pathways
to soil and groundwater identified in Section 4.2.2:

TR079540

September 30, 2019•

Aerial Deposition PFAS Signature;•

Combined Process Water PFAS Signature;•

Other Process Water PFAS Signature

The aerial deposition PFAS signature was evaluated by examining PFAS concentrations in offsite
wells. Offsite wells are distant from direct releases to soil and groundwater, and either
hydraulically upgradient or isolated from the Site. In the wells shown in Table 9-5, Bladen-1D and
3S, PMPA is the highest concentration PFAS followed by either HFPO-DA or PFO2HxA. Thissignature is also observed onsite upgradient of the direct releases to soil and groundwater. For
instance, MW-17D, a surficial well, reflects the same pattern of PFAS detections as Bladen 1-D.
A further line of evidence showing downward migration through soil and groundwater of an aerial
deposition signature is well PW-12, a Black Creek Aquifer well also upgradient, only has PMPAPFAS detected.
The combined process water PFAS signature was evaluated by examining groundwater
concentrations first at MW-24, a well immediately adjacent to the terracotta pipe. As described in
Section 4.2 prior to June 2017, process water from the Monomers IXM Area was transmitted
through the terracotta pipe to the WWTP and then discharged to the Cape Fear River via either thepresent outfall conveyance or prior to 2012 the Old Outfall 002 (Figure 4-1). In MW-24 theconcentration of PFMOAA dominates the Table 3+ PFAS signature. At many wells on the Site,
PFMOAA is the highest concentration PFAS. This is often observed in areas were process water
was historically conveyed to the Cape Fear River via either Outfall 002 or Old Outfall 002 prior
to 2012 (Figure 4-1; 9-7). The combined process water PFAS signature is also observed in several
Black Creek Aquifer wells. For instance, BCA-02 has a combined process water PFAS signature,suggesting that downward and horizontal migration towards the river.
The other process water PFAS signatures reflect a mix of different Table 3+ compounds. These
detections vary between different wells. These PFAS signatures potentially reflect the compositionof PFAS that may have been released to soil and groundwater before the facility replaced
underground piping in the Monomers IXM Area.
Across the Site, PFAS signatures are often a combination of different release mechanisms. The
PFAS fingerprinting analysis may potentially be beneficial in providing a line of evidence toevaluate flow paths and groundwater mixing identified through the numerical modeling process.
PMPA, PFMOAA and HFPO-DA Distributions
As discussed above, PMPA appears to be a representative marker for aerial deposition. PMPA
concentrations are highest near the Monomers IXM Area, the emissions source to air, and also alocation of leakage from historical process water sewer lines (See Figure 9-6). Generally, theconcentration of PMPA decreases with distance from the Monomers IXM Area.
Meanwhile, PFMOAA most appears to be associated with releases from conveyance of processwater along the terracotta pipe and then to the WWTP and Outfalls. Figure 9-7 shows that theTR079541

September 30, 2019highest PFMOAA concentrations are often adjacent or downgradient of the Monomers IXM Area
and the conveyance pathway of process water towards the Cape Fear River (Figure 4-1;9-7).
Notably, PFMOAA is at a relatively elevated concentration at Black Creek Aquifer well PW-11
close to the mouth of the Old Outfall 002. Here, the gradient analysis (Section 9.2.1) suggested the
Old Outfall 002 was recharging groundwater. These two facts together suggest that the potential
source of the elevated PFAS detections at PW-11 may be historical recharge of Old Outfall 002
water to groundwater prior to 2012 when the combined Monomers IXM process water containing
PFAS was discharged to the Cape Fear River along with non-contact cooling water via the Old
Outfall Channel.
A contrast between PFMOAA and PMPA is how PMPA concentrations decrease more slowly andequally in all directions from the primary emission location to air, the Monomers IXM Area, while
PFMOAA concentrations are elevated downgradient of release points, but upgradient are much
lower, reflecting the behavior expected from a direct release to groundwater. Further, recent
characterization results suggest considerable downward migration of PFMOAA and other PFAS
to the Black Creek Aquifer has occurred. This is described in more detail in Section 10 where thepresent geological interpretation based on recent borings is presented.
Last, the distribution of HFPO-DA at Site shown in Figure 9-8 is intermediate to PMPA andPFMOAA reflecting that it has been present in multiple release pathways.
Total Table 3+ PFAS Distributions
The concentration of total Table 3+ PFAS in Site groundwater is higher by orders of magnitude
compared to other PFAS detected at Site. The distributions of total Table 3+ PFAS for each zone:
Perched Zone, Surficial Aquifer, and Black Creek Aquifer are plotted in Figures 9-6 through 9-9.
Similar to the individual compounds, the highest concentrations of Total Table 3+ PFAS are
detected near the Monomers IXM. The figures also show Total Table 3+ PFAS concentrations for
Willis Creek, the Seeps and Old Outfall 002. These figures show a linkage between elevatedperched zone and surficial zone concentrations and Seep and Old Outfall detections. Figure 9-9also shows that floodplain deposit and Black Creek Aquifer groundwater Total Table 3+ PFAS
concentrations are similar to seep concentrations suggesting that some of these observed PFAS inthese wells may be infiltration of water expressed higher up the bluff face as seeps. The plots also
indicate downward infiltration of PFAS into the Black Creek Aquifer. This connectivity between
the upper and lower units is further described in Section 10.
9.3

Offsite Groundwater

As described in Section 6.4, offsite groundwater characterization was undertaken by installing ten
well pairs. Results from four well pairs in Bladen County (Figure 6-6) are discussed here. Resultsfrom remaining offsite wells are pending and will be reported and interpreted by October 31, 2019.
Groundwater elevations computed for well pairs located in Bladen County indicate a higher
groundwater elevation in the shallow well pair as compared to the deeper well pair, suggestingTR079542

September 30, 2019

downward flow as expected outside of areas of groundwater discharge (Table 9-1, Figure 6-6).
Shallow wells in Bladen County are screened in the Surficial Aquifer while deeper well screens
are within the Black Creek Aquifer. These results suggest that potential downward groundwaterflow is anticipated at these locations at the time of water level measurement (Table 9-1). An
exception to this was observed at BLADEN-4S and BLADEN-4D, where a higher groundwater
elevation was computed for the deeper well, suggesting a potential upward flow (Table 9-1). These
two wells are installed near Harrison Creek which likely receives groundwater discharge in thisarea.
The groundwater analytical results for seven Bladen wells are presented in Table 9-5. Appendix
G contains the laboratory reports and data review narratives for the offsite groundwater data. In
general, detection frequencies and concentrations are low in wells for most PFAS compounds. For
Table 3+ compounds, seven out of the 19 were not detected in any samples, while the other 12were detected in at least one sample. The most frequently detected Table 3+ compounds withconcentration ranges that exceeded 10 ng/L included:•

PMPA (eight samples) at concentrations that ranged from 9.2 ng/L to 330 ng/L;•

Byproduct 2 (PFESA-BP2) (seven samples) at concentrations that ranged from 0.5 J
ng/L to 14 ng/L;•

PEPA (six samples) at concentrations that ranged from 2.1 J ng/L to 110 ng/L;•

PFO2HxA (six samples) at concentrations that ranged from 1.3 J ng/L to 81 ng/L; and•

HFPO-DA (six samples) at concentrations that ranged from 2.2 J ng/L to 190 ng/L;

For PFAS compounds analyzed by EPA Modified Method 537, 23 out of the 36 parameters(excluding HFPO-DA) were not detected in any samples, while the other 12 were detected in atleast one sample.
Spatially, the highest concentrations were observed at Bladen-1D (closest to the Site) and thelowest were observed at Bladen-4S/D (farthest from the Site). For instance, concentrations at
Bladen-1D were the highest, particularly for PEPA (110 ng/L), PMPA (330 ng/L) and HFPO-DA(190 ng/L), whereas the concentrations at Bladen-2D which is approximately 3.5 miles further
distant from the Site were an order of magnitude lower for these same compounds.
With depth, concentrations are generally higher in the wells screened in the Surficial Aquifer
compared to those screened in the deeper Black Creek Aquifer. For example, in Bladen-3S theconcentrations of PEPA, PMPA, and HFPO-DA are 5.6 J ng/L, 39 ng/L, and 12 ng/L, respectively.
Meanwhile in Bladen-3D the concentrations of PEPA, PMPA, and HFPO-DA are 2.1 J ng/L, 14
ng/L, and 2.2 J ng/L, respectively.
Offsite Wells with relatively low concentration levels for Table 3+ PFAS may have beenpotentially influenced by some Table 3+ PFAS present in drilling water (Table 7-3). The same
drilling water source from a Bladen County fire hydrant near the Site was used for onsite andoffsite well drilling. This water had a detection of PMPA at 130 ng/L, HFPO-DA at 17 ng/L,

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September 30, 2019

PFO2HxA at 10 ng/L and PFESA-BP2 at 6.7 ng/L. Previous samples of drilling water had been
non-detect for Table 3+ PFAS compound from this water source, but at reporting limits of 200
ng/L. All wells were developed to enhance the connection to the geological formation and reduce
potential artifacts from well installation. Offsite wells, and recently installed wells onsite withPMPA detections below 200 ng/L or with non-detect PMPA results at reporting limits above 200
ng/L (PIW-4D, PW-12, PW-13) will be further developed and re-sampled to assess concentrations
at these wells over subsequent events.
The initial data reported for HFPO-DA compared to surrounding private wells suggests similar
ranges of concentrations for offsite wells compared to private wells. This comparison will be
extended upon receipt of the 13 of 20 groundwater samples still pending laboratory analyses. These
results will be reported by October 31, 2019. Interpretations may be subject to change when the
additional data is received and will be discussed in the update to this report planned for October
31, 2019.

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September 30, 2019

10. SUMMARY OF CURRENT CONCEPTUAL SITE MODELThe Site is located in the Coastal Plain of North Carolina and is situated adjacent the Cape Fear
River atop a bluff with a 100-foot elevation change to a floodplain area and the Cape Fear River.
Willis Creek borders the Site to the north, which flows through an erosional channel and empties
into the Cape Fear River. To the south is Georgia Branch Creek which also flows through erosional
channels as it empties into the Cape Fear River. Onsite there are groundwater seeps where
groundwater is expressed at surface and flows to the Cape Fear River. The largest of thesegroundwater-fed seeps is the Old Outfall 002, along with four seeps, A, B, C and D located on the
bluff slope facing the Cape Fear River.
10.1

Geology and Hydrogeology

The geology at the Site consists of sands and clays. The geology and land use at the Site haveinfluenced the hydrogeology of the Site. The geology of the Site is depicted in a series of crosssections identified in Figure 10-1 and presented in Figures 10-2 through 10-6. The list below
describes geological features at Site from surface downward:
1. Perched Zone. The Perched Zone is a relatively thin, spatially limited layer of groundwater
present in silty sands to a depth of about 20 ft bgs (Figures 10-2 to 10-6). Groundwater in
the Perched Zone is recharged through precipitation onsite, and in the past, has received
enhanced infiltration through unlined ditches and sedimentation ponds – these features
have since been lined. Groundwater flows radially away from groundwater mounds in the
Perched Zone. This leads to groundwater discharge to the east at seeps on the edge of thebluff, to the south toward the Old Outfall 002 and to the north and to the west downwards
through the geological sequence towards the Surficial and Black Creek Aquifers.
2. Perched Clay Unit. The Perched Clay Unit gives rise to the Perched Zone as it presents abarrier to direct downward groundwater infiltration. The Perched Clay is spatially limited
at the Site. To the north it pinches out. To the east and south it outcrops along the bluff
face. To the west it terminates and becomes absent (Figure10-6). In cross sections along
the Site and observations of grainsizes and lithologic contact elevations from the boringlogs suggest an erosional feature in the western portion of the geology underlying the
manufacturing areas. This erosional surface, described later in this list, is interpreted tohave eroded the Perched Clay Unit enabling downward migration of groundwater off thewestern edge of the Perched Zone.
3. Surficial Aquifer. The Surficial Aquifer is an unconfined silty sand aquifer lying atop theBlack Creek Confining Unit and is present beneath the Perched Clay Unit. Groundwater in
the Surficial Aquifer flows towards the bluff faces at the Site – It flows both north, east
and west toward surface water bodies (Willis Creek, Seeps, Old Outfall 002) anddischarges into them as seeps. The Surficial Aquifer is interpreted to be in contact with theBlack Creek Aquifer in places due to an erosional feature. This feature is labeled on the
cross sections, and is interpreted to have enabled downward cross formational groundwaterflow.

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September 30, 2019

4. Black Creek Confining Unit. The Black Creek Confining Unit is a layer of silty or sandy
clay that separates the Surficial Aquifer from the Black Creek Aquifer. The lithologic
contact elevation with the overlying Surficial Aquifer is variable, as is the unit thickness –the Black Creek Confining Unit is interpreted to have been eroded under the western
portion of the manufacturing areas at Site. In addition to the Black Creek Confining unit
being discontinuous, the potential for downward cross formational flow, also exists basedon multiple vertical joints (i.e., fractures in the clay) observed in the Black Creek Confining
Unit where it outcropped at the Site.
5. Flood Plain Deposits. Surface soils in the flood plain immediately adjacent to the Cape
Fear River are comprised of finer grained, likely more recently deposited sediments during
river flood stages. These deposits have lower hydraulic conductivity than the Surficial andBlack Creek Aquifers. The seeps at the Site cut into Floodplain Deposits as they flow
towards the Cape Fear River.
6. Black Creek Aquifer. The Black Creek Aquifer is comprised of fine to medium grainedsands. The Black Creek Aquifer is in contact with the Surficial Aquifer under the western
portion of the manufacturing area at the Site and then is separated from the Surficial
Aquifer under most of the manufacturing area by the Black Creek confining unit. The Black
Creek Aquifer directly adjacent to the Cape Fear River is overlain by Flood Plain Deposits
and the Black Creek Confining Unit. The Black Creek Aquifer is interpreted to be the onlytransmissive groundwater zone at Site in contact with the Cape Fear River. Groundwaterin the Black Creek Aquifer flows from west to east towards the Cape Fear River.
7. Upper Cape Fear Confining Unit. The Upper Cape Fear Confining Unit underlies the Black
Creek Aquifer. The Upper Cape Fear Confining unit is regionally extensive clay layer
which is upwards of 75 ft thick at Site and is likely a barrier to downwards groundwater
flow. Groundwater levels in the Upper Cape Fear Aquifer measured at NC DWR wells are
80 ft lower than Black Creek Aquifer groundwater levels immediately above the Upper
Cape Fear Aquifer. If the two units were in hydraulic connection, they would have similar
groundwater elevations. The dissimilarity in water levels for these co-located NC DWR
wells demonstrates how the Upper Cape Fear Confining Unit is a barrier to downward
cross formational flow.
8. Erosional Feature. A paleo-era process appears to have eroded the Perched Clay Unit,portions of the Surficial Aquifer and the Black Creek Confining Unit in the geologicalsequence under the western portion of the manufacturing area. This erosional feature
potentially enables cross formational flow of water from the Perched Zone, through theSurficial Aquifer and into the Black Creek Aquifer. This feature is a likely controlling
factor of the distribution of PFAS observed in the Surficial and Black Creek Aquifers at
Site.
10.2

Sources of PFAS and Distribution of PFAS

Historically, Table 3+ PFAS originating from the Site have been released from stack emissions
from process water releases. Air sources result in a more distributed, diffuse concentration
signature of deposited compounds that decrease in concentration in soil and groundwater graduallyand radially away for the source. Meanwhile releases of water result in point sources and plumes

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September 30, 2019

of compounds in groundwater where high concentrations can be present in close proximity to low
concentrations and where migration and distribution of compounds is controlled by geology andhydrogeology.
With the data collected to date, PMPA appears to be the Table 3+ PFAS most representative of air
emissions; it is the highest concentration PFAS in offsite groundwater samples. The presence ofoffsite Table 3+ PFAS in groundwater originate from emissions to air followed by association withparticulates in air and then subsequent aerially deposition leading to infiltration through theunsaturated zone with rainfall and ending up in groundwater. The concentration of PMPA onsite
is highest in the immediate vicinity of the Monomers IXM Area where it originates (Figure 9-6).
The concentrations at the Site then decrease radially away from this area in all directions,consistent with air deposition patterns. Offsite, the most robust data set exists for HFPO-DA. Hereagain, with increasing distance away from the Site HFPO-DA concentrations decrease (Figure 42A and B).
With the data collected to date, PFMOAA appears to be the Table 3+ PFAS most representativeof process water. Known releases of process water and process water mixed with non-contact
cooling water to soil and groundwater occurred prior to 2000 in the Monomers IXM Area andprior to 2017 along the terracotta pipe and potentially along other parts of the conveyance networkthat transferred process water through the terracotta pipe, to the wastewater treatment plant, thento the Outfall Channel and prior to 2012 to the Old Outfall 002 and the Cape Fear River. The
highest concentrations of PFMOAA at Site (Figure 9-7) are clustered along and near areas ofknown release of process water. Further high PFMOAA concentrations are observed near locations
with much lower PFMOAA concentrations. The distribution of PFMOAA though is in part
controlled by aerially deposition, but these concentrations are much lower than process water
derived PFMOAA. The distribution of PFMOAA and other PFAS released is in part controlled bygeology and hydrogeology.
10.2.1 PFAS Signatures
Three PFAS signatures were identified based on the different releases and emissions of Table 3+
PFAS to the environment and can be used to infer which PFAS source types are most contributing
to detections in different environmental media and at different locations. The three signature types
identified were:•

Aerial deposition PFAS signature, dominated by PMPA;•

Combined process water PFAS signature, dominated by PFMOAA; and•Other process water PFAS signatures, comprised of a mix of other Table 3+ PFAS.

The PFAS patterns of the Old Outfall 002, the Seeps, Willis Creek, Georgia Branch Creek andCape Fear River samples were juxtaposed against the identified PFAS signatures in Table 10-1
described earlier in Section 9.2.2. Observations include:•

TR0795The Old Outfall 002 most resembles the combined process water PFAS signature. The Old
Outfall 002 is both near the WWTP to which the terracotta pipe conveyed combined
47

September 30, 2019

Monomers IXM process water, and the Old Outfall 002 prior to 2012 conveyed combined
process water from Monomers IXM;•

The Seeps PFAS signature resembles the combined process water signature, with Seeps C
and D most resembling this signature. These two seeps are nearest the present Outfall 002
and Old Outfall 002, both of which conveyed combined process water (Figure 4-1).
Whereas Seeps A and B bear some resemblance to other process water signatures found in
Monomers IXM area. Seeps at the top of the Bluff which drain the Perched Zone near
Monomers IXM feed the flow of water in these two seeps;•

Willis Creek and Georgia Branch Creek both resemble the aerial deposition signature. The
catchments of both creeks are predominantly outside of the Site, and consequently most of
their flow is from outside the Site. Willis Creek does bear some resemblance to processwater signatures with relatively larger concentrations for PFMOAA and Byproduct 5
compared to Georgia Branch Creek. Willis Creek is adjacent the Site, and some water fromthe Perched Zone and Surficial Aquifer are interpreted to flow towards Willis Creek.

•

The upstream Cape Fear River at River Mile 76, directly upstream of the Site, bears aresemblance to an aerial deposition signature with a relatively elevated PMPA
concentration compared to other PFAS.

•

The PFAS signature downstream adjacent to drinking water intakes, Bladen Bluffs andKings Bluff Intake Canal, resembles a combination of combined process water and aerial
deposition signatures, with the process water signature being strongest.

10.2.2 Influence of Geology on Table 3+ PFAS Distributions in Groundwater
Geology and Hydrogeology are interpreted to have influenced the detection of PFAS ingroundwater at the Site. Directly under the manufacturing areas PFAS released to soil andgroundwater have led to the formation of high PFAS concentration groundwater seeps to the eastof the manufacturing area along the bluff face. To the west, a paleo-era erosional surface cuts
through the perched clay unit and in places the Surficial Aquifer and the Black Creek Confining
Unit. This erosional surface has enabled groundwater with PFAS to migrate downwards off thewestern edge of the perched clay unit downwards into the Surficial and Black Creek Aquifers.
These PFAS are then detected in Surficial Aquifer seeps along the bluff face, some minor seeps
adjacent to Willis Creek, and the seeps that feed the groundwater flow and PFAS concentrations
in Old Outfall 002.
The influence of geology and hydrogeology on Site will be further examined as part of thenumerical groundwater model being prepared to evaluate groundwater flow in support of selecting
and designing a groundwater remedy at the Site.
10.3

PFAS Mass Loading to the Cape Fear River

The findings of this report are consistent with the PFAS Mass Loading Model submitted to
NCDEQ and CFRW (Geosyntec, 2019f). The PFAS Mass Loading Model assessed thecontribution of different transport pathways to overall mass loading of PFAS originating from theTR079548

September 30, 2019facility to the Cape Fear River. Pathways contributing to loading are shown in Figure 10-6 andlisted below as follows:
Transport Pathway 1:

Upstream Cape Fear River and Groundwater – pathway iscomprised of contributions from non-Chemours related PFAS
sources on the Cape Fear River and tributaries upstream of the Site,and upstream offsite groundwater with Table 3+ compounds present
from aerial deposition

Transport Pathway 2:

Willis Creek – Groundwater and stormwater discharge and aerial
deposition to Willis Creek and then to the Cape Fear River

Transport Pathway 3:

Direct aerial deposition of PFAS on the Cape Fear River;Transport Pathway 4:

Outfall 002 – Comprised of (i) water drawn from the Cape Fear
River and used as non-contact cooling water, (ii) treated nonChemours process water and (iii) Site stormwater which are thendischarged through Outfall 002;

Transport Pathway 5:

Onsite Groundwater – Direct upwelling of site groundwater to Cape
Fear River from Black Creek Aquifer;

Transport Pathway 6:

Seeps – Groundwater Seeps (currently identified seeps are A, B, C
and D) above the Cape Fear River water level on the bluff face fromthe facility that discharge into the Cape Fear River;Transport Pathway 7:

Old Outfall 002 – Groundwater discharge to Old Outfall 002 andstormwater runoff flows into the Cape Fear River;Transport Pathway 8:

Adjacent and Downstream Groundwater – Offsite groundwater
adjacent and downstream of the Site upwelling to the Cape Fear
River; and,Transport Pathway 9:

Georgia Branch Creek – Groundwater, stormwater discharge andaerial deposition to Georgia Branch Creek and then to the Cape Fear
River.

PFAS loading to the Cape Fear River was estimated using a combination of measured andestimated data to develop mass loading estimates by pathway. The model was then calibrated andevaluated against observed downstream river PFAS mass loadings. The mass loading model
estimated that the Old Outfall 002 and Seeps (Transport Pathways 6 and 7 respectively) have thehighest contribution of Table 3+ PFAS mass loading to the Cape Fear River. These two pathways(Transport Pathways 6 and 7) combined are estimated to contribute greater than 50% of the loading

TR079549

September 30, 2019

to the Cape Fear River. Onsite groundwater (Transport Pathway 5) is the next highest mass loading
pathway to the Cape Fear River with estimated loading of approximately 20%.
Mass Loading Model Total Table 3+ PFAS including HFPO-DA Contributions per Pathway

Pathway[1] Upstream River Water and Groundwater[2] Willis Creek[3] Aerial Deposition on the River[4] Outfall 002[5] Onsite Groundwater[6] Seeps[7] Old Outfall 002[8] Offsite Adjacent and Downstream Groundwater[9] Georgia Branch Creek

Total Table 3+
Estimated Loading Percentage
per Pathway per Event
May 2019
June 2019
Event
Event
4%
15%
10%
4%
< 2%
< 2%
4%
7%
22%
17%
32%
24%
23%
29%
< 2%
< 2%
4%
3%

For the Transport Pathways, the loading estimates will vary over time due to a range of potential
factors, including but not limited to:•

Detections of PFAS at or near analytical practical quantitation limits have morevariability;•

Elevated method reporting limits;•Standard uncertainty (often ± 20%) in analytical laboratory results;•

Flow rate estimates in the river, seeps, groundwater and creeks are over- or underpredicted compared to actual flow rates.

Geosyntec will be refining the mass loading model through upcoming quarterly sampling eventsand a numerical groundwater model to more quantitatively bound groundwater mass loading to
the Cape Fear River.
10.4

Recommendations

This report summarizes effort from 2019 and numerous prior investigations to present a current
and robust CSM that can be used to develop remedial options for the impacted media at the Site.
While there remain data from recent well installations to report and more studies to report (SLEA,
the sediment characterization, the numerical model and the information generated from the onsite
pilot studies) and these will undoubtedly further the CSM, the information collected is a suitable
framework to begin remedy options selection and design. Geosyntec recommends the following:•

Collecting a set of synoptic groundwater levels of onsite wells;•

Additional sampling of recently installed wells to evaluate consistency of results;

TR079550

September 30, 2019

•

Additional development prior to any sampling of wells reporting higher turbidity or
PMPA detections below 200 ng/L or non-detect PMPA values with reporting limits above
200 ng/L;and•

Installing a well south of Old Outfall 002, along Glengerry Road to evaluate PFAS
concentrations in this area (given the observations at PW-11).

TR079551

September 30, 2019

11. CONCLUSIONSThis On and Offsite Assessment Report and the 25+ reports it relies upon provide sufficient datasuch that an interpretation of the nature and extent of PFAS impacts are understood to a level that
remedial selection to address groundwater containing PFAS originating from the Site is feasible.
This assessment is based on:•

25+ completed targeted scope investigations,•

120 investigative samples reported here;•

Over 800 surface water samples;•

Over 300 groundwater samples;•

Over 150 soil samples;•

Over 1,700 private well samples; and•Over 100 soil borings, and logs.

Point source releases of high concentration process water at Site have resulted in groundwater that
contains elevated concentration of PFAS migrating through all three groundwater transmissive
zones present at Site (i.e., Perched Zone, Surficial Aquifer, and Black Creek Aquifer) anddischarging via groundwater seeps, seepage to Old Outfall 002 or direct groundwater discharge to
the Cape Fear River.
The deepest zone at Site established to have detectable concentration of PFAS is the Black Creek
Aquifer. It is the only geologic unit at Site in direct connection with the Cape Fear River. The
Black Creek Aquifer is underlain by a regionally extensive and thick aquitard, the Upper Cape
Fear Confining Unit.
PFAS have also been detected in soils. For samples collected in 2019 onsite concentrations ofindividually detected PFAS were below 2,000 ng/kg except for detections at location PW-10 which
was located on the bluff face near seeps. As reference, 2,000 ng/kg is equivalent to a water
concentration of 9,600 ng/L assuming a soil density of 1.442 kg/L and a porosity of 0.3 where all
PFAS detected in soil would be fully solubilized. A concentration of 9,600 ng/L is relatively low
when compared to many observed concentrations in groundwater at Site, the Seeps and Old Outfall
002.
Offsite, PFAS have been aerially deposited and exist as a distributed, diffuse source potentiallypresent over an area of 100 square miles (radius of 6 miles) where concentrations in groundwater
gradually become lower further away from the Site. Ongoing air abatement measures and theinstallation and operation of the thermal oxidizer will lead to a 99% facility wide reduction in
PFAS emissions to air. Correspondingly, the deposition of PFAS to offsite soils will be reduced
by 99% and overtime concentrations will decline. At present Chemours is providing replacement
drinking water to offsite private well users with well water exceeding CO defined Attachment C

TR079552

September 30, 2019

PFAS concentration criteria. Replacement water is first being supplied as bottled water to residents
who qualify as an interim provision. Then more permanent replacement water is provided toresidents including (i) point of use reverse osmosis systems, or (ii) whole house filtration systems,or (iii) connection to public water supplies.
PFAS in the offsite creek Georgia Branch Creek originate from aerially deposited PFAS that thendischarge into the creek. Hence, the mass loading to Georgia Branch Creek is likely relatively
uniform as it flows to the Cape Fear River.
The PFAS in Willis Creek originate from both aerially deposited PFAS and from PFAS ingroundwater from the Site originating from process water releases. The aerially deposited fractionof PFAS in Willis Creek are similar to Georgia Branch Creek, likely a diffuse and uniform loading.
Chemours is preparing a Corrective Action Plan (CAP) for groundwater due December 31, 2019as required by Paragraph 16 of CO. This CAP will be supported by:•Characterization data (reported here and previously);•

Numerical groundwater model (prepared using data presented here); and•Human health SLEA.

The CAP will describe specific remedial measures and schedules to address PFAS mass loading
to the Cape Fear River and other surface water bodies from (a) seeping groundwater and (b) directdischarge of Black Creek Aquifer groundwater to the Cape Fear River. Control measures underconsideration include hydraulic containment, in situ sorptive remedies, or in situ treatment
remedies or some combination thereof.

TR079553

September 30, 2019

12. REFERENCES
Arnold and Porter, 2017. Notice of Violation & Intent to Assess Civil Penalty, Chemours
Fayetteville Works. November 27, 2017.
Devlin, J.F., 2015. HydrogeoSieveXL: an Excel-based tool to estimate hydraulic conductivity
from grain-size analysis. Hydrogeology Journal. 23. 10.1007/s10040-015-1255-0.
DuPont CRG. June 2006. Phase II RFI Report. DuPont Fayetteville Works.
ERM, 2018. Modeling Report: HFPO-DA Atmospheric Deposition and Screening Groundwater
Effects. April 27, 2018.
Farrell et al., 2001. Cape Fear River Transect: The Upper Cretaceous Cape Fear, Black Creek, andPeedee Formations of Southeastern North Carolina and the Overlying Cenozoic Section(Milepost 111 to Milepost 25). Guidebook Geological Society of America, Southeastern
Section.
Geosyntec, 2018a. Assessment of the Chemical and Spatial Distribution of PFAS in the Cape Fear
River. Chemours Fayetteville Works. 17 September 2018.
Geosyntec, 2018b. Stormwater Sampling Report, Chemours Fayetteville Works. March 29, 2018.
Geosyntec, 2019a. Seeps and Creeks Investigation Report. Chemours Fayetteville Works. 26
August 2019.
Geosyntec, 2019b. Sediment Characterization Plan. Chemours Fayetteville Works. August 2019.
Geosyntec, 2019c. Submission of Site Associated PFAS Fate and Transport Study Pursuant toConsent Order Paragraph 27. June 24, 2019.
Geosyntec, 2019d. Cape Fear River PFAS Loading Reduction Plan. Chemours Fayetteville Works.
26 August 2019.
Geosyntec, 2019e. Decommissioning Summary of Grouting of East-West Section of Terracotta
Pipe from Chemours Monomers IXM Area. Chemours Fayetteville Works. 26 August
2019.
Geosyntec, 2019f. Cape Rear River PFAS Mass Loading Model Assessment and Paragraph 11.1
Characterization of PFAS at Intakes. Chemours Fayetteville Works. 26 August 2019.
Geosyntec, 2019g. Offsite Screening Level Exposure Assessment (SLEA) of Site Associated
PFAS. Chemours Fayetteville Works. In Progress.
Geosyntec, 2019h. Offsite Screening Level Exposure Assessment (SLEA) of Site Associated
PFAS – Workplan. Chemours Fayetteville Works. July 2019.

TR079554

September 30, 2019

Geosyntec, 2019i. Post Hurricane Florence PFAS Characterization Chemours Fayetteville Works.
April 12, 2019.
Geosyntec, 2019j. Submission of Quarterly Report #1 – Characterization of PFAS in Process and
Non-Process Wastewater and Stormwater – Chemours Fayetteville Works, Fayetteville,
NC. July 31, 2019.
Geosyntec, 2019k. Assessment of HFPO-DA and PFMOAA in Outfall 002 Discharge andEvaluation of Potential Control Options. August 2019.
Guelfo, J. L. and C. P. Higgins, 2013. Subsurface Transport Potential of Perfluoroalkyl Acids at
Aqueous Film-Forming Foam (AFFF)-Impacted Sites. Environmental Science &Technology 47(9): 4164-4171.
Heron et al., 1968, Graded rhythmic bedding in the Cape Fear Formation, Carolina Coastal Plain,
Sedimentology, v. 11, p. 39-52.
Higgins, C. P. and R. G. Luthy. 2006. Sorption of Perfluorinated Surfactants on Sediments.
Environmental Science & Technology 40(23): 7251-7256.
Huang, S., & Jaffé, P. R., 2019. Defluorination of Perfluorooctanoic Acid (PFOA) and
Perfluorooctane Sulfonate (PFOS) by Acidimicrobium sp. Strain A6. Environmental
science & technology.
Kaandorp, Vince P., Doornenbal, Pieter J., Kooi, Henk, Broers, Hans Peter, & de Louw, Perry G.,
2019. Temperature buffering by groundwater in ecologically valuable lowland streams
under current and future climate conditions. Journal of Hydrology X, 3, 100031.
Kärrman, A., Elgh-Dalgren, K., Lafossas, C., & Møskeland, T., 2011. Environmental levels anddistribution of structural isomers of perfluoroalkyl acids after aqueous fire-fighting foam
(AFFF) contamination. Environ. Chem, 8(4), 372-380.
Keys, W. Scott, 1997. A Practical Guide to Borehole Geophysics in Environmental Investigations.
CRC/Lewis Publishers, Boca Raton, FL. 176 pages.
Mueller, R. and V. Yingling, 2018. Environmental Fate and Transport for Per- and Polyfluoroalkyl
Substances. Interstate Technology Regulatory Council.
NCDEQ, 2017. Corrective Measures Study Work Plan Approval Letter, Chemours FayettevilleWorks. February 8, 2017.
North Carolina Climate Office, 2019. Data retrieved from the NC Climate Retrieval andObservations Network of the Southeast Database (NC CRONOS/ECONet Database)accessed 9-5-2019 1700 from climate.ncsu.edu.
North Carolina Geological Survey, 1985, Geologic Map of North Carolina, North Carolina
Geological Survey, 1:500,000 color.

TR079555

September 30, 2019

OECD, 2004. OECD Guidelines for the Testing of Chemicals. Partition Coefficient (noctanol/water), High Performance Liquid Chromatography (HPLC) Method. April 13,
2004.
Owens and Sohl, 1989. Carolina Geological Society Field Trip Guidebook: Campanian and
Maastrichtian Depositional Systems of the Black Creek Group of the Carolinas. October,
1989.
Parsons, 2014. Final RCRA Facility Investigation Report (Rev.1). DUPONT Fayetteville Works
Site. RCRA Permit No. NCD047368642-R2. February 2014, Revised August 2014.
Parsons, 2016. Corrective Measures Study Work Plan. Chemours Fayetteville Works. December
2, 2019
Parsons, 2017a. Memorandum Supplemental Groundwater Sampling Memorandum FayettevilleWorks Facility. November 3, 2017.
Parsons, 2017b. Additional Supplemental Soil and Surface Water Sampling Memorandum
Fayetteville Works Facility. November 3, 2017.
Parsons, 2017c. Cape Fear River Surface Water Sampling Memorandum Fayetteville Works
Facility. November 3, 2017.
Parsons, 2018a. Terracotta Sewer Pipe Area Investigation Report, Chemours Fayetteville Works.
December 17, 2018.
Parsons, 2018b. Additional Site Investigation Report – Revised. Chemours Fayetteville Works
Site. March 30, 2018.
Parsons, 2018c. Nafion® VE-South Investigation, Fayetteville Works Facility. March 29, 2018.
Parsons, 2018d. Former Outfall Sampling Investigation Memorandum, Fayetteville Works
Facility, March 29, 2018.
Parsons, 2018e. Exclusion Zone Area Investigation Report, Chemours Fayetteville Works. January
15, 2019.
Parsons, 2018f. Southeast Perched Zone Investigation Report, Chemours Fayetteville Works.
March 28, 2019.
Parsons, 2018g. The Chemours Company FC, LLC (“Chemours”) Plan to Install Granular
Activated Carbon Treatment on Residential Drinking Water Wells. January 11, 2018.
Parsons, 2019a. Drinking Water Compliance Plan. Chemours Fayetteville Works. RCRA PERMIT
NO. NCD047368642-R2-M3. April 2019.

TR079556

September 30, 2019

Parsons, 2019b. PlumeStop Phase 1 Pilot Study at Old Outfall 002. Chemours Fayetteville Works.
September 30, 2019.
Parsons, 2019c. Engineering Report Old Outfall 002 GAC Pilot Study Results. Chemours
Fayetteville Works. September 30, 2019.
Parsons, 2019d. Old Outfall 002 Surface Water Sampling Results. Chemours Fayetteville Works.
September 30, 2019.
Schulmeister, M.K., J.J Butler, Jr., J. M. Healey, L. Zheng, D. A. Wysocki and G. W. McCall,
2003. Direct-push Electrical Conductivity Logging for High-Resolution
Hydrostratigraphic Characterization. Ground Water Monitoring and Remediation, Vol. 23,
No. 3, pp. 52-62
Trapp Jr, H., & Meisler, H., 1992. The regional aquifer system underlying the northern Atlantic
Coastal Plain in parts of North Carolina. Virginia, Maryland, Delaware, New Jersey, andNew York—Summary: US Geological Survey Professional Paper.
Visscher, P. T., C. W. Culbertson and R. S. Oremland, 1994. "Degradation of trifluoroacetate inoxic and anoxic sediments." Nature 369(6483): 729-731.
Weber, A. K., L. B. Barber, D. R. LeBlanc, E. M. Sunderland and C. D. Vecitis, 2017.
"Geochemical and Hydrologic Factors Controlling Subsurface Transport of Poly- andPerfluoroalkyl Substances, Cape Cod, Massachusetts." Environmental Science &Technology 51(8): 4269-4279.
Wilson, J.T., Randall R. Ross and Steven Acree, 2005. Using Direct-Push Tools to Map
Hydrostratigraphy and Predict MTBE Plume Diving. Ground Water Monitoring andRemediation, Vol. 25, No. 3, pp. 93-102.
Winner Jr, M. D., & Coble, R. W., 1996. Hydrogeologic framework of the North Carolina coastal
plain (No. 1404-I).

TR079557

September 30, 2019

TABLES

TR0795TABLE 2-1
Geosyntec Consultants of NC P.C.
SOIL AND GROUNDWATER ANALYTICAL METHODS - PFAS
Chemours Fayetteville Works, North Carolina

Analytical Method

Common Name
HFPO-DA*PEPAPFECA-GPFMOAAPFO2HxAPFO3OAPFO4DA
PMPA
Hydro-EVE Acid
EVE Acid
Table 3+ Lab SOPPFECA B
R-EVE
PFO5DA
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
PES
PFESA-BP1
PFESA-BP2
PFBA
PFDA
PFDoA
PFHpA
PFNA
PFOA
PFHxA
PFPeA
PFTeA
PFTriA
PFUnA
PFBS
PFDS
PFHpS
PFHxS
PFNS
EPA Method 537 Mod PFOS
PFPeS
10:2 FTS
4:2 FTS
6:2 FTS
8:2 FTS
NEtFOSAA
NEtPFOSANEtPFOSAE
NMeFOSAA
NMePFOSA
NMePFOSAE
PFDOS
PFHxDAPFODA
PFOSA

Chemical Parameter
Chemical Name
Hexafluoropropylene oxide dimer acid
Perfluoroethoxypropyl carboxylic acid
Perfluoro-4-isopropoxybutanoic acid
Perfluoro-2-methoxyaceticacid
Perfluoro(3,5-dioxahexanoic) acid
Perfluoro(3,5,7-trioxaoctanoic) acid
Perfluoro(3,5,7,9-tetraoxadecanoic) acid
Perfluoromethoxypropyl carboxylic acid
Perfluoroethoxsypropanoic acid
Perfluoroethoxypropionic acid
Perfluoro-3,6-dioxaheptanoic acid
R-EVE
Perfluoro-3,5,7,9,11-pentaoxadodecanoic acid
Byproduct 4
Byproduct 5
Byproduct 6
Perfluoroethoxysulfonic acid
Perfluoroethoxyethanesulfonic acid
Byproduct 1
Byproduct 2
Perfluorobutanoic acid
Perfluorodecanoic acid
Perfluorododecanoic acid
Perfluoroheptanoic acid
Perfluorononanoic acid
Perfluorooctanoic acid
Perfluorohexanoic acid
Perfluoropentanoic acid
Perfluorotetradecanoic acid
Perfluorotridecanoic acid
Perfluoroundecanoic acid
Perfluorobutanesulfonic acid
Perfluorodecanesulfonic acid
Perfluoroheptanesulfonic acid
Perfluorohexanesulfonic acid
Perfluorononanesulfonic acid
Perfluorooctanesulfonic acid
Perfluoropentanesulfonic acid
10:2-fluorotelomersulfonic acid
4:2 fluorotelomersulfonic acid
6:2 fluorotelomersulfonic acid
8:2 fluorotelomersulfonic acid
NEtFOSAA
NEtPFOSANEtPFOSAE
NMeFOSAA
NMePFOSA
NMePFOSAE
Perfluorododecanesulfonic acid
Perfluorohexadecanoic acid
Perfluorooctadecanoic acid
Perfluorooctanesulfonamide

Notes:*Depending on the laboratory, HFPO-DA may also appear on the EPA Method 537 Mod analyte list
EPA - Environmental Protection Agency
PFAS - per- and polyfluoroalkyl substances
SOP - Standard Operating Procedure

TR0795

Page 1 of 1

September 2019

Geosyntec Consultants of NC P.C.

TABLE 4-1
CLASSIFICATION OF TABLE 3+ PFAS
Chemours Fayetteville Works, North Carolina

Common Name

Chemical NameCAS #FormulaDegree ofFluorination

Ether
Bonds

Isomertype

Functional GroupsaR-C=Caa R-CO2Hb R-SO3Hc

Diproticd

Structure

PFAS without ether linkages

PPF Acid

Perfluoropropionic acid422-64-0

C3HF5O2Per

0

Linear

--



--

--

MMF

Difluoromalonic acid1514-85-8

C 3H2F 2O4

Per0

Linear

--



--



DFSA

Difluoro-sulfo-acetic acid422-67-3

C 2H2F 2O5S

Per

0Linear

--







Per- and polyfluoroalkyl ether carboxylic acids (PFECAs)

TR0795

HFPO-DA

Hexafluoropropyleneoxide dimer acid13252-13-6

C6HF11O3

Per

1

Branched

--



--

--

PFECA-G

Perfluoro-4-isopropoxybutanoic
acid

801212-59-9

C7H1F13O1

Per

1

Branched

--



--

--

MTP

Perfluoro-2-methoxypropanoic
acid93449-21-9

C4H4F 4O3

Poly

1

Linear

--



--

--

Page 1 of 4

September 2019

Geosyntec Consultants of NC P.C.

TABLE 4-1
CLASSIFICATION OF TABLE 3+ PFAS
Chemours Fayetteville Works, North Carolina

TR0795Functional GroupsaR-C=Caa R-CO2Hb R-SO3Hc

Diproticd

--



--

--

Branched

--



--

--

1

Linear

--



--

--

Per

2

Linear

--



--

--

C5HF9O4Per

2

Linear

--



--

--

39492-89-2

C5HF9O5Per

3Linear

--



--

--

39492-90-5

C6HF11O6

Per

4

Linear

--



--

--

Common Name

Chemical NameCAS #FormulaDegree ofFluorination

Ether
Bonds

Isomertype

PMPA

Perfluoromethoxypropyl
carboxylic acid

13140-29-9

C4HF7O3

Per

1

Branched

PEPA

Perfluoroethoxypropyl
carboxylic acid267239-61-2

C5HF9O3Per1

PFMOAA

Perfluoro-2-methoxyacetic acid674-13-5

C3HF5O3Per

PFO2HxA

Perfluoro(3,5-dioxahexanoic) acid39492-88-1

C4HF7O4PFECA B

Perfluoro-3,6-dioxaheptanoic
acid

151772-58-6

PFO3OA

Perfluoro(3,5,7-trioxaoctanoic)
acid

PFO4DA

Perfluoro(3,5,7,9-tetraoxadecanoic)
acid

Page 2 of 4

Structure

September 2019

Geosyntec Consultants of NC P.C.

TABLE 4-1
CLASSIFICATION OF TABLE 3+ PFAS
Chemours Fayetteville Works, North Carolina

Functional GroupsaR-C=Caa R-CO2Hb R-SO3Hc

Diproticd

--



--

--

Branched

--



--

--

2

Branched





--

--

1

Branched

--



--



Common Name

Chemical NameCAS #FormulaDegree ofFluorination

Ether
Bonds

Isomertype

PFO5DA

Perfluoro-3,5,7,9,11pentaoxadodecanoic acid39492-91-6

C7HF13O7

Per

5

LinearHydro-EVE
Acid

Perfluoroethoxsypropanoic
acid773804-62-9

C8H2F14O4

Poly

2

EVE Acid

Perfluoroethoxypropionicacid

69087-46-3

C8HF13O4

Per

R-EVE

R-EVE

N/A

C8H2F12O5

Per

Structure

Per- and polyfluoroalkyl ether sulfonic acids (PFESAs)

TR0795PES

Perfluoroethoxyethanesulfonicacid

113507-82-7

C4HF9O4S

Per

1Linear

--

--



--

NVHOS

Perfluoroethoxysulfonicacid1132933-86-8

C 4H2F 8O4S

Poly

1

Linear

--

--



--

Byproduct 6

Byproduct 6

N/A

C6H2F12O4S

Poly

1

Branched

--

--



--

Page 3 of 4

September 2019

Geosyntec Consultants of NC P.C.

TABLE 4-1
CLASSIFICATION OF TABLE 3+ PFAS
Chemours Fayetteville Works, North Carolina

Functional GroupsaR-C=Caa R-CO2Hb R-SO3Hc

Common Name

Chemical NameCAS #FormulaDegree ofFluorination

Ether
Bonds

Isomertype

Byproduct 2

Byproduct 2749836-20-2

C7H2F14O5S

Poly

2

Branched

--

--



--

PFESA-BP1

Byproduct 1

29311-67-9

C7HF13O5S

Per

2

Branched



--



--

Diproticd

Structure

Per- and polyfluoroalkyl ether sulfonic and carboxylic acids (PFES-CAs)

Byproduct 4

Byproduct 4

N/A

C7H2F12O6S

Per

1

Branched

--







Byproduct 5

Byproduct 5

N/A

C7H3F11O7S

Poly

2

Branched

--







Notes:
Carbon double bond functional groupb
Carboxylic acid functional groupc
Sulfonic acid functional groupdCompound with two acid functional groupsaTR0795

Page 4 of 4

September 2019

TABLE 5-1
PUBLIC/ COMMUNITY WATER SUPPLY WELLS
Chemours Fayetteville Works, North Carolina

PWS ID
03261270326341502600903263100326143032642803269240326548032695503264115026029032614350260170326342032634203267965326406
032677603263020326701
03265700326516032653853264130326864502602803268650378030
032668703780300309040

TR0795

Location NameBROOKWOOD COMM WTRSYSTEM
STONEY POINT
WS/FAYETTEVILLE PWC

Address

City

Location Description 1

Location Description 2

Geosyntec Consultants of NC P.C.

Depth (feet)

Distance from
Site (miles)

6902 SANDBRIDGE DRIVEFAYETTEVILLESHENANDOAH, JUSTIN CT- 5718 JUSTIN COURT AWAY
OFFICE AT THE END OF BRYANSTONE WAY
FROM FENCE.

80

14.9

-

FAYETTEVILLESTONEY POINT & ROUSE DR

SR 2986 OFF SR 1112

90

13.0

CRYSTAL SPRINGS CHAPEL

1400 CRYSTAL SPRINGS RD

FAYETTEVILLE

NEXT TO PARKING AREA

ON CRYSTAL SPRINGS ROAD APPROX 1/2MILES OIWCAMDEN ROAD

30

12.5

RAINTREE MHP

3580 STATE ST

FAYETTEVILLE

BEHIND MHP@PLAYGOURNDOFF CAMDEN RD AT END OF STATE STREET

100

12.1

COPELAND ACRES S/D

583 REILLY RD

FAYETTEVILLE

OFF CRAMER IN POWER LINE EASEMENT

75

12.1

MACEDONIA BAPTISTCHURCH

5064 MACEDONIA CHURCH RD FAYETTEVILLE

IN FRONT OF OLD FELLOWSHIP HALL

-

11.9

KINGDOM HALL (SR-2008)

JUDSON CHURCH ROADFAYETTEVILLE@ NW CORNER OF CH IN REAR, BELOW GRADE

SR2008 0.6MI NE OIW NC53L BEHIND JUDSON CH RD

-

11.8

FANTASY LAKE

5869 PERMASTONE DR

HOPE MILLSAT EQUIPMENT SHED PAST LOCKED GATE, EAST SIDE @END OF PERMASTONE DRIVE OFF GOLFVIEW DR W
OF LAKEOF HOPE MILLS

323

11.5

STRICKLAND GROCERY NO 25205 NC HWY 210 S

STEDMAN

NEXT TO ROAD

AT THE Y OF NC210 & SR2018

-

11.5

5371 NC 210 S

STEDMANN SIDE OF CH NEXT TO REAR DOOR TOWARDSPARKING LOT

NC 210- 0.1MI SE OIW SR2018

-

11.4

2222 CEDAR CREEK RD

FAYETTEVILLEFRONT RIGHT CORNER OF PARKING LOT

33

11.4

COPELAND ACRES S/D

583 REILLY RD

FAYETTEVILLE

OFF BURGAW DRIVE

85

11.4

ST JUDE BAPTIST CHURCH

3600 ACORDIA LN

HOPE MILLSBESIDE CHURCH NEAR PARKING AREAEND OF ACORDIA LN OFF LEGION RD

91

11.2

TANGLEWOOD ESTATES S/D

HWY 301

FAYETTEVILLEBACK OF DEVELOPMENT

HWY 301 PAST INTERSECTION WITH AIRPORT RD

75

11.0

TANGLEWOOD ESTATES S/D

HWY 301

FAYETTEVILLEFRONT OF DEVELOPMENT IN MH SALES LOT

HWY 301 PAST INTERSECTION WITH AIRPORT RD

120

11.0

3960 CEDAR CREEK ROADFAYETTEVILLEBACK OF SITE/ NORTH SIDE

NC 53 0.3 MI S OIW NC210 R

74

10.2

4519 CALICO ST

HOPE MILLSNORTH EAST CORNER OF LOTON CALICO ROAD 1/2 MILE OFF CAMDEN ROAD-

9.9

THE ARC OF HOPE MILLS

4124 PEACAN DRIVE

HOPE MILLSAT REAR OF REST HOMEON CAMERON RD APPX 1/2 MILE FROM HOPE MILLCITY LIMITS

200

9.8

LAZY ACRES CAMPGROUND

821 LAZY ACRES STREETFAYETTEVILLE

BEHIND OFFICE

821 LAZY ACRES ST - OFF SR-2341 .3MI OIW SR-2219

69

9.7

VFW POST 670

3928 DOC BENNETFAYETTEVILLE RD

REAR OF VFW LOT SE CORNER

65

9.7

MT CALVARY MISSIONARYBAPTIST

3398 DOC BENNETT RDFAYETTEVILLE

IN FRONT OF CHURCH-

9.4

SHORT STOP #63-

FAYETTEVILLE

AT REAR OT STORE-

9.1

CEDAR CREEK BAPTISTCHURCH

4170 TABOR CHURCH ROADFAYETTEVILLE

NEXT TO BALL FIELD @OLD WELL

455

9.0

FED EX FREIGHT-HOPE MILLSS OF BLDG NEXT TO FENCE-

8.9

FAYETTEVILLEE OF CH NEXT TO DRIVEWAY-

8.8

PARKTONIN FORNT OF CHURCHON MCDONALD RD, APPX 1 MILE W ON US 301-

8.7

HOPE MILLS-

1 MILE S OIW US 301 & CHICKEN FOOT ROAD

78

8.7

CHURCH OF GOD OF
PROPHECYDOLLAR GENERRAL STORE#15984NC PRODUCTS OF
FAYETTEVILLEHERITAGE BIBLE
FELLOWSHIPGREATER FIRST BAPTIST
3398 MCKINNON RD
CHURCHNEW VISION CHRISTIAN
6111 MCDONALD RD
CHURCHGREGORY POOLE EQUIPMENT
5663 US 301 SCOCAMDEN ROAD & ORION DRIVE - 1 MI EAST OF HOPEMILLS ROAD
SR2013 .4MI N OIW NC210 - 5064 MACEDONIA CHURCHRD

N ON GREEN ST RT ON GROVE ST RT ON CEDARCREEK RDCAMDEN ROAD & ORION DRIVE - 1 MI EAST OF HOPEMILLS ROAD

2MI NO OIW NC 87 AND DOC BENNETTE RD NEARAIRPORT
ON DOC BENNETT RD APPROX .1MI W OIW I-95 SOUTH
HWY 53 IOW TABOR CHURCH RD
ON SR 2033 JUST OFF NC 53 INTER WITH THE
CONVIENCE STORE - 4170 TABOR CHURCH RD
ON SERVICE RD OFF NC 301S SO OF HOPE MILLS EXIT
NC 301OFF MCKINNIN RD 1/2 MILE FROM INTER WNC53
CEDAR CK COMM

SAINT PAULS, TOWN OF

110 WEST MCLEAN ST

ST PAULSODOM RD

WATER TREATMENT PLANT

321

8.6

UNION OAK AME ZIONCHURCH

6142 HIGHWAY 301 SOUTH

HOPE MILLSSOUTH OF CHURCH NEXT TO FIELDNEAR CO LINE ON NC 301-

8.5

SAINT PAULS, TOWN OF

110 WEST MCLEAN ST

ST PAULSWATER TREATMENT PLANT

142

8.4

TAR HEEL WATER CORP-

TAR HEEL

OFF HWY 87 IN TARHEEL

135

8.3

SR 2354 MAIN ST-0.2 M S OF ARMFIELD

Page 1 of 3

Usage
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.

September 2019

TABLE 5-1
PUBLIC/ COMMUNITY WATER SUPPLY WELLS
Chemours Fayetteville Works, North Carolina

PWS ID
0378030

Location Name

Address

City

Location Description 1

Location Description 203095270309527030952703095270326167032616703267370309527037805503095270326445032685303090600309527032697350090120309527
03266820326536032673303780550378055

TR0795Usage

WATER TREATMENT PLANT

340

8.1

Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.

MT PISGAH BAPTIST CHURCH 3350 BUTLER NURSERY RD

FAYETTEVILLE

IN FRONT OF CHURCH IN OLD BRICK PUMP HOUSE.

3350 BUTLER NURSERY RD, NC 87S OF FAYETTEVILLE
OVER RIVER RD TO RT FROM F-VILLE NC-

7.9

Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.

MARSHLACK MHP #1-

PARKTON

AT THE END OF SOUTHERN COMFORT DR

100

7.8

MARSHLACK MHP #2

ROBESON CUMBERLAND AND
PARKTON
CO LINE

AT THE END OF SOUTHERN COMFORT DR

100

7.8

TAR HEEL WATER CORP-

TAR HEELHWY 87 JUST NORTH OF SCHOOL

OFF HWY 87 IN TARHEEL

115

7.5

HOPE MILLSREAR OF CHURCH IN BRICK WELLHOUSEON SR2238 SANDHILL RD APPX .5MI E OIW SR2239
SANDHILL RD

60

7.3

13165 HWY 53 WEST

WHITE OAK

BEHIND RANGERS HOME

ON NC 53 APPROX 2 MILE N OF WHITE OAK

98

7.3

15855 NC 87 W - 9307

TAR HEEL

EAST OF PLANT

HWY 87 N OF TAR HEEL 1 M

410

7.1

15855 NC 87 W - 9307

TAR HEELAT REAR OF LAGOON BETWEEN W01 AND WO2

HWY 87 N OF TAR HEEL 1 M

400

7.0

15855 NC 87 W - 9307

TAR HEELSO OF PLANT BELOW LAGOONHWY 87 N OF TAR HEEL 1 M

409

6.8

15855 NC 87 W - 9307

TAR HEELIN FRONT OF PLANT NEAR HWY 87

HWY 87 N OF TAR HEEL 1 M-

6.8

GRAY`S CREEK MHP-FAYETTEVILLE

BEHIND PUMMILL RESIDENCE

87 SOUTH 1MILE FROM SR 2238

70

6.5

GRAY`S CREEK MHP-FAYETTEVILLEAT FRONT BESIDE PRESSURE TANK

87 SOUTH 1MILE FROM SR 2238

63

6.5

4857 NC HWY 87 SOUTH

FAYETTEVILLEFRONT OF CHURCH

NC87 0.3 MI S - SR2220 L - 4857 NC 87 S-

6.4

15855 NC 87 W - 9307

TAR HEEL

BEHIND TRUCK SCALES, N SIDE OF PLANT

HWY 87 N OF TAR HEEL 1 M

410

6.4

265 MCGIRT RD

MAXTONHWY 20 0.5MI E OIW SR 1907

SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT

170

6.3

15855 NC 87 W - 9307

TAR HEEL

BEHIND CAROLINA COLD STORAGE ABOUT 300 FT W
OF OLD W5A

HWY 87 N OF TAR HEEL 1 M

405

6.1

6112 TABOR CHURCH ROADFAYETTEVILLEFRONT OF CHURCH, TOWARDS ROAD; BELOW GRADE SR 2023 0.1 MI S OIW SR 2229-

6.0

2002 CHICKEN FOOT RD

HOPE MILLSFRONT LEFT OF CHURCH

HWY 59 1.5MI EAST OIW 301 SO ON RIGHT

-

6.0

-

WHITE LAKE

HWY 53 AT SR 1327

US 701 NTH SR 1796 OFFICE-AGRICULTURE RD
ELIZTOWN

245

6.0

15855 NC 87 W - 9307

TAR HEELWEST SIDE OF HWY 87 N OF PLANT

HWY 87 N OF TAR HEEL 1 M

380

5.7

1965 JOHN MCMILLIAN RD

HOPE MILLS

90

5.6

17014 HWY 87

TAR HEEL-

5.5

15855 NC 87 W - 9307

TAR HEEL

EAST SIDE OF HWY 87 NORTH OF PLANT

HWY 87 N OF TAR HEEL 1 M

410

5.5

FAYETTEVILLEFRONT OF CHURCH NEXT TO OLD WELL

SR2023 1.3MIL S OIW SR2230 L-

5.1

4750 GRAYS CREEK CHURCH
RD

HOPE MILLSFRONT OF CHURCH, NEXT TO PARKING AREA-

4.86957 TABOR CHURCH RD

FAYETTEVILLEFRONT OF CH BELOW GROUND-

4.7

265 MCGIRT RD

MAXTON4379NC20HWY(ACROSS FOR ROCCO)

SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT

146

4.4

265 MCGIRT RD

MAXTONHWY 20 BY RAILROAD TRACK

SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT

113

4.2

5078004

0309523

Distance from
Site (miles)

CLARK ST

110 WEST MCLEAN ST

AT SOUTHERN COMFORT AIR RANCH LITTLE MARSH
RD OFF HWY 301 SOUTH. ROBESON/CUMBERLAND CO
LINE
AT SOUTHERN COMFORT AIR RANCH LITTLE MARSH
RD OFF HWY 301 SOUTH SOUTH SLIGHTLY NORTH
WEST OF PROPERT

50780030326572

Depth (feet)

ST PAULSSAINT PAULS, TOWN OF

03265030309040

Geosyntec Consultants of NC P.C.

BAPTIST UNION MISSIONARY
1483 SAND HILL RD
BAPTIST CHURCH
CAPE FEAR SCOUTRESERVATIONSMITHFIELD FARMLAND
CORP-TAR HEEL DIVSMITHFIELD FARMLAND
CORP-TAR HEEL DIVSMITHFIELD FARMLAND
CORP-TAR HEEL DIVSMITHFIELD FARMLAND
CORP-TAR HEEL DIVSHERWOOD PRESBYTERIANCHURCHSMITHFIELD FARMLAND
CORP-TAR HEEL DIVROBESON COUNTY WATERSYSTEM
SMITHFIELD FARMLAND
CORP-TAR HEEL DIVTABOR UNITED METHODISTCHURCHFIRST UNITED BAPT CH
GRAYS CKBLADEN CO WTR DIST-EAST
BLADEN
SMITHFIELD FARMLAND
CORP-TAR HEEL DIVMJ TAYLOR CATERING &PARADISE
BLADEN BLUFFS WATERSYSTEM
SMITHFIELD FARMLAND
CORP-TAR HEEL DIVSAVANNAH BAPTIST CHURCH GRAYS CREEK BAPTISTCHURCHCUMBERLAND UNIONBAPTIST CHROBESON COUNTY WATERSYSTEMROBESON COUNTY WATERSYSTEM

BEHIND HOME OFFICE @DRIVEWAY, IN OLD PASTURE 3 MILES FROM I-95S JUST OFF CHICKEN FOOT RD ON
AREA
SR 2242 JOHN MCMILLIAN RD
HWY 87S TO TAR HEEL. THE PLANT IS ON THE
INSIDE THE PERIMETER WHERE PLANT IS LOCATEDOPPOSITE SIDE OF SMITHFIELD PLANT

NC HWY 875, LEFT ON BLOSSOM RD, RIGHT ON GRAYSCREEK CHURCH RD.
SR2023 0.1 MI S OIW SR2228 L - 7096 TABOR CHURCH
RD

Page 2 of 3

(State Def) 2+ systems that are adjacent, owned or operated bysame supplier of water, and together serve 15+ connections or 25+
people.
(State Def) 2+ systems that are adjacent, owned or operated bysame supplier of water, and together serve 15+ connections or 25+
people.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.

September 2019

TABLE 5-1
PUBLIC/ COMMUNITY WATER SUPPLY WELLS
Chemours Fayetteville Works, North Carolina

PWS ID50260080378055032686003268100378055
032662750090105009010032697403265710309055502601403265690326735

Location Name
GRAY`S CREEK CHURCH OF
GOD
ROBESON COUNTY WATERSYSTEM
SHORT TRIP
ALDERMAN ROADELEMENTARYROBESON COUNTY WATERSYSTEM

Address

City

THE CREEK BAR & GRILLMT VERNON BAPTISTCHURCHWILLIS CREEK AME ZIONCHURCH

Depth (feet)

Distance from
Site (miles)

ST. PAULSNORTH SIDE OF CHURCHCHICKEN FOOT RD, APPX 5 MILES S. OF HOPE MILLS-

4.1

265 MCGIRT RD

MAXTONNC 20 PECAN ORCHARD

SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT

106

4.1

3634 CHICKENFOOT RD

HOPE MILLSNEAR OLD WELL #2, BEHIND PINE TREESON CHICKEN FOOT ROAD

39

4.1

2860 ALDERMAN RD

FAYETTEVILLE

WEST SIDE OF SCHOOL

BETWEEN NC87 & SCHOOL RD

80

4.0

265 MCGIRT RD

MAXTONNC 20 HAYFIELD

SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT

110

4.0

RIGHT OF BLDG

2964 SCHOOL RD

84

4.0

1023 PURDE HALL RD

TAR HEEL

BEHIND HYDRO TANK HOUSE

OFF PURDE HALL RD S OF IO NC 20 AND PURDE HALL-

3.9

1023 PURDE HALL RD

TAR HEELNORTH OF WELL HOUSE EDGE OF SITE

OFF PURDE HALL RD S OF IO NC 20 AND PURDE HALL-

3.9

4351 CHICKENFOOT RDST PAULSREAR OF RESTAURANT NW CORNER

6.6 MILES OFF I95 ON SR 2252 CHICKEN FOOT RD - 4351
CHICKENFOOT RD-

3.9

FAYETTEVILLEE OF CHURCH NEXT TO DRIVEWAY TOWARDSHIGHWAY

INTER OF NC 87 AND SR 1500 NEAR BALDEN CO. LINE-

3.6

ELIZABETHTOWNSR 1300 1 MI NORTH NORTH OIW HWY 20

WESTERN PART OF BLADEN CO

98

3.0

60

2.5

-

2.2

-

1.8

MARVIN UNITED METHODIST
6740 NC 87 SOUTH
CHURCHBLADEN CO WTR DIST-WEST-272 SMITH CIRCLE
BLADENCHARITY BAPTIST CHURCH

Location Description 24018 CHICKEN FOOT ROADGRAYS CREEK ELEM SCHOOL GRAY`S CREEK SCHOOL ROAD HOPE MILLSMURPHY-BROWNSANITATION-TARHEEL
MURPHY-BROWNSANITATION-TARHEEL

Location Description 1

Geosyntec Consultants of NC P.C.

5923 SHILOAH CHURCH DRIVE FAYETTEVILLE

IN FRONT OF CHURCH

3184 COUNTY LINE RD

FAYETTEVILLEFRONT OF CHURCH-FAYETTEVILLE

WITHIN 3' OF WELL #1

JUST OFF NC 87 SOUTH OF FAYETTEVILLE SHILOAH
CH DR
ON CO. LINE ROAD APPX 3 MILES FROMCHICKENFOOT ROAD - 3184 COUNTY LINE RD
NC 87 SOUTH 4MI. OIW SR 2232

Usage
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves at least 25 of the same persons 6+ months per year. ex.
schools, daycares, industries.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 15+ connections or regularly serves 25+ year-roundresidents. ex. cities, towns, subdivisions.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.
Serves 25+ people at least 60 days per year. ex. restaurants,
churches, DOT rest areas.

Notes
Information provided by North Carolina Corporate Geographic Database, retrieved from NC OneMap on September 24, 2019.
Wells listed here correspond to public supply wells identified in Figure 5-1.
'-' - No data available

TR0795

Page 3 of 3

September 2019

TABLE 6-1
SUMMARY OF FINDINGS OF GEOLOGIC MAPPING STUDY
Chemours Fayetteville Works, North Carolina

Map ID

Station ID

LatitudeLongitude

Estimated
Elevation(ft NAVD 88)

Unit

Outcrop TypeThickness
(ft)

Major
Lithology

Minor
Lithology

34.85156-78.82931

77

Black Creek
Confining Unit

Ledge

4

gray/black clay

lignite chips

Strike

Dip

Type

320

4

Bedding

219

56

Joint

50

7

Bedding50

21

Bedding

2.3*

49

24

Bedding

3.1*

24

10

Bedding25

11

Bedding

128

71

Joint

1.1*
1
1.2*
2.1*
2

3

2.2*

3.2*

34.8515234.85151-78.82936-78.82937

77

76Black Creek
Confining Unit

Black Creek
Confining Unit

Ledge

Ledge w/ Waterfall

3

7

gray/black clay

gray/black clay

NA

NA

3.3*

TR0795

Geosyntec Consultants NC P.C.

Notes

Ledge of dark gray, moderately plastic clay with lignite
chips. No other outcrops were observed downstream.

Ledge of fat gray clay with local orange discolorationand trace mica. Bedding is locally massive. Contact ofsand observed above clay across creek.

Ledge/waterfall outcrop of tan, thinly bedded sandobserved above dark gray clay. Local surficial
weathering.

4

4.1

34.84989-78.82850

86

Surficial Aquifer

Bench

1

gray blue
sandstone

NA

351

20

Bedding

Bench of quartz-rich, poorly graded, angular clasts,
medium- to coarse-grained sand.

5

5.1

34.85442-78.84142

65Black Creek
Confining Unit

Creek bed

1

gray/black clay

NA

NM

NM

NM

Dark gray, massive clay in creek bed.

66.1

34.85444-78.84168

73Black Creek
Confining Unit

Creek bed

1

gray/black clay

NA

NM

NM

NM

Dark gray, massive clay in creek bed.

77.1

34.85437-78.84213

73

Black Creek
Confining Unit

Tree Root Ball

~10

gray/black clay

NA

NM

NM

NM

Outcrop inaccessible but appears to be dark gray,massive clay in creek bed.

8.1

8.1

34.85494-78.83748

59Black Creek
Confining Unit

Creek bed

1

gray/black clay

NA

NM

NM

NM

Dark gray, massive clay in creek bed.

8.2

8.2

34.85515-78.83779

55

Black Creek
Confining Unit

Creek bed

gray/black clay

NA

NM

NM

NM

Dark gray, massive clay in creek bed.

99.1

34.83764-78.83535

120

Perched Aquifer

Stream Cut Wall

1

sand

clay

81

7

Bedding

Reddish tan, fine- to medium-grained sand with 1 footthick interbedded dark gray clay layer.

10

10.1

34.83678-78.83484

105

Perched ClayStream Cut Wall

4

clay

NA

52

5

Bedding

Dark gray, thinly bedded clay with trace mica. First
clay exposure since last station.

11

11.1

34.83559-78.83350

90

Perched ClayStream Cut Wall

1.5

clay

NA

42

7

BeddingLight gray (top 6 inches) and dark gray, fat clay.
Lithology is similar to station 10.1 and 11.1.

Page 1 of 4

September 2019

TABLE 6-1
SUMMARY OF FINDINGS OF GEOLOGIC MAPPING STUDY
Chemours Fayetteville Works, North Carolina

Map ID

Station ID

LatitudeLongitude

Estimated
Elevation(ft NAVD 88)

Unit

Outcrop TypeThickness
(ft)

Major
Lithology

Minor
Lithology

Strike

Dip

Type

Notes

12

12.1

34.83540-78.83321

89

Perched ClayStream Cut Wall

3.25

clay

NA

8

8

BeddingLight gray (top 6 inches) and dark gray, fat clay.
Lithology is similar to station 10.1.

13

13.1

34.83465-78.8326698

Surficial Aquifer

Stream Cut Wall

6.5

silty clay

NA

0

0

Bedding

Dark gray clay with silt component. Top 6 inches ofoutcrop is highly oxidized. Burrows observed.

5organic rich silt

NA

0

0

Bedding

Dark black, lignite-rich silt with trace clay.

1.5

claystone

NA

NM

NM

NM

Interlayered dark and light gray clay. Station wasobserved across stream from station 14.1,
approximately 15 to 20 feet below elevation of 14.1.

4

sand

clay

NM

NM

NM

White, poorly graded sand with cm- to mm-scaleinterlayers of black clay.
Fat dark gray clay with mm- to cm-scale interlayers ofsand. First large exposure of clay since 12.1 and 13.1.
Appears to begin approximately 30 feet upstream ofthis station.

14.1**
14

34.83402-78.83176

78

Surficial Aquifer

Stream Cut Wall

14.2**

15

16

15.1

16.1

34.83339-78.83075

77

Surficial Aquifer

Stream Cut Wall

Stream Cut Wall

7

clay

sand

17

clay

NA

34.83320-78.83058

81Black Creek
Confining Unit

34.83308-78.83014

82

Black Creek
Confining Unit

Stream Cut Wall

17.1*
17
17.2*

19

7

Bedding00

Bedding

7

85

Joint

Dark gray, thinly bedded to massive clay with local
oxidized surficial staining.

18

18.1

34.83301-78.82951

81

Black Creek
Confining Unit

Stream Cut Wall

10

clay

NA

0

0

BeddingLight and dark gray, thinly bedded clay with local
surficial staining.

19

19.1

34.83316-78.82911

81

Black Creek
Confining Unit

Stream Cut Wall

2

clay

NA

0

0

Bedding

Dark gray, thinly bedded clay.

20

20.1

34.83264-78.82603

67

Black Creek
Confining Unit

Stream Cut Wallgray clay

NA

NM

NM

NM

Unable to access outcrop but appears to be dark gray,fat clay.

21

21.1

34.83292-78.82626

69

Black Creek
Confining Unit

Stream Cut Walllight gray clay

NA

0

0

BeddingGray, fat clay and interbedded sand with trace mica andlignite chips. Pieces of petrified wood observed
upstream.

22

22.1

34.83335-78.82749

73

Black Creek
Confining Unit

Stream Cut Walllight gray clay

NA

0

0

BeddingLight gray clay and interbedded fine-grained, angularsand with abundant lignite chips.

00

Bedding

37

82

Joint

320

89

Joint

23.1*
23

23.2*

34.83355-78.82854

73

Black Creek
Confining Unit

Stream Cut Wall

15-20

23.3*

TR0795

Geosyntec Consultants NC P.C.

Page 2 of 4

light to dark gray
clay

NA

Light to dark gray clay. Appears to be continuous fromstation 23.1. Multiple joint sets observed that show
surficial weathering and horizontal bedding.

September 2019

TABLE 6-1
SUMMARY OF FINDINGS OF GEOLOGIC MAPPING STUDY
Chemours Fayetteville Works, North Carolina

Map ID

Station ID

LatitudeLongitude

Estimated
Elevation(ft NAVD 88)

Unit

Outcrop Type

24

24.1

34.83299-78.82963

82Black Creek
Confining Unit

Stream Cut Wall

25

25.1

34.83689-78.82464

61

Black Creek
Confining Unit

NR

26

26.1

34.84158-78.82854

99

Perched Clay

27

27.1

34.84175-78.82720

81

Black Creek
Confining Unit

Thickness
(ft)

Major
Lithology

Minor
Lithology

Strike

Dip

Type

Notes

dark gray clay

NA

0

0

Bedding

Dark clay and interbedded fine-grained sand.

2

clay

NA

239

11

Bedding

Dark gray, thinly bedded clay. Identified as Seep D-D1
in Seep Investigation.

Waterfall

2

clay

NA

210

10

Bedding

Dark gray with orange surficial staining, thinly bedded
to massive clay. First observed outcrop of clay in seep
B.

Ledge

2.5

clay

NA

NM

NM

NM

Gray, massive, fat clay. Large petrified boulder
observed.

238

19

Bedding

115

23

Bedding

265

87

Joint

28.1*
28

28.2*

34.84184-78.82665

75

Black Creek
Confining Unit

Waterfall

10

clay

NA

28.3*

TR0795

Geosyntec Consultants NC P.C.

29

29.1

34.84415-78.82675

67

Black Creek
Confining Unit

30

30.1

34.84442-78.82971

147

Perched Aquifer

NR

31

31.1

34.84424-78.82683

68Black Creek
Confining Unit

NR

1

32

32.1

34.84505-78.82794

99

Surficial Aquifer

NR

1

33

33.1

34.84519-78.82806

103

Surficial Aquifer

NR

34

34.1

34.84543-78.82876

125

Perched Clay

35

35.1

34.84575-78.82959

136

36

36.1

34.84860-78.82790

62

NR

2

Waterfall outcrop of dark gray, thinly bedded clay andinterbedded fine-grained sand.

Dark gray, massive, lean clay, with iron-oxide surficial
staining and small 1cm-scale interbedded sandBeddinglaminations. First exposure observed on seep A. Seep A6, A-1

clay

NA

224

9

unconsolidated
sand

clay

NM

NM

NM

Tan brown, fine- to medium-grained, unconsolidated
sand. Identified as Seep A-7-B1 in Seep Investigation.

NA

0

0

Bedding

Dark gray clay with horizontal bedding. Identified as
Seep A8 in Seep Investigation.

clayey sand

NA

NM

NM

NM

Red-brown, massive clayey sand with nodules ofclaystone and siltstone in dry creek bed.

4

sand

NA

NM

NM

NM

Red-brown, moist, fine- to coarse-grained sand withgravel sized quartz grains. Identified as Seep A-10.

NR

2-3

clay

NA

87

8

Bedding

Red-brown and orange, moist clay with interlayers of
medium-grained sand.

Perched Clay

NR

1

clay

sand

269

8

Black Creek
Confining UnitNR

4petrified wood

NA

NM

NM

Page 3 of 4

Reddish gray, clay overlying orange, medium- to coarse
grained, hematite-rich sand and interbedded clay.
NM

4 foot in diameter, petrified tree trunk and dark red togray, massive fat clay. Identified as Seep A-5.

September 2019

TABLE 6-1
SUMMARY OF FINDINGS OF GEOLOGIC MAPPING STUDY
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC P.C.

Map ID

Station ID

LatitudeLongitude

Estimated
Elevation(ft NAVD 88)

Unit

Outcrop TypeThickness
(ft)

Major
Lithology

Minor
Lithology

Strike

Dip

Type

Notes

37

37.1

34.84860-78.82799

65Black Creek
Confining Unit

NR

0.5

clay

NA

NM

NM

NM

Dark red to gray, massive, fat clay.

38

38.1

32.84858-78.82819

72

Black Creek
Confining Unit

NR

6-7

clay

NA

NM

NM

NM

Dark to light gray, intricately layer/interbedded clay
and fine- to medium-grained sand.

39

39.1

34.85524-78.83652

53

Black Creek
Confining Unit

NR

10

clay

NA

352

46

Joint

Light to dark gray clay with cm-scale, fine-grained sandlenses throughout with local lignite layers. Outcrop isapproximately 100 feet in length.

40

40.1

34.85582-78.83624

54Black Creek
Confining Unit

NR

3.5

clay

NA

0

0

BeddingLight to dark gray clay with cm-scale, fine-grained sandlenses throughout with local lignite layers. Outcrop isapproximately 70 feet in length.

41

41.1

34.85572-78.83624

53

Black Creek
Confining Unit

NR

10

clay

NA

0

0

Light to dark gray clay with cm-scale, fine-grained sandlenses throughout with local lignite layers. Outcrop isapproximately 50 feet in length.

Notes:
1. * indicates multiple station ID's at the same outcrop.
2. ** indicates station locations at different outcrops but within the same vicinity.
3. Latitude and longitude were measured by Parson's field staff using Arc Collector in conjuction with the Garmin Glow GPS.
4. Elevations were estimated from 2018 USGS topographic map.
5. ft above MSL - feet above mean sea level.
6. Strikes and dips were measured using a Brunton compass.
7. Seep ID's are referenced from Geosyntec 2019, Seeps and Creeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.
8. Soil classification are based off of Unified Soil Classification System
9. Abbreviations:ft - feet
NAVD 88 - North American Vertical Datum of 1988
NA - not applicable
NM - not measured
NR - not recorded

TR0795

Page 4 of 4

September 2019

TABLE 6-2
BLACK CREEK AQUIFER HPT/EC AND SITE BORING LOCATIONS
Chemours Fayetteville Works, North Carolina

Location

Northing(ft NAD83)

Easting(ft NAD83)

Ground Surface Elevation(ft NAVD88)

Total depth(ft bgs)

HP-1
HP-2
HP-3
HP-4
HP-5
HP-6
HP-7
HP-8
HP-9
HP-10
HP-11
HP-12
HP-13
HP-14
HP-15
HP-16
HP-17
HP-18
HP-19
HP-20
HP-21
HP-22
HP-23
HP-24
HP-25
HP-26
HP-27
HP-28
HP-29
HP-30
HP-32
PIW-1 Soil Boring
PIW-2 Soil Boring
PIW-3 Soil Boring
PIW-4 Soil Boring
PIW-5 Soil Boring
PIW-6 Soil Boring
PIW-7 Soil Boring
PIW-8 Soil Boring
PIW-9 Soil Boring
PIW-10 Soil Boring

400,542.77
399,790.41
399,855.35
399,557.56
399,072.61
398,840.96
398,622.53
398,122.18
397,291.74
396,797.17
396,461.16
396,160.77
395,108.74
397,002.02
396,640.14
395,745.63
398,518.90
398,293.08
397,889.29
398,154.53
398,820.85
398,965.01
399,254.49
399,707.38
400,010.14
400,478.43
399,929.02
399,842.95
395,470.22
395,945.14
396,411.92
400,540.61
399,922.75
399,711.75
398,817.36
398,520.38
398,118.14
396,787.00
396,403.38
396,148.11
395,104.67

2,051,769.54
2,050,646.37
2,052,002.66
2,052,156.19
2,052,255.15
2,052,354.26
2,051,900.10
2,052,551.75
2,052,580.52
2,052,590.10
2,052,738.02
2,052,239.55
2,052,293.91
2,052,566.93
2,052,695.99
2,052,301.19
2,051,952.48
2,052,261.92
2,052,569.27
2,052,324.27
2,052,095.97
2,052,327.94
2,052,205.62
2,052,092.32
2,051,444.05
2,051,814.36
2,051,252.78
2,050,933.40
2,052,350.89
2,052,345.55
2,052,674.49
2,051,792.59
2,051,317.64
2,052,088.80
2,052,102.82
2,051,951.26
2,052,540.57
2,052,589.49
2,052,682.02
2,052,251.10
2,052,297.04

53
142
51
49
49
48
76
49
48
45
48
77
74
46
45
70
72
46
50
47
48
50
50
50
90
55
92
118
70
69
44
50.78
98.16
50.51
50.37
72.68
49.85
45.81
45.92
76.80
73.32

45
62
36
33
41
47
13.5
39
47
44
48
55
52
45
48
50
38
44
47
45
46
37
35
32
44
44
44
42
45
43
45
42.5
79
30
40
45
40
50
40
49
59

Geosyntec Consultants of NC P.C.

Location notes
co-located with PIW-1 soil boringco-located with BCA-01
co-located with LTW-01
co-located with LTW-02
co-located with LTW-03, PIW-6 soil boringco-located with LTW-04
co-located with PIW-7 soil boringco-located with LTW-05
co-located with PIW-9D
co-located with PIW-10 soil boringco-located with PIW-5S and PW-10

co-located with PIW-3 soil boringco-located with PIW-2 soil boringco-located with PIW-8 soil boring

Notes:
1. Locations for HPT borings (HP-1 through HP-32) were not surveyed and are approximate. PIW-soil boring locations reported correspond to surveyed co-ordinates for a shallow well location where a shallow and a deep
well were co-located. PIW-well locations are provided in Table 5.
2. Ground surface elevations for HPT borings are estimated from LIDAR ground surface elevations. LIDAR ground surface elevation from 20-Foot DEM Elevation Service collected by NC Floodplain Mapping Program andprocessed by NC DOT - GIS Unit.Service URL:https://services.nconemap.gov/secure/rest/services/Elevation/DEM20ft_DEM/ImageServer last accessed 6-19-2019 23:24
3. Ground surface elevations for PIW-soil borings correspond to surveyed co-ordinates for a shallow well location where a shallow and a deep well were co-located. PIW-well ground surface elevations are provided in Table 63.
4. LIDAR estimated ground surface elevations underestimate surveyed ground surface elevations by 0.4 - 1.0 feet.
5. Abbreviaitons:
ft bgs - feet below ground surface
ft - feet
NAD 83 - North America Datum 1983
NAVD 88 - North American Vertical Datum of 1988

TR0795

Page 1 of 1

September 2019

TABLE 6-3
WELL CONSTRUCTION DETAILS
Chemours Fayetteville Works, North Carolina

TR0795Area

Well ID

Northing(ft, NAD83)

Easting(ft, NAD83)

Installation
Date

CasingConstruction

OnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsite

BCA-01
BCA-02
BCA-03R
BCA-04
FTA-01
FTA-02
FTA-03
INSITU-01
INSITU-02
LTW-01
LTW-02
LTW-03
LTW-04LTW-05
MW-1S
MW-2S
MW-7S
MW-8S
MW-9S
MW-11
MW-12S
MW-13D
MW-14D
MW-15DRR
MW-16D
MW-17D
MW-18D
MW-19D
MW-20D
MW-21D
MW-22D
MW-23
MW-24
MW-25
MW-26
MW-27
MW-28
MW-30
MW-31
MW-32
MW-33
MW-34
MW-35
MW-36
NAF-01
NAF-02399780.058
396242.322
398582.23
395877.665
397907.5036
397786.4293
397767.0874
401658.20
401863.46
399566.17
398848.36
398115.15
397280.2401
396430.68
397080.3135
396934.7481
397444.5245
397096.4767
396760.1617
396544.4
397253.6045
397119.015
396974.485
398580.71
398493.703
398401.741
400947.378
401151.328
400791.284
399501.7
398518.177
396237.61
397303.94
396753.37
396265.18
396010.33
395719.79
397340.79
396390.502
396359.577
396337.507
396352.902
396332.943
396320.088
398349.7685
398662.7963

2050662.219
2051062.209
2049522.22
2047823.111
2049373.609
2049206.271
2049313.856
2046077.31
2049136.62
2052149.95
2052354.37
2052557.52
2052583.6
2052738.06
2049120.726
2049321.849
2049809.731
2049867.768
2049734.296
2049051.06
2049273.891
2049821.123
2049074.561
2049511.75
2048402.838
2047366.496
2046574.719
2048272.989
2048733.906
2047074.955
2048362.681
2051063.25
2048767.69
2050989.82
2051484.67
2051472
2051165.93
2050776.09
2049622.884
2049651.789
2049678.558
2049619.086
2049631.155
2049651.174
2050338.812
2050640.863

11/20/2017
11/16/2017
11/7/201811/28/2017
11/14/2002
11/13/2002
11/13/2002
12/13/2005
12/13/2005
1/16/2006
1/16/2006
1/5/2006
12/22/2005
12/21/2005
2/28/1972
2/30/72
7/21/1983
7/23/1983
11/3/1983
5/31/2005
11/1/1983
3/20/2013
3/21/2013
11/8/2018
4/2/2013
4/3/2013
11/17/2017
11/18/2017
11/18/2017
11/22/2017
12/1/2017
7/26/2018
7/26/201810/23/2018
10/22/2018
10/22/2018
10/22/2018
10/23/2018
4/17/2019
4/16/2019
4/16/20194/17/2019
4/16/2019
4/16/201912/5/2002
12/4/2002

PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
Stainless SteelStainless SteelStainless SteelStainless Steel
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
Stainless Steel

CasingDiameter
(in)
2
2
2
2
2
2
2
3/4
3/4
2
2
2
2
2
4
4
2
2
2
2
2
2
2
2
2
2
2
2
2
2
6
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2

Well Casing
Depth
(ft)
101.0
102.0
98.0
104.0
22.0
12.0-22.0
22.0
17.0
17.0
26.0
38.0
30.0
27.0
44.0
32.3
29.3
15.6
14.9
22.5
21.5
22.5
67.0
72.0
62.5
82.0
67.0
60.0
56.0
75.0
82.0
72.0
14.5
23.8
17.0
10.0
15.0
14.0
15.0
22.0
18.5
17.0
22.0
19.0
17.0
15.0
15.0

Screened
Interval(ft)
91 to 101
92 to 102
88 to 98
94 to 104
12.0-22.0
11.5-21.5
12.0-22.0
7.0-17.0
7.0-17.0
11.0-26.0
28.0-38.0
15.0-30.0
12.0-27.0
29.0-44.0
21.0-24.0
19.0-23.0NANA
17.5-22.5
11.5-21.5
17.5-22.5
57 to 67
62 to 72
52.5 to 62.5
72 to 82
57 to 67
50 to 60
46 to 56
65 to 75
72 to 82
52 to 72
9.5 to 14.5
18.8 to 23.8
12 to 17
5 to 1010 to 15
9 to 1410 to 15
17-22
13-18.5
12-17
17-22
14-19
12-17
5.0-15.0
5.0-15.0

Page 1 of 4

Filter Pack
Interval(ft)
88 to 101
89 to 10285.1 to 98
91 to 104
10.0-22.0
9.5-21.5
10.0-22.0
7.0-17.0
7.0-17.0
9.0-26.0
25.8-38.0
13.0-30.0
9.5-27.0
27.0-44.0
NA
NA
NA
NA
15.0-22.5
9.3-21.5
15.5-22.5
54 to 67
60 to 72
49 to 62.5
69 to 82
54 to 70
47 to 60
43 to 56
62 to 73
68 to 82
49 to 72
7.5 14.5
16 to 23.8
9 to 20
4 to 15
8 to 20
7 to 15
8 to 20
14-17
10-18.5
10-17
14-22
12-19
10-17
4.0-15.0
4.0-15.0

Bentonite Seal
Interval(ft)
83 to 88
84 to 89
98 to 108 / 82.5 to 85.1
84 to 91
8.0-10.0
7.5-21.5
8.0-10.0NANA
6.0-9.0
23.5-25.8
11.0-13.0
7.5-9.5
25.0-27.0
NA
NA
NA
NA
14.0-15.0
7.3-9.3
14.5-15.5
50 to 5453.5 to 60
44 to 49
82 to 87 / 65 to 69
70 to 77 / 51 to 54
40 to 47
38 to 43
58 to 62
62 to 68
43 to 49
4 to 7.5
14 to 16
7 to 92 to 46 to 85 to 7
6 to 8
12-14
8-10
8-10
12-14
10-12
8-10
2.0-4.0
2.0-4.0

Geosyntec Consultants NC P.C.

Grout
Interval(ft)
0 to 83
0 to 84
0 to 82.5
0 to 84
0.0-8.0
0.0-7.5
0.0-8.0
0.0-7.0
0.0-7.0
0.0-6.0
0.0-23.5
0.0-11.0
0.0-7.5
0.0-25.0
NA
NA
NA
NA
0.0-14.0
0.0-7.3
0.0-14.5
0 to 50
0 to 53.5
0 to 44
0 to 65
0 to 51
0 to 40
0 to 38
0 to 58
0 to 62
0 to 49
0 to 40 to 140 to 70 to 20 to 60 to 50 to 6
0-12
0-8
0-8
0-12
0-10
0-8
0.0-2.0
0.0-2.0

GroundElevation(ft NAVD88)

TOC
Elevation(ft NAVD88)

Aquifer

Sampled BetweenJun 1, 2019 and
Sept. 20, 2019?

143.26145.20148.15147.07147.20NM
147.58115.99110.71
51.22
50.03
50.33
49.34
49.29
149.13149.70NM
NM
151.77145.44149.89145.77146.48148.05145.84145.80104.81
136.30133.97148.05146.57145.17147.11145.00144.90144.39141.52144.95145.48144.63144.28145.17145.03144.68146.61147.05146.3
148.42150.82150.24150.63150.28151.08118.2
113.12
53.83
52.48
52.91
51.86
52.01
149.93149.91147.47146.48154.39148.53152.06148.65149.73150.92148.41
146.117107.57139.55137.18151.384
149.06148.34150.31147.59147.7
146.83144.7
147.67147.699147.106
146.82147.972
147.541147.889149.66150.31

Black Creek AquiferBlack Creek AquiferBlack Creek AquiferBlack Creek Aquifer
Perched Zone
Perched Zone
Perched Zone
Surficial Aquifer
Surficial Aquifer
Floodplain Deposits
Black Creek Aquifer
Floodplain Deposits
Floodplain Deposits
Black Creek Aquifer
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone

Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
-Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
-Yes
-Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
-Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes

September 2019

TABLE 6-3
WELL CONSTRUCTION DETAILS
Chemours Fayetteville Works, North Carolina

TR0795Area

Well ID

Northing(ft, NAD83)

Easting(ft, NAD83)

Installation
Date

CasingConstruction

OnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteNAF-03
NAF-04
NAF-05A
NAF-05B
NAF-06
NAF-07
NAF-08A
NAF-08B
NAF-09
NAF-10
NAF-11A
NAF-11B
NAF-12
NAF-13
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-4D
PIW-5S
PIW-6S
PIW-7D
PIW-7S
PIW-8D
PIW-9D
PIW-9S
PIW-10DR
PIW-10S
PW-01
PW-02
PW-03
PW-04
PW-05
PW-06
PW-07
PW-09
PW-10R
PW-11
PW-12
PW-13
PW-14
PW-15R
PZ-11
PZ-12
PZ-13
PZ-14

398580.6546
398446.998
398641.2197
398660.2278
398809.6599
398899.33
398097.99
398095.64
397711.0932
397612.5699
398909.29
398911.13
398270.555
398370.49400547.772
400540.611
399922.745
399711.752
398817.363
398520.381
398118.144
396787.693
396786.995
396403.378
396155.974
396148.111
395093.99
395104.674
399064.799
399779.064
397339.809
394659.549
395873.1
392868390847.706
401997.391
398516.115
394354.363
399500.447
397584.263
397325.648
398900.875
398646.2549
399094.958
397708.0665
397589.9185

2050755.433
2050718.95
2051024.85
2051021.814
2050911.91
2050616.5
2050886.62
2050879.94
2050806.518
2050423.15
2050999.92
2050995.88
2050777.49
2051260.72
2051801.42
2051792.586
2051317.641
2052088.8022052102.819
2051951.26
2052540.567
2052595.368
2052589.486
2052682.019
2052250.911
2052251.101
2052297.3
2052297.041
2049654.303
2050649.466
2050765.319
2050940.657
2047812.929
2045288.765
2049258.256
2048980.544
2051936.585
2052226.721
2047063.51
2048029.184
2050766.359
2051011.753
2049820.937
2048981.781
2050991.731
2050618.271

12/4/2002
12/4/2002
10/10/2005
10/12/2005
5/26/2005
5/20/2005
6/1/2005
6/1/2005
5/19/2005
5/19/2005
6/3/2005
6/5/2005
3/28/201310/16/2018
7/2/2019
6/28/20198/15/2019
7/2/2019
7/1/2019
7/9/2019
6/28/2019
6/26/20196/25/2019
6/26/2019
7/2/2019
6/26/20198/16/20196/25/2019
7/30/2019
7/30/2019
7/23/20197/24/2019
7/26/2019
7/29/20197/24/20198/12/2019
8/9/2019
7/25/2019
8/1/2019
8/23/20198/27/20198/14/20193/12/2004
3/12/2004
3/17/2004
3/11/2004

Stainless SteelStainless SteelStainless SteelStainless SteelStainless SteelStainless SteelStainless SteelStainless Steel
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC

CasingDiameter
(in)
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
3/4
3/4
3/4
3/4

Well Casing
Depth
(ft)
15.0
15.0
NA
NA
12.75
15.5
15.0
53.5
17.0
18.25
7.5
43.5
23
16
29.5
17.8
50
24
37.3
19.8
28
34
17
40.5
45
29.8
60.5
17
21
60
45
27
75
29
38
54
67
64
119
130
146
120
20
20.1
12.1
14

Screened
Interval(ft)
5.0-15.0
5.0-15.0NANA
2.75-12.75
5.5-15.5
5.0-15.0
43.5-53.5
7.0-17.0
8.25-18.25
2.5-7.5
33.5-43.5
18 to 23
11 to 1624.5 to 29.5
7.8 - 17.8
40 - 50
19 - 24
32.3 - 37.3
9.8 - 19.8
18 - 28
29 - 34
7 - 1735.5 - 45.5
40 - 45
24.8 - 29.8
53 - 58
7 - 17
11 - 2150 - 60
35 - 45
17 - 2765 - 75
19 - 29
28 - 38
44 - 54
57 - 67
53 - 63
109 - 119120 - 130
136 - 146
110 - 12015-20
15.1-20.1
7.1-12.1
9.0-14.0

Page 2 of 4

Filter Pack
Interval(ft)
4.0-15.0
4.0-15.0NANA
2.0-12.75
3.0-15.5
3.0-15.0
41.5-53.5
5.0-17.0
6.25-18.25
2.0-7.5
31.5-43.5
16.2 to 23
8.5 to 20
23 - 30
6 - 1838 - 50
17 - 24.8
30 - 38
8 - 20.2
16 - 28.2
26 - 34.2
5.2 - 18
32 - 40.5
38.1 - 49
23 - 3050.7 - 60.5
5.3 - 17.3
9 - 2147.5 - 60
33 - 45
15 - 27
63 - 75
17 - 29
26 - 38
42 - 54
55 - 67
51 - 64
106 - 119118 - 130134 - 146
108 - 12015-20
15.1-20.1
7.1-12.1
9.0-14.0

Bentonite Seal
Interval(ft)
2.0-4.0
2.0-4.0NANA
0.25-2.0
1.0-3.0
1.0-3.0
39.5-41.5
3.0-5.0
4.25-6.25
0.5-2.0
26.5-31.5
13.1 to 16.2
5 to 8.5
20 - 23
2-6
36 - 38
15 - 1728 - 30
6-8
14 - 1622 - 26
2.2 - 5.2
29 - 3235.5 - 38.1
19 - 23
48 - 50.7
3 - 5.3
7-9
45.5 - 47.5
31 - 33
13 - 1560.5 - 63
15 - 1723.5 - 26
40 - 4252 - 55
49 - 51
103 - 106
115 - 118
131 - 134
105 - 10812-15
12.1-15.1
4.1-7.1
6.0-9.0

Geosyntec Consultants NC P.C.

Grout
Interval(ft)
0.0-2.0
0.0-2.0NANA
0.0-0.25
0.0-1.0
0.0-1.0
0.0-39.5
0.0-3.0
0.0-4.25
0.0-0.5
0.0-26.5
0 to 13.1
0 to 50 - 200-2
0 - 360 - 150 - 280-6
0 - 140 - 220 - 2.2
0 - 290 - 35.5
0 - 190 - 480-3
0-7
0 - 45.5
0 - 31
0 - 130 - 60.5
0 - 150 - 23.5
0 - 400 - 520 - 490 - 1030 - 115
0 - 131
0 - 105
NA
NA
NA
NA

GroundElevation(ft NAVD88)

TOC
Elevation(ft NAVD88)

Aquifer

Sampled BetweenJun 1, 2019 and
Sept. 20, 2019?

147.38147.90NANA
143.17146.73145.54145.62146.52146.94137.55137.55NA
149.64
49.53
50.78
98.16
50.51
50.37
72.68
49.85
45.78
45.81
45.92
76.75
76.80
73.29
73.30
146.63143.76144.9794.74
147.16144.76144.90
74.76
73.28
70.19
148.05146.52145.13133.33148.48148.31
146.69146.75150.44148.1
NANA
146.43149.69148.82148.86149.29150
140.59140.74145.932
152.2952.33
54.198100.8553.31553.04175.18853.35948.59748.39248.51879.52979.53275.91
76.451149.547146.431147.967
97.751150.336
147.691148.1672.03
75.9
73.263150.61149.36147.97136.14151.03150.91149.2
148.38Perched Zone
Perched Zone
Perched Zone
Surficial Aquifer
Perched Zone
Perched Zone
Perched Zone
Surficial Aquifer
Perched Zone
Perched Zone
Perched Zone
Surficial Aquifer
Perched Zone
Perched Zone
Surficial Aquifer
Floodplain Deposits
Black Creek AquiferBlack Creek AquiferBlack Creek Aquifer
Surficial Aquifer
Floodplain Deposits
Black Creek Aquifer
Floodplain Deposits
Black Creek AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial Aquifer
Perched Zone
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial AquiferBlack Creek AquiferBlack Creek AquiferBlack Creek AquiferBlack Creek AquiferBlack Creek AquiferBlack Creek AquiferBlack Creek Aquifer
Perched Zone
Perched Zone
Perched Zone
Perched Zone

Yes
Yes
--Yes
Yes
Yes
-Yes
Yes
--Yes
-Yes
-Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes

September 2019

TABLE 6-3
WELL CONSTRUCTION DETAILS
Chemours Fayetteville Works, North Carolina

TR0795

Geosyntec Consultants NC P.C.

Area

Well ID

Northing(ft, NAD83)

Easting(ft, NAD83)

Installation
Date

CasingConstruction

CasingDiameter(in)Well Casing
Depth
(ft)

Screened
Interval(ft)

Filter Pack
Interval(ft)

Bentonite Seal
Interval
(ft)

Grout
Interval(ft)

GroundElevation(ft NAVD88)

TOC
Elevation(ft NAVD88)

Aquifer

Sampled BetweenJun 1, 2019 and
Sept. 20, 2019?

OnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOnsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsite

PZ-15
PZ-17
PZ-19R
PZ-20RPZ-21R
PZ-22
PZ-24
PZ-25
PZ-26
PZ-27
PZ-28
PZ-29
PZ-31
PZ-32
PZ-33
PZ-34
PZ-35
SMW-01
SMW-02
SMW-02B
SMW-03
SMW-03B
SMW-04A
SMW-04B
SMW-05
SMW-05P
SMW-06
SMW-06B
SMW-07
SMW-08
SMW-08B
SMW-09SMW-10
SMW-11
SMW-12
Bladen-1S
Bladen-1D
Bladen-2S
Bladen-2D
Bladen-3S
Bladen-3D
Bladen-4S
Bladen-4D
Cumberland-1S
Cumberland-1D
Cumberland-2S

396805.0927
396614.815
397998.663
398185.809
398445.157
397272.8
396117.94
396753.94
396059.78
395922.11396304.55
396371.49
396428.73
396418.471
396308.915
396292.05
398232.643
395295.7504
399983.7529
399983.478
399778.25
399785.752
399668.71
399667.1219
399334.0651
399338.61
399172.346
399144.744
398932.907
399064.972
399058.325
401076.889
402307.305
401996.154
401314.202
387516.283
387519.56
368818.784
368824.414
396859.62
396854.291
363260.51
363252.434
431464.38
431457.26
449976.40

2050112.022
2048872.689
2049919.516
2049784.598
2049883.125
2052584.04
2050744.07
2050991.05
2050382.35
2050376.76
2049933.79
2049768.94
2049594.355
2049713.787
2049707.661
2049595.039
2050020.494
2043679.192
2050654.772
2050660.475
2049445.96
2049421.539
2048387.57
2048390.301
2048557.335
2048559.26
2048759.478
2048764.939
2048611.163
2048468.783
2048478.84
2050017.409
2047923.84
2048975.382
2051007.222
2050234.779
2050248.831
2042884.349
2042879.777
2059014.363
2059007.993
2087638.883
2087638.292
2011074.92
2011072.83
2074022.29

3/11/2004
3/10/2004
4/25/20194/25/2019
4/29/2019
1/11/2006
10/18/2018
10/18/2018
10/18/2018
10/19/2018
10/18/2018
10/18/2018
4/23/2019
4/23/2019
4/15/2019
4/15/2019
4/29/2019
1/23/2003
1/23/2003
10/6/2005
6/4/2005
4/4/2013
6/4/2005
10/5/2005
10/10/2005
2/21/2006
10/10/2005
4/3/2013
10/10/2005
10/11/2005
3/28/2013
4/8/2013
3/25/2013
3/26/2013
3/27/2013
8/14/20198/13/20198/16/20198/15/20198/20/20198/19/20198/21/20198/21/2019
9/13/20199/12/20199/12/2019

PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
Stainless Steel
PVC
Stainless Steel
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC

3/4
3/4
2
2
2
3/4
1
1
1
1
1
1
2
2
2
2
2
2
2
2
2
2
2
2
2
3/4
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2
2

15.2
26.1
21
20
22
46
16
19
16
17
18
18
19
18
17.5
13.5
18
15
20
53
20
82
34.5
53
20
60
22
68
23
31
68
62
49
23
98
10.25
47.25
20.6
75.25
15.25
44
15
52
25
50
17

10.2-15.2
21.1-26.1
16-21
15-20
17-22
36.0-46.0
11 to 16
14 to 19
11 to 16
12 to 17
13 to 18
13 to 18
14-19
13-18
12.5-17.5
13.5-18.5
13-18
5.0-15.0
5.0-20.0
43.0-53.0
10.0-20.0
72 to 82
19.5-34.5
43.0-53.0
10.0-20.0
45.0-60.0
12.0-22.0
58 to 68
13.0-23.0
21.0-31.0
58 to 68
52 to 62
39 to 49
13 to 2388 to 98
5 - 1037 - 47
10 - 2070 - 75
5 - 1533.75 - 43.75
4.75 - 14.75
46.75 - 51.75
15 - 25
40 - 50
7 - 17

10.2-15.2
21.1-26.1
14-21
12-20
13-22
34.0-46.0
10 to 20
12.5 to 40
10 to 20
11 to 20
11 to 20
10.5 to 20
12-19
12.5-18
10-17.5
11-18.5
11-18
4.0-15.0
4.0-20.0
40.0-53.0
8.0-20.0
69 to 82
17.5-34.5
41.0-53.0
8.0-20.0
43.0-60.0
10.0-22.0
54.5 to 68
11.0-23.0
18.5-21.0
56 to 6849.5 to 62
36.5 to 49
11 to 2386 to 98
3 - 10.25
34 - 47.25
8 - 20.6
67 - 75.25
3 - 15.25
32 - 44
43,539.00
44.5 - 51.75
13 - 25
38 - 50
5 - 17

7.2-10.2
18.1-21.1
10-14
8.5-129-13
32.0-34.0
8 to 108 to 12.5
7 to 108 to 119 to 11
8.5 to 10.5
8.5-12
10-12.5
8-10
9-11
8-11
2.0-4.0
2.0-4.0
35.0-40.0
6.0-8.0
65.5 to 69
15.5-17.5
34.0-41.0
6.0-8.0
41.0-43.0
8.0-10.0
68 to 72 / 51 to 54.5
8.5-11.0
14.5-18.5
52.5 to 56
62 to 67 / 45 to 49.5
33 to 36.5
8 to 1183 to 86
1-3
32 - 34
43,62466 - 67
1-3
29 - 32
1.5 - 341.5 - 44.5
11 - 1336 - 38
3-5

NA
NA
0-10
0-8.5
0-9
0.0-32.0
0 to 80 to 80 to 70 to 80 to 90 to 8.5
0-8.5
0-10
0-8
0-9
0-8
0.0-2.0
0.0-2.0
0.0-35.0
0.0-6.0
0 to 65.5
0.0-15.5
0.0-34.0
0.0-6.0
0.0-41.0
0.0-8.0
0 to 51
0.0-8.5
0.0-14.5
0 to 52.5
0 to 45
0 to 33
0 to 80 to 83
0-1
0 - 320-6
0 - 660-1
0 - 290 - 1.5
0 - 41.5
0 - 130 - 360-3

146.50145.00147.62148.15147.7749.03
144.76145.00144.90145.02145.60145.07144.91145.36143.94144.94147.91NA
144.74142.28148.43147.00145.46145.18144.17146.06147.92146.86147.74147.93146.75138.1673.09
69.04
113.723
81.57
81.72
143.01
143.11
79.40
79.59
64.65
64.67
179.70179.58133.87148.79150.08150.046151.29150.674
51.81
147.53147.59147.7
147.17148.64147.74147.999148.471146.715147.695
150.43136.81147.93145.211151.094150.43148.09148.372148.099
149.32150.97150.32147.64151.017148.81141.4376.26
71.95
118.2281.31
81.52
142.62142.85
78.84
79.09
64.26
64.23
179.41
179.18133.61Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Black Creek Aquifer
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Perched Zone
Surficial Aquifer
Surficial Aquifer
Surficial Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial Aquifer

Yes
-Yes
Yes
Yes
Yes
Yes
-Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
--Yes
-Yes
-Yes
--Yes
-Yes
Yes
Yes
Yes
Yes
-Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes

Page 3 of 4

September 2019

TABLE 6-3
WELL CONSTRUCTION DETAILS
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC P.C.

Area

Well ID

Northing(ft, NAD83)

Easting(ft, NAD83)

Installation
Date

CasingConstruction

CasingDiameter(in)Well Casing
Depth
(ft)

Screened
Interval(ft)

Filter Pack
Interval(ft)

Bentonite Seal
Interval
(ft)

Grout
Interval(ft)

GroundElevation(ft NAVD88)

TOC
Elevation(ft NAVD88)

Aquifer

Sampled BetweenJun 1, 2019 and
Sept. 20, 2019?

OffsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsiteOffsite

Cumberland-2D
Cumberland-3S
Cumberland-3D
Cumberland-4S
Cumberland-4D
Cumberland-5S
Cumberland-5D
Robeson-1S
Robeson-1D

449984.84
423251.95
423245.42
413083.94
413093.08
405623.27
405619.17
381405.51
381413.60

2074020.57
2060414.73
2060410.59
2078256.96
2078251.38
2138233.37
2138238.59
2020158.29
2020160.37

9/12/20199/12/20199/11/20199/11/20199/10/20199/11/20199/11/2019
9/9/2019
9/4/2019

PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC
PVC

2
2
2
2
2
2
2
2
2

57
14
27
20
67
24
57
27
53

47 - 57
9 - 1422 - 27
10 - 2057 - 67
14 - 24
52 - 57
17 - 2742.75 - 52.75

43 - 57
7 - 1420 - 27
8 - 2055 - 67
12 - 24
49 - 57
15 - 27
41 - 53

43 - 45
5-7
18 - 20
6-8
53 - 55
10 - 1247 - 49
13 - 1539 - 41

0 - 430-5
0 - 180-6
0 - 530 - 100 - 490 - 130 - 39134.0683.87
83.59
124.15124.09107.00107.02161.51161.23133.7983.62
83.34
123.93123.79106.65106.67161.22160.93Black Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer

Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes

Notes:
ft NAD83 - feet, State Plane Coordinate System North American Datum 1983
ft NAVD88 - feet, North American Vertical Datum of 1988
in - inches
ft - feetft bgs - feet below ground surface
NA - not available
NM - not measured
1. Survey completed by Freeland-Clinkscales & Associates of NC on 8-9-2019 and 9-20-2019. Well surveys not completed at the time of this report are indicated as NM. Wells to be surveyed by October 31, 2019.
2. Northing and Easting provided in feet, State Plane Coordinates for North Carolina (zone 3200) in North American Datum of 1983.
3. Ground surface and top of casing elevation reported in North American Vertical Datum of 1988.

TR0795

Page 4 of 4

September 2019

TABLE 6-4
SUMMARY OF ESTIMATED HYDRAULIC CONDUCTIVITY
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC P.C.

Geometric Mean Hydraulic Conductivity, K
Hydrogeologic Zone
K
(cm/s)

K(ft/d)

Wells Included

Floodplain Deposits

3.23 x 10

-4

4

0.9

LTW-01 , LTW-03 4

Black Creek Aquifer

9.89 x 10 -3

28.0

SMW-12, LTW-02, BCA-02, BCA-04,
BCA-01

Partially Screened across Floodplain and Black Creek Aquifer

1.86 x 10 -3

5.3

LTW-05

Notes:
1. Detailed slug test results, AQTESOLV inputs, displacement time curves and AQTESOLV outputs used to summarize results are included in Appendix E.
2. Geometric means calculated from both pneumatic and manual slug test results. No method bias was observed. Pneumatic slug tests were performed only at
locations where well screen was fully saturated. Manual slug tests were performed at all other well locations.
3. LTW-04 results not included in calculating geometric mean because initial displacement for all tests at this well suspected to display oscillatory response likely
due to inertial effects from water table across well screen.
4. Initial displacement response curve suspected to display double-straight line effect due to drainage from filter pack. Analytical solutions are fit to the secondstraight line displacement curve representing post-filter drainage, aquifer response.
5. Abbreviations:
cm/s - centimeters per second
ft/d - indicates feet per day
K - hydraulic conductivity

TR0795

Page 1 of 1

September 2019

TABLE 6-5
SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVER
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC, P.C.

Location

Date

Time of Readings

X-coordinate (ft)Y-coordinate (ft)

Water Depth (ft)

6 Inches
Above
Sediment
Surface (ºC)

3 inches
Above
Sediment
Surface (ºC)

1

8/7/2019

854

2051927.95

400688.81

24

28.48

28.5

28.54

0.06

25.25

2

8/6/2019

1633

2051867.71

400672.67

2.23

29.29

29.27

29.35

0.06

NM

3

8/9/2019

1508

2051864.40

400648.92

2.9

27.86

27.89

28

0.14

NM

4

8/6/2019

1626

2051869.61

400603.98

3.86

29.14

29.05

29.16

0.02

NM

5

8/7/2019

905

2051941.74

400569.49

22.73

28.49

28.45

28.54

0.05

25.25

6

8/6/2019

1620

2051902.25

400479.86

3.17

29.11

29.07

29.14

0.03

NM

7

8/7/2019

913

2051981.06

400450.18

20.92

28.62

28.48

28.58

0.04

21.65

8

8/6/2019

1612

2051926.53

400382.75

5.39

29.28

29.21

29.38

0.1

NM

9

8/7/2019

934

2052053.27

400327.71

24.25

28.51

28.47

28.56

0.05

24.35

10

8/6/2019

1605

2051943.54

400270.55

1.72

29.47

29.44

29.53

0.06

NM

11

8/7/2019

957

2052010.65

400241.65

22.3

28.56

28.53

28.62

0.06

NM

12

8/5/2019

1510

2052011.79

400163.91

8.5

28.78

28.73

28.82

0.04

NM

13

8/7/2019

1018

2052131.34

400119.72

24.5

28.63

28.56

28.6

0.03

NM

14

8/5/2019

1522

2052069.26

400062.48

11.5

28.86

28.8

28.89

0.03

NM

15

8/7/2019

1139

2052126.57

399998.68

23

28.81

28.63

28.79

0.02

27.35

16

8/5/2019

1531

2052117.71

399938.94

9.1

29.25

29.2

29.27

0.02

NM

17

8/7/2019

1154

2052179.91

399886.97

21.4

28.68

28.61

28.72

0.04

26.35

18

8/5/2019

1548

2052170.35

399811.83

2.4

29.26

29.24

29.41

0.15

NM

19

8/7/2019

1204

2052214.08

399811.78

22.1

28.7

28.63

28.74

0.04

26.35

20

8/5/2019

1646

2052225.50

399737.20

19.6

28.8

28.71

28.77

0.03

NM

21

8/7/2019

1211

2052256.29

399658.05

22.9

28.8

28.74

28.81

0.01

25.35

22

8/5/2019

1653

2052243.48

399624.04

9.13

29.08

29.1

29.17

0.09

NM

TR0795

Page 1 of 6

1 inch into
Temperature Difference
Sediment between Porewater and 6 inches
Surface (ºC) Above Sediment Surface (ºC)

Depth of Thalweg
along Transect (ft)September 2019

TABLE 6-5
SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVER
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC, P.C.

Location

Date

Time of Readings

X-coordinate (ft)Y-coordinate (ft)

Water Depth (ft)

6 Inches
Above
Sediment
Surface (ºC)

3 inches
Above
Sediment
Surface (ºC)

23

8/7/2019

1222

2052276.72

399585.31

20.4

28.77

28.72

28.78

0.01

22.35

24

8/6/2019

821

2052276.14

399534.91

13.78

28.89

28.68

28.75

0.14

22.35

25

8/7/2019

1240

2052346.66

399454.93

24.22

28.76

28.68

28.77

0.01

25.35

26

8/6/2019

828

2052334.43

399409.60

12.13

28.73

28.7

28.8

0.07

NM

27

8/7/2019

1251

2052379.34

399359.14

20.15

28.81

28.75

28.82

0.01

25.95

28

8/6/2019

835

2052381.06

399286.39

5.57

28.74

28.72

28.78

0.04

NM

29

8/7/2019

1309

2052414.92

399258.49

20.86

28.76

28.72

28.81

0.05

25.85

30

8/6/2019

841

2052405.69

399207.92

8.53

28.81

28.76

28.84

0.03

NM

31

8/7/2019

1349

2052453.15

399143.02

20.3

28.94

29.04

29.07

0.13

25.35

32

8/6/2019

847

2052470.92

399026.46

9.19

28.73

28.7

28.79

0.06

NM

33

8/7/2019

1400

2052508.45

399016.99

20.1

28.96

28.92

28.98

0.02

22.95

34

8/6/2019

855

2052504.53

398929.07

11.2

28.83

28.76

28.79

0.04

NM

35

8/7/2019

1421

2052532.25

398900.49

20.2

28.93

28.89

28.97

0.04

24.5

36

8/6/2019

901

2052523.62

398840.41

6.42

28.65

28.61

28.75

0.1

23.35

37

8/7/2019

1421

2052555.07

398784.04

17.5

28.96

28.92

28.99

0.03

23.35

38

8/6/219910

2052558.47

398724.32

6.8

28.88

28.94

28.82

0.06

NM

39

8/8/2019

920

2052599.58

398716.13

22.5

28.95

28.94

29.01

0.06

21.75

40

8/7/2019

1430

2052600.19

398696.34

22

28.78

28.9

28.98

0.2

21.65

41

8/8/2019

913

2052638.07

398694.60

20.7

28.94

28.94

29.01

0.07

22.5

42

8/8/2019

901

2052574.46

398657.64

11.42

28.98

29.04

29.05

0.07

24.15

43

8/8/2019

907

2052625.36

398651.56

21.7

28.9

28.95

29.01

0.11

24.15

44

8/6/2019

923

2052576.31

398616.16

1.95

27.9

25.88

24.45

3.45

NM

TR0795

Page 2 of 6

1 inch into
Temperature Difference
Sediment between Porewater and 6 inches
Surface (ºC) Above Sediment Surface (ºC)

Depth of Thalweg
along Transect (ft)September 2019

TABLE 6-5
SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVER
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC, P.C.

Location

Date

Time of Readings

X-coordinate (ft)Y-coordinate (ft)

Water Depth (ft)

6 Inches
Above
Sediment
Surface (ºC)

3 inches
Above
Sediment
Surface (ºC)

45

8/6/2019

933

2052565.83

398609.02

0.82

24.27

20.5

20.62

3.65

NM

46

8/8/2019

925

2052634.22

398591.59

20.1

28.96

28.95

29.02

0.06

23.5

47

8/7/2019

1740

2052675.76

398528.44

19.6

29.23

29.34

29.38

0.15

23.35

48

8/8/2019

932

2052616.72

398516.34

15.7

28.97

28.97

29.02

0.05

22.75

49

8/6/2019

943

2052618.96

398477.23

11.66

28.55

28.29

28.24

0.31

NM

50

8/8/2019

943

2052643.92

398455.50

18.1

28.97

28.97

29.02

0.05

NM

51

8/8/2019

950

2052789.66

398448.77

19.3

28.95

28.93

29

0.05

23.55

52

8/7/2109

1735

2052718.88

398401.65

19.2

29.32

29.31

29.37

0.05

22.45

53

8/6/2019

949

2052605.12

398373.59

1.83

28.89

28.85

28.82

0.07

NM

54

8/8/2019

957

2052795.08

398347.82

20.8

28.93

28.94

29

0.07

21.65

55

8/7/2019

1728

2052737.13

398280.66

19.6

29.28

29.34

29.39

0.11

21.85

56

8/6/2019

956

2052638.10

398253.94

1.78

29.1

29.01

29.04

0.06

NM

57

8/8/2019

1004

2052837.14

398217.07

20.12

28.93

28.93

29.01

0.08

22.35

58

8/7/2019

1723

2052696.54

398176.49

18.6

29.28

29.28

29.32

0.04

21.45

59

8/6/2019

1004

2052654.44

398152.47

2.23

29.21

29.06

29.11

0.1

NM

60

8/8/2019

1010

2052815.45

398097.21

19.32

28.84

28.91

28.98

0.14

21.15

61

8/7/2019

1717

2052760.08

398064.46

18

29.26

29.19

29.29

0.03

21.45

62

8/6/2019

1016

2052680.39

397995.58

1.37

29.23

29.07

29.19

0.04

NM

63

8/8/2019

1017

2052854.15

397975.47

20.8

28.91

28.94

29

0.09

22.15

64

8/7/2019

1708

2052741.75

397951.82

20.2

29.17

29.24

29.27

0.1

20.65

65

8/6/2019

1030

2052705.78

397868.41

2.31

29

28.92

29.11

0.11

NM

66

8/7/2191700

2052743.54

397845.88

20.1

29.29

29.31

29.31

0.02

21.85

TR0795

Page 3 of 6

1 inch into
Temperature Difference
Sediment between Porewater and 6 inches
Surface (ºC) Above Sediment Surface (ºC)

Depth of Thalweg
along Transect (ft)September 2019

TABLE 6-5
SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVER
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC, P.C.

Location

Date

Time of Readings

X-coordinate (ft)Y-coordinate (ft)

Water Depth (ft)

6 Inches
Above
Sediment
Surface (ºC)

3 inches
Above
Sediment
Surface (ºC)

67

8/8/2019

1026

2052812.81

397827.23

18.22

28.89

28.99

29.05

0.16

22.65

68

8/6/2019

1039

2052729.84

397753.40

2.16

28.94

28.98

29.07

0.13

NM

69

8/7/2019

1657

2052779.36

397700.72

19.7

29.22

29.22

29.26

0.04

21.15

70

8-Aug

1035

2052721.38

397674.71

0.96

29.29

29.26

29.35

0.06

21.15

71

8/6/2019

1047

2052732.24

397632.42

1.17

28.96

29.07

29.18

0.22

NM

72

8/8/2019

1114

2052787.90

397628.95

21

29.02

28.99

29.04

0.02

22.65

73

8/8/2019

1132

2052727.29

397588.40

0.8

27.87

24.41

22.62

5.25

NM

74

8-Aug

1148

2052728.34

397586.32

0.9

29.61

29.46

29.39

0.22

NM

75

8/7/2019

1644

2052783.78

397572.91

20.9

29.08

29.21

29.12

0.04

23.5

76

8/8/2019

1119

2052773.98

397546.72

11.53

28.99

28.99

29.08

0.09

NM

77

8/6/2019

1332

2052754.05

397515.07

1.67

29.94

29.86

29.92

0.02

NM

78

8/7/2019

1633

2052789.22

397426.72

19.1

29.1

29.1

29.16

0.06

22.85

79

8/6/2019

1551

2052783.81

397365.65

7.84

29.26

29.18

29.3

0.04

NM

80

8/7/2019

1624

2052809.44

397289.03

22.6

29.18

29.16

29.17

0.01

23.95

81

8/6/2019

1444

2052780.80

397242.45

2.8

29.52

29.51

29.5

0.02

NM

82

8/7/2019

1616

2052817.47

397160.43

19

29.11

29.07

29.14

0.03

23.35

83

8/6/2019

1436

2052794.61

397107.69

1.32

29.53

29.54

29.6

0.07

NM

84

8/7/2019

1610

2052819.35

397061.10

13.1

29.1

29.08

29.13

0.03

22.35

85

8/6/2019

1429

2052815.50

396971.19

2.56

29.51

29.49

29.58

0.07

NM

86

8/7/2019

1603

2052836.75

396947.33

13.1

29.1

29.05

29.11

0.01

23.35

87

8/6/2019

1417

2052835.73

396883.71

4.7

29.17

29.07

29.28

0.11

NM

88

8/7/2019

1557

2052861.87

396840.00

20.79

28.98

28.94

29.02

0.04

24.5

TR0795

Page 4 of 6

1 inch into
Temperature Difference
Sediment between Porewater and 6 inches
Surface (ºC) Above Sediment Surface (ºC)

Depth of Thalweg
along Transect (ft)September 2019

TABLE 6-5
SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVER
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC, P.C.

Location

Date

Time of Readings

X-coordinate (ft)Y-coordinate (ft)

Water Depth (ft)

6 Inches
Above
Sediment
Surface (ºC)

3 inches
Above
Sediment
Surface (ºC)

89

8/6/2019

1410

2052842.43

396784.31

5.71

29.27

29.16

29.28

0.01

NM

90

8/7/2019

1546

2052877.37

396741.11

23.27

28.96

28.92

29

0.04

23.95

91

8/6/2019

1403

2052853.13

396695.94

2.93

29.45

29.37

29.32

0.13

NM

92

8/7/2019

1535

2052880.52

396668.16

18.22

28.94

28.88

28.96

0.02

23.15

93

8/8/2019

1222

2052851.42

396630.08

1.34

29.72

29.7

29.75

0.03

NM

94

8/6/2019

1353

2052864.10

396606.77

4.42

29.68

29.48

29.37

0.31

NM

95

8/8/2019

1226

2052878.64

396604.32

12.42

29.21

29.22

29.22

0.01

NM

96

8/8/2019

1233

2052866.77

396581.15

1.22

29.61

29.59

29.65

0.04

NM

97

8/9/2019

14.57

2052891.16

396543.37

11.1

29.7

29.77

29.6

0.1

NM

98

8/8/2019

1245

2052916.85

396487.21

20.2

29.13

29.12

29.17

0.04

22.35

99

8/6/2019

1135

2052873.66

396478.63

1.8

30.08

29.83

29.47

0.61

NM

100

8/9/2019

1444

2052904.82

396390.59

14.75

29.53

29.66

29.69

0.16

22.45

101

8/6/2019

1144

2052892.59

396301.20

1.72

30.07

30.05

30.08

0.01

NM

102

8/9/2019

1431

2052917.29

396277.98

13.2

29.64

29.54

29.71

0.07

23.95

103

8/6/2019

1154

2052897.30

396173.56

1.68

29.8

29.74

29.66

0.14

NM

104

8/9/2019

1418

2052914.55

396158.69

6.05

29.63

29.62

29.35

0.28

23.35

105

8/8/2019

1328

2052902.18

396070.43

0.84

29.52

26.4

25.63

3.89

NM

106

8/8/2019

1346

2052906.18

396065.65

1.15

30

29.89

29.68

0.32

22.85

107

8/6/2019

1201

2052914.75

396065.35

3.78

29.3

29.25

29.29

0.01

NM

108

8/9/2019

1358

2052930.71

396018.09

11.94

29.38

29.5

29.51

0.13

21.85

TR0795

Page 5 of 6

1 inch into
Temperature Difference
Sediment between Porewater and 6 inches
Surface (ºC) Above Sediment Surface (ºC)

Depth of Thalweg
along Transect (ft)September 2019

TABLE 6-5
SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVER
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants NC, P.C.

Location

Date

Time of Readings

X-coordinate (ft)Y-coordinate (ft)

Water Depth (ft)

6 Inches
Above
Sediment
Surface (ºC)

3 inches
Above
Sediment
Surface (ºC)

109

8/6/2019

1210

2052918.36

395957.91

3.88

29.28

29.19

29.3

0.02

NM

110

8/9/2019

1344

2052944.33

395923.99

12.69

29.63

29.57

29.46

0.17

22.35

111

8/6/2019

1220

2052926.60

395820.42

2

29.79

29.75

29.63

0.16

NM

112

8/9/2019

1336

2052947.62

395791.01

12.16

29.57

29.46

29.6

0.03

21.65

113

8/9/2019

1324

2052954.26

395729.04

13.55

29.31

29.29

29.33

0.02

21.95

114

8/6/2019

1229

2052927.99

395721.82

1.95

29.71

29.62

29.63

0.08

NM

115

8/9/2019

1305

2052920.02

395663.84

0.72

23.96

22.97

22.75

1.21

NM

116

8/8/2019

1410

2052925.27

395656.87

0.7

22.16

22.13

22.2

0.04

NM

117

8/9/2019

1240

2052961.84

395617.96

14.61

29.16

29.24

29.19

0.03

21.65

118

8/6/2019

1240

2052932.01

395590.98

4.84

29.23

29.11

29.15

0.08

NM

119

8/6/2019

1247

2052938.48

395491.44

2.5

29.42

29.3

29.37

0.05

NM

1 inch into
Temperature Difference
Sediment between Porewater and 6 inches
Surface (ºC) Above Sediment Surface (ºC)

Depth of Thalweg
along Transect (ft)Notes:ºC - celsius
ft - feet
NM - not measured
Green shading Indicates temperature differential > 0.5 ºC

TR0795

Page 6 of 6

September 2019

TABLE 7-1
ONSITE SOIL CHARACTERISTICS
Chemours Fayetteville Works, North Carolina

Sample ID

PIW-1-24-25-20190627
PIW-1-41.5-42.5-20190627
PIW-2D-Soil-24-25-20190815
PIW-2D-Soil-46-47-20190815
PIW-3-14-15-20190702
PIW-3-24-25-20190702
PIW-4-13-14-20190701
PIW-4-33-34.2-20190701
PIW-6-19-20-20190628
PIW-7-24-25-20190625
PIW-7-37-38-20190625
PIW-7-44-45-20190625
PIW-9-19-20-20190626
PIW-10-42-43-20190624

Well ID

PIW-1
PIW-1
PIW-2D
PIW-2D
PIW-3
PIW-3
PIW-4
PIW-4
PIW-6
PIW-7
PIW-7
PIW-7
PIW-9
PIW-10Top Bottom(ft bgs) (ft bgs)
24
41.5
24
46
14
24
13
33
19
24
37
44
19
42

25
42.5
25
47
15
25
14
34.2
20
25
38
45
20
43

Visual Description

Fine to medium grained sand
Clay
Clay
Silty sand
Sand with fine to medium gravel
Gravelly sand with clay
Sandy clay
Fine to medium grained sandClay with silt
Fine to medium grained sandFine grained sand and silt
Clay
Sand
Clay

USCS
Classification

pH (s.u.)

SP-SC
CH
CH
SP-SM
GP
SP-SC
CH
SP-SM
CL
SP-SC
SP-SM
CH
SP-SC
CH

4.6
-4.2
4
---3.9
-4.6
--5.5
--

Fraction
Organic
Carbon(g/g)

Specific
Gravity

0.00210.00530.022
0.00340.00120.01
0.012
0.00240.00110.00130.00160.00150.00063
0.022

2.66
2.66
2.68
2.66
2.65
2.63
2.66
2.67
2.69
2.64
2.65
2.67
2.66
2.67

Geosyntec Consultants NC P.C.

LiquidLimit of
Soils
-57
92
---102
-48
39
-61
-104

Plastic
Limit of
Soils
-27
35
---43
-29
18
-25
-38

Plasticity
Index (PI)
NP
30
57
NP
NP
NP
59
NP
19
21
NP
36
NP
66

Percent
Moisture
(%)
17
17
39
27
14
17
27
13
23
20
14
20
8
33

Grain Size Distribution (%)
Clay
9
67
45
4
3
5
48
2
38
12
3
58
5
71

Silt
2
16
27
7
2
1
30
5
39
5
2
19
2
18

Sand
89
17
28
89
46
93
22
93
24
83
95
23
93
12

Gravel
0
0
0
0
49
0
0
0
0
0
0
0
0
0

Porosity
Calculation
(%)

35.6
47.9
59
41.5
18.7
37
54.1
26.1
40.5
39.6
32
35.9
31.3
52.5

Notes:

1. Laboratory results available as of 09/24/2019 are reported. Additional data will be presented in an addendum to this report.
2."USCS Classification" is the Unified Soil Classification System from the standard practice outlined in ASTM D2487-17.
3. Coefficient of Uniformity (Cu) = D60 / D10
4. Coefficient of Curvature (Cc) = (D30)2 / (D60 * D10)
5. Hydraulic Conductivity (K) from grain size calculated using HydrogeoSieveXL (Devlin, 2015).
6. Atterberg limits (Liquid Limit and Plastic Limit) are only tested for fine-grained materials.
7. Abbreviations:-- not measured% - percent
cc - cubic centimeter
CH - fat clay
CL - lean clay
ft bgs - feet below ground surface
ft/d - feet per day
g - gram
NP - no plasticity
SC - clayey sandSM - silty sandSP - poorly graded sand
USCS - Unified Soil Classification System

TR0795

Page 1 of 2

September 2019

TABLE 7-1
ONSITE SOIL CHARACTERISTICS
Chemours Fayetteville Works, North Carolina

Sample ID

PIW-1-24-25-20190627
PIW-1-41.5-42.5-20190627
PIW-2D-Soil-24-25-20190815
PIW-2D-Soil-46-47-20190815
PIW-3-14-15-20190702
PIW-3-24-25-20190702
PIW-4-13-14-20190701
PIW-4-33-34.2-20190701
PIW-6-19-20-20190628
PIW-7-24-25-20190625
PIW-7-37-38-20190625
PIW-7-44-45-20190625
PIW-9-19-20-20190626
PIW-10-42-43-20190624

Well ID

Top Bottom(ft bgs) (ft bgs)

PIW-1
PIW-1
PIW-2D
PIW-2D
PIW-3
PIW-3
PIW-4
PIW-4
PIW-6
PIW-7
PIW-7
PIW-7
PIW-9
PIW-10

24
41.5
24
46
14
24
13
33
19
24
37
44
19
42

25
42.5
25
47
15
25
14
34.2
20
25
38
45
20
43

Visual Description

Fine to medium grained sand
Clay
Clay
Silty sand
Sand with fine to medium gravel
Gravelly sand with clay
Sandy clay
Fine to medium grained sandClay with silt
Fine to medium grained sandFine grained sand and silt
Clay
Sand
Clay

USCS
Classification

In Place
Density(g/cc)

SP-SC
CH
CH
SP-SM
GP
SP-SC
CH
SP-SM
CL
SP-SC
SP-SM
CH
SP-SC
CH

1.72
1.38
1.1
1.56
2.16
1.66
1.22
1.97
1.6
1.6
1.8
1.71
1.83
1.27

Geosyntec Consultants NC P.C.

Coefficient of Coefficient ofCurvature
Void Ratio Uniformity
(Cu)
(Cc)
0.6
0.9
1.4
0.7
0.2
0.6
1.2
0.4
0.7
0.7
0.5
0.6
0.5
1.1

8.82
4.09
5
8.68
52.3
2.63
4.41
3.99
4.58
8.92
3.07
4.54
3.23
3.72

3.22
0.73
0.83
3.08
0.18
1.51
0.74
1.37
0.76
3.52
1.23
0.76
1.13
0.71

K from Grain
Size
Geometric
Mean (ft/d)
13.41
0.81
0.9
13.87
46.42
46.63
0.85
54.68
0.86
3.98
69.4
0.86
43.46
0.78

Lithologic Unit

Surficial Aquifer
Upper Cape Fear Confining Unit
Black Creek Confining Unit
Black Creek Aquifer
Floodplain Deposit
Black Creek AquiferBlack Creek Confining Unit
Black Creek Aquifer
Floodplain Deposit
Floodplain Deposit
Black Creek Aquifer
Upper Cape Fear Confining Unit
Surficial AquiferBlack Creek Confining Unit

Notes:

1. Laboratory results available as of 09/24/2019 are reported. Additional data will be presented in an addendum to this repor
2."USCS Classification" is the Unified Soil Classification System from the standard practice outlined in ASTM D2487-17.
3. Coefficient of Uniformity (Cu) = D60 / D10
4. Coefficient of Curvature (Cc) = (D30)2 / (D60 * D10)
5. Hydraulic Conductivity (K) from grain size calculated using HydrogeoSieveXL (Devlin, 2015).
6. Atterberg limits (Liquid Limit and Plastic Limit) are only tested for fine-grained materials.
7. Abbreviations:-- not measured% - percent
cc - cubic centimeter
CH - fat clay
CL - lean clay
ft bgs - feet below ground surface
ft/d - feet per day
g - gram
NP - no plasticity
SC - clayey sandSM - silty sandSP - poorly graded sand
USCS - Unified Soil Classification System

TR0795

Page 2 of 2

September 2019

TABLE 7-2
ONSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants of NC P.C.

Location
PW-01
PW-01
PW-02
PW-03
Field Sample ID PW-01-SOIL-14-15-20190730 PW-01-SOIL-11-12-20190731 PW-02-SOIL-14-15-20190729 PW-03-SOIL-6.5-7-20190723
Sample Date
7/30/2019
7/31/2019
7/29/2019
7/23/2019
QA/QC----Vadose Zome Sample*
YY
YY
Depth (ft)
14-15
11-12
14-15
6.5-7
SDG
200-49879-2
200-49879-2
200-49846-2
200-49745-3
Lab Sample ID
200-49879-1
200-49879-3
200-49846-2
200-49745-1
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/kg)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
N-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide

1,800
1,300
1,300
<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 UJ<1,000 UJ<1,000<1,000<1,000<1,000<1,000 UJ<1,000<1,000<1,0001,200<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,0001,500<1,000 UJ<1,000 UJ<1,000 UJ<1,000 UJ<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000 UJ<1,000 R<1,000<1,000 UJ<1,000 UJ

1,700<1,0001,290 U
<1,000<1,0001,160 U2,460 U
<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000Notes:
Associated equipment blank and field blank results
reported in Table 7-3.
* Select soil samples collected from saturated zone for soil
physical parameters were also inadvertently analyzed for
PFAS.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feet
J - Analyte detected. Reported value may not be accurate or
preciseng/kg - nanograms per kilogram
QA/QC - Quality assurance/ quality control
R - Result rejected based on QA/QC criteria
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.
-- - No data reported

TR0795

Page 1 of 4

September 2019

TABLE 7-2
ONSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina

PW-06
Location
Field Sample ID PW-06-SOIL-16-17-20190729
Sample Date
7/29/2019
QA/QC-Vadose Zome Sample*
Y
Depth (ft)
16-17
SDG
200-49846-2
Lab Sample ID
200-49846-1
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/kg)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
N-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide

PW-07
DUP1-072419
7/24/2019
Field Duplicate
Y
14-15
200-49770-2
200-49770-5

Geosyntec Consultants of NC P.C.

PW-07
PW-09
PW-07SOIL-14-15-20190724 PW-09-SOIL-10-11-20190812
7/24/20198/12/2019
--Y
Y
14-15
10-11
200-49770-2
200-50062-2
200-49770-3
200-50062-1<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<250--------------------

<200
<200
<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
-----

Notes:
Associated equipment blank and field blank results
reported in Table 7-3.
* Select soil samples collected from saturated zone for soil
physical parameters were also inadvertently analyzed for
PFAS.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feet
J - Analyte detected. Reported value may not be accurate or
preciseng/kg - nanograms per kilogram
QA/QC - Quality assurance/ quality control
R - Result rejected based on QA/QC criteria
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.
-- - No data reported

TR0795

Page 2 of 4

September 2019

TABLE 7-2
ONSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina

PW-09
Location
Field Sample ID PW-09-SOIL-8.5-9-20190812
Sample Date
8/12/2019
QA/QC-Vadose Zome Sample*
Y
Depth (ft)
8.5-9
SDG
200-50062-2
Lab Sample ID
200-50062-2
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/kg)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
N-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide

PW-10
PW-10-SOIL-3.5-4-20190808
8/8/2019-Y
3.5-4
200-50014-2
200-50014-1

Geosyntec Consultants of NC P.C.

PW-10
PW-11
PW-10-SOIL-8-8.5-20190808 PW-11-SOIL-16-17-20190725
8/8/2019
7/25/2019
--Y
Y
8-8.5
16-17
200-50014-2
200-49801-2
200-50014-2
200-49801-1<250--------------------

570<1,000<1,000<1,000<1,0001,260 U
<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,00028,000
7,300
10,000 J
4,000
4,700
5,200
27,000 J
13,000 J<1,0001,400<1,000 R<1,000 R<1,000<1,000<1,0001,500<1,000 R<1,000<1,000<1,000620<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
-----

<200
<200
<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
310
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000Notes:
Associated equipment blank and field blank results
reported in Table 7-3.
* Select soil samples collected from saturated zone for soil
physical parameters were also inadvertently analyzed for
PFAS.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feet
J - Analyte detected. Reported value may not be accurate or
preciseng/kg - nanograms per kilogram
QA/QC - Quality assurance/ quality control
R - Result rejected based on QA/QC criteria
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.
-- - No data reported

TR0795

Page 3 of 4

September 2019

TABLE 7-2
ONSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina

PW-12
PW-12
Location
Field Sample ID PW-12-SOIL-36-37-20190731 PW-12-SOIL-45-46-20190731
Sample Date
7/31/2019
7/31/2019
QA/QC--Vadose Zome Sample*
N
N
Depth (ft)
36-37
45-46
SDG
200-49879-2
200-49879-2
Lab Sample ID
200-49879-4
200-49879-5
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/kg)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
N-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide

Geosyntec Consultants of NC P.C.

PW-13
PW-13-Soil-25-26-20190821
8/21/2019-Y
25-26
200-50221-2
200-50221-1

PW-15
PW-15-SOIL-38-39-20190813
8/13/2019-N
38-39
200-50083-2
200-50083-2

830<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 UJ<1,000 UJ<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200 UJ<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200 UJ
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000<2,000
<200
<210
<210
<2,000<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000Notes:
Associated equipment blank and field blank results
reported in Table 7-3.
* Select soil samples collected from saturated zone for soil
physical parameters were also inadvertently analyzed for
PFAS.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feet
J - Analyte detected. Reported value may not be accurate or
preciseng/kg - nanograms per kilogram
QA/QC - Quality assurance/ quality control
R - Result rejected based on QA/QC criteria
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.
-- - No data reported

TR0795

Page 4 of 4

September 2019

TABLE 7-3
ONSITE SOIL ANALYTICAL RESULTS - QUALITY CONTROL SAMPLES
Chemours Fayetteville Works, North Carolina
Location
Field Sample ID
Sample Date
QA/QC
Depth (ft)SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
N-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide

Geosyntec Consultants of NC P.C.

DRILL WATER*DRILL WATER-20190731
7/31/2019-200-49879-2
200-49879-8

EB
PW-EQBLK-1-20190725
7/25/2019
Equipment Blank
200-49801-2
200-49801-3

EB
PW-EQBLK-3
7/30/2019
Equipment Blank
200-49879-2
200-49879-2

17
<5
10
<2
<2
<2
130
<20
<2
6.7
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
--------------------

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<20
<2
<2.1
<2.1
<20
<20
2.2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<20
<2
<2.1
<2.1
<20
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
-----

<2
<2
<20
<20
<20
<2
<2.1
<2.1
<20
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Associated soil analytical results reported in Table 7-2.
* Drill Water was sourced from offsite fire hydrant. Wateris from Bladen County Water System.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feetng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure< - Analyte not detected above associated reporting limit.
-- - No data reported

TR0795

Page 1 of 1

September 2019

TABLE 7-4
OFFSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina

Location
Field Sample ID
Sample Date
QA/QC
Vandose Zone Sample*
Depth (ft)SDG
Lab Sample ID
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/kg)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
N-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
Other
Percent Moisture
Percent Solids

Geosyntec Consultants of NC P.C.

BLADEN-1S
BLADEN-1S-081419
8/14/2019-N
6-7
200-50099-2
200-50099-1

BLADEN-1S
DUP-1-081419
8/14/2019
Field Duplicate
N6-7
200-50099-2
200-50099-2

BLADEN-2S
BLADEN-2S-081619-9.5-10.5
8/16/2019-N
9.5-10.5
200-50148-2
200-50148-2

BLADEN-3S
Bladen-3S-Soil-082019-5-6
8/20/2019-N
5-6
200-50185-2
200-50185-2<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 UJ<1,000 UJ<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 UJ<1,000 UJ<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<250<1,000 UJ<1,000 UJ<1,000 UJ<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000 UJ<1,000 R<1,000<1,000 UJ<1,000 UJ<250 UJ<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<200 UJ<200 UJ<2,000<2,000<200<200<2,000
<200
<210
<210
<2,000<200<200<2,000
<420
<200
<200
<200
<200 UJ
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
-----

<200
<200
<2,000<2,000<200<200<2,000
<200
<210
<210
<2,000<200<200<2,000
340
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
-----

<200
<200
<2,000<2,000<200 UJ<200 UJ<2,000
<200
<210
<210
<2,000<200<200<2,000<200 UJ
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
-----

<200 UJ<200 UJ<2,000 UJ<2,000 UJ<200 UJ<200 UJ<2,000 UJ<200 UJ<210 UJ<210 UJ<2,000 UJ<200 UJ<200 UJ<2,000 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<200 UJ<500 UJ
-----

---

11.3
88.7

12.2
87.8

8.7
91.3

Notes:
Associated equipment blank and field blank results reported
in Table 7-5.
* Select soil samples collected from saturated zone for soil
physical parameters were also inadvertently analyzed for
PFAS.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feet
ng/kg - nanograms per kilogram
QA/QC - Quality assurance/ quality control
R - Result rejected based on QA/QC criteria
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.
-- - No data reported

TR0795

Page 1 of 2

September 2019

TABLE 7-4
OFFSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina

Location
Field Sample ID
Sample Date
QA/QC
Vandose Zone Sample*
Depth (ft)SDG
Lab Sample ID
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/kg)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
N-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
Other
Percent Moisture
Percent Solids

Geosyntec Consultants of NC P.C.

BLADEN-4S
Bladen-4S-Soil-082119-5-6
8/21/2019-N
5-6
200-50202-2
200-50202-1

ROBESON-1S
Robeson-1S-soil-15-16-20190909
9/9/2019-N
15-16
200-50460-2
200-50460-1

ROBESON-1S
Robeson-1S-soil-5-6-20190909
9/9/2019-N
5-6
200-50460-2
200-50460-2<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<250<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000<1,000<250<1,000 UJ<1,000 UJ<1,000 UJ<1,000 UJ<1,000<1,000<1,000<1,000<1,000<1,000 R<1,000 R<1,000<1,000<1,000<1,000<1,000 R<1,000<1,000 UJ<1,000 UJ

<200
<200
<2,000<2,000<200<200<2,000
<200
<210
<210
<2,000<200<200<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
-----

<200
<200
<2,000<2,000--<2,000
<200
<210
<210
<2,000--<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000<200<200<2,000<2,000--<2,000
<200
<210
<210
<2,000--<2,000
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<200
<500
<1,000<1,000<1,000<1,000

---

---

12.3
87.7

Notes:
Associated equipment blank and field blank results reported
in Table 7-5.
* Select soil samples collected from saturated zone for soil
physical parameters were also inadvertently analyzed for
PFAS.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feet
ng/kg - nanograms per kilogram
QA/QC - Quality assurance/ quality control
R - Result rejected based on QA/QC criteria
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.
-- - No data reported

TR0795

Page 2 of 2

September 2019

TABLE 7-5
OFFSITE SOIL ANALYTICAL RESULTS - QUALITY CONTROL SAMPLES
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants of NC P.C.

Location
Field Sample ID
Sample Date
QA/QC
Depth (ft)EB
BLADEN-2S-SOIL-EQBLK8/16/2019
Equipment Blank
--

EQBLK
BLADEN-SOIL-EQBLK-1-RINSATE
8/14/2019
Equipment Blank--

FBLK
BLADEN-SOIL-EQBLK-1-FIELD
8/14/2019
Field Blank--

FBLK
BLADEN-2S-SOIL-EQBLK-FIELD
8/16/2019
Field Blank--

SDG
Lab Sample ID

200-50148-2
200-50148-4

200-50099-2
200-50099-3

200-50099-2
200-50099-4

200-50148-2
200-50148-3

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
-----

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
-----

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
-----

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
2.5
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
-----

---

---

---

---

Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
N-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
Other
Percent Moisture
Percent Solids
Notes:
Associated soil analytical results reported in Table 7-4.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feetng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure< - Analyte not detected above associated reporting limit.
-- - No data reported

TR0795

Page 1 of 1

September 2019

TABLE 9-1
GROUNDWATER ELEVATIONS
Chemours Fayetteville Works, North Carolina

TR0795Well ID

Gauging Date

Northing(ft, SPCS NAD83)

Easting(ft, SPCS NAD83)

Screened
Interval (ft)

BCA-01
BCA-02
BCA-03R
BCA-04
FTA-01
FTA-02
FTA-03
INSITU-01
INSITU-02
LTW-01
LTW-01
LTW-01
LTW-02
LTW-02
LTW-03
LTW-03
LTW-04LTW-04LTW-05
LTW-05
MW-1S
MW-2S
MW-7S
MW-8S
MW-9S
MW-11
MW-12D
MW-12S
MW-13D
MW-14D
MW-15DRR
MW-16D
MW-17D
MW-18D
MW-19D
MW-20D
MW-21D
MW-22D
MW-23
MW-24
MW-25
MW-26
MW-27
MW-28
MW-30
MW-31
MW-32
MW-33
MW-34
MW-35
MW-36
NAF-01
NAF-02
NAF-03
NAF-04
NAF-05A
NAF-05B
NAF-06
NAF-07
NAF-08A
NAF-08B
NAF-09
NAF-10
NAF-11A
NAF-11B
NAF-12
NAF-13
PIW-1D
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-3D

6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/20198/22/20198/29/2019
6/13/20198/29/2019
6/13/20198/22/2019
6/13/20198/22/2019
6/13/20198/22/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/20198/22/20198/29/20198/22/20198/29/20198/22/20198/29/2019399,780
396,242
398,582
395,878
397,908
397,786
397,767
401,658
401,863399,566
399,566
399,566
398,848
398,848
398,115
398,115397,280
397,280
396,431
396,431
397,080
396,935
397,445
397,096396,760
396,544397,254397,254
397,119
396,974
398,581
398,494
398,402400,947
401,151
400,791
399,502398,518
396,238
397,304
396,753396,265
396,010395,720
397,341
396,391
396,360
396,338
396,353
396,333
396,320
398,350
398,663
398,581
398,447
398,641
398,660
398,810
398,899
398,098
398,096397,711397,613398,909398,911398,271
398,370
400,548
400,548
400,541
399,923
399,712399,7122,050,662
2,051,062
2,049,522
2,047,823
2,049,374
2,049,206
2,049,314
2,046,077
2,049,137
2,052,150
2,052,150
2,052,150
2,052,354
2,052,354
2,052,558
2,052,558
2,052,584
2,052,584
2,052,738
2,052,738
2,049,121
2,049,322
2,049,810
2,049,868
2,049,734
2,049,051
2,049,269
2,049,274
2,049,821
2,049,075
2,049,512
2,048,403
2,047,366
2,046,575
2,048,273
2,048,734
2,047,075
2,048,363
2,051,063
2,048,768
2,050,990
2,051,485
2,051,472
2,051,166
2,050,776
2,049,623
2,049,652
2,049,679
2,049,619
2,049,631
2,049,651
2,050,339
2,050,641
2,050,755
2,050,719
2,051,025
2,051,022
2,050,912
2,050,616
2,050,887
2,050,880
2,050,807
2,050,423
2,051,000
2,050,996
2,050,777
2,051,261
2,051,801
2,051,801
2,051,793
2,051,318
2,052,089
2,052,089

91 - 101
92 - 102
88 - 98
94 - 104
12 - 2211.5 - 21.5
12 - 227 - 17
7 - 17
11 - 26
11 - 26
11 - 26
28 - 38
28 - 38
15 - 30
15 - 30
12 - 27
12 - 27
29 - 44
29 - 44
21 - 24
19 - 23NANA
17.5-22.5
11.5 - 21.5
42 - 52
17.5 - 22.5
57 - 67
62 - 72
52.5 - 62.5
72 - 82
57 - 67
50 - 60
46 - 56
65 - 75
72 - 82
52 - 72
9.5 - 14.5
18.8 - 23.8
12 - 175 - 10
10 - 15
9 - 1410 - 15
17 - 2213 - 18.5
12 - 17
17 - 22
14 - 19
12 - 175 - 155 - 155 - 155 - 15NANA
2.75 - 12.75
5.5 - 15.5
5 - 1543.5 - 53.5
7 - 178.25 - 18.25
2.5 - 7.5
33.5 - 43.5
18 - 23
11 - 1624.5 - 29.5
24.5 - 29.5
7.8 - 17.8
40 - 50
19 - 24
19 - 24

Page 1 of 3

Geosyntec Consultants NC P.C.

TOC Elevation Depth to Water(NAVD 88)
(from TOC)
146.30148.42150.82150.24150.63150.28151.08118.20113.12
53.83
53.83
53.83
52.48
52.48
52.91
52.91
51.86
51.86
52.01
52.01
149.93149.91147.47146.48154.39148.53149.10152.06148.65149.73150.92148.41
146.12
107.57139.55137.18151.38149.06148.34150.31147.59147.70146.83144.70147.67147.70147.11146.82147.97147.54147.89149.66150.31150.44148.10NANA
146.43149.69148.82148.86149.29150.00140.59140.74145.93152.29
52.33
52.33
54.20
100.85
53.32
53.32

57.70
73.40
NM
26.96
14.57
17.36
17.14
5.20
DRY
15.23
16.39
16.49
9.78
10.26
12.23
13.05
8.14
9.04
9.18
9.64
19.00
19.25
10.45
DRY
21.15
23.39
NM
20.50
43.87
38.95
NM
34.42
27.50
19.00
47.88
46.33
43.81
34.21
14.32
26.99
13.80
11.67
14.76
14.30
DRY
15.84
14.79
14.23
15.85
15.31
15.56
8.75
9.62
9.81
6.71
Exclusion Zone
Exclusion Zone
11.20
9.00
7.94
53.15
12.02
11.77
7.93
46.48
DRY
Exclusion Zone
19.24
19.03
21.65
37.22
17.26
17.37

Water Level(ft-NAVD88)
88.60
75.02
-123.28
136.06132.92133.94113.00-38.60
37.44
37.34
42.70
42.22
40.68
39.86
43.72
42.82
42.83
42.37
130.93130.66137.02-133.24125.14-131.56
104.78110.78-113.99118.62
88.57
91.67
90.85
107.57114.85134.02
123.32133.79136.03132.07130.40-131.86132.32132.59132.12132.23132.33140.91140.69140.63141.39--135.23
140.69140.8895.71
137.27138.23132.6694.26--33.09
33.30
32.55
63.63
36.06
35.95

September 2019

TABLE 9-1
GROUNDWATER ELEVATIONS
Chemours Fayetteville Works, North Carolina

TR0795Well ID

Gauging Date

Northing(ft, SPCS NAD83)

Easting(ft, SPCS NAD83)

Screened
Interval (ft)PIW-4D
PIW-4D
PIW-5S
PIW-6S
PIW-7D
PIW-7D
PIW-7S
PIW-7S
PIW-8D
PIW-8D
PIW-9D
PIW-9S
PIW-10DR
PIW-10S
PW-01
PW-02
PW-03
PW-04
PW-05
PW-06
PW-07
PW-09
PW-10R
PW-11
PW-12
PW-13
PW-14
PW-15R
PZ-11
PZ-12
PZ-13
PZ-14
PZ-15
PZ-17
PZ-19R
PZ-20RPZ-21R
PZ-22
PZ-22
PZ-24
PZ-25
PZ-26
PZ-27
PZ-28
PZ-29
PZ-31
PZ-32
PZ-33
PZ-34
PZ-35
SMW-01
SMW-02
SMW-02B
SMW-03
SMW-03B
SMW-04A
SMW-04B
SMW-05
SMW-05P
SMW-06
SMW-06B
SMW-07
SMW-08
SMW-08B
SMW-09SMW-10
SMW-11
SMW-12
Bladen-1S
Bladen-1D
Bladen-2S
Bladen-2D
Bladen-3S

8/22/20198/29/20198/22/20198/22/20198/22/20198/29/20198/22/20198/29/20198/22/20198/29/20198/22/20198/22/20198/22/20198/22/20198/28/20198/28/2019NR
NR
8/28/20198/28/20198/28/20198/28/2019NR
8/28/2019NR
8/29/20198/29/20199/19/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/20198/22/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/20198/27/20198/27/20198/27/20198/27/20198/28/2019398,817
398,817
398,520
398,118
396,788396,788396,787396,787
396,403
396,403396,156
396,148
395,094
395,105
399,065399,779
397,340
394,660
395,873
392,868
390,848
401,997
398,516
394,354399,500
397,584
397,326
398,901
398,646
399,095
397,708
397,590
396,805
396,615
397,999
398,186
398,445397,273
397,273
396,118
396,754
396,060
395,922396,305
396,371
396,429
396,418
396,309396,292
398,233
395,296
399,984
399,983
399,778
399,786
399,669
399,667
399,334
399,339399,172
399,145398,933
399,065
399,058
401,077
402,307
401,996401,314387,516
387,520
368,819
368,824
396,860

2,052,103
2,052,103
2,051,951
2,052,541
2,052,595
2,052,595
2,052,589
2,052,589
2,052,682
2,052,682
2,052,251
2,052,251
2,052,297
2,052,297
2,049,654
2,050,649
2,050,765
2,050,941
2,047,813
2,045,289
2,049,258
2,048,981
2,051,937
2,052,227
2,047,064
2,048,029
2,050,766
2,051,012
2,049,821
2,048,982
2,050,992
2,050,618
2,050,112
2,048,873
2,049,920
2,049,785
2,049,883
2,052,584
2,052,584
2,050,744
2,050,991
2,050,382
2,050,377
2,049,934
2,049,769
2,049,594
2,049,714
2,049,708
2,049,595
2,050,020
2,043,679
2,050,655
2,050,660
2,049,446
2,049,422
2,048,388
2,048,390
2,048,557
2,048,559
2,048,759
2,048,765
2,048,611
2,048,469
2,048,479
2,050,017
2,047,924
2,048,975
2,051,007
2,050,235
2,050,249
2,042,884
2,042,880
2,059,014

32.3 - 37.3
32.3 - 37.3
9.8 - 19.8
18 - 28
29 - 34
29 - 34
7 - 17
7 - 1735.5 - 45.5
35.5 - 45.5
40 - 45
24.8 - 29.8
53 - 58
7 - 17
11 - 2150 - 60
35 - 45
17 - 2765 - 75
19 - 29
28 - 38
44 - 54
53 - 58
53 - 63
109 - 119120 - 130
136 - 146
110 - 120
15 - 20
15.1 - 20.1
7.1 - 12.1
9 - 1410.2 - 15.2
21.1 - 26.1
16 - 2115 - 20
17 - 2236 - 46
36 - 46
11 - 16
14 - 19
11 - 16
12 - 17
13 - 18
13 - 18
14 - 19
13 - 18
12.5 - 17.5
13.5 - 18.5
13 - 18
5 - 155 - 2043 - 53
10 - 2072 - 82
19.5 - 34.5
43 - 53
10 - 2045 - 60
12 - 2258 - 68
13 - 23
21 - 3158 - 68
52 - 62
39 - 49
13 - 23
88 - 98
5 - 1037 - 47
12 - 2267 - 77
5 - 15

Page 2 of 3

Geosyntec Consultants NC P.C.

TOC Elevation Depth to Water(NAVD 88)
(from TOC)
53.04
53.04
75.19
53.36
48.60
48.60
48.39
48.39
48.52
48.52
79.53
79.53
75.91
76.45
149.55146.43147.9797.75
150.34147.69148.16
77.49
75.91
73.26
150.61149.36147.97136.14151.03150.91149.20148.38148.79150.08150.05151.29150.6751.81
51.81
147.53147.59147.70147.17148.64147.74148.00148.47146.72147.70150.43136.81147.93145.21151.09150.43148.09148.37148.10149.32150.97150.32147.64151.02148.81141.4376.26
71.95
118.2281.31
81.52
142.62142.85
78.84

11.39
11.36
14.19
14.65
5.90
5.90
5.88
5.87
NM
7.37
37.43
30.35
9.39
18.87
16.12
55.82
NM
NM
28.85
19.33
38.16
26.33
NM
33.44
NM
29.36
60.75
59.09
12.88
19.70
11.58
10.66
DRY
DRY
13.11
14.39
12.96
7.38
7.71
14.46
21.24
12.36
13.77
12.99
14.26
17.84
15.32
13.87
15.82
12.58
12.43
13.33
56.04
22.70
55.34
37.15
44.16
DRY
43.00
24.99
46.18
19.48
DRY
39.52
54.86
29.03
13.04
83.03
DRY
19.65
6.34
20.71
9.55

Water Level(ft-NAVD88)
41.65
41.68
61.00
38.71
42.70
42.70
42.51
42.52
-41.15
42.10
49.18
66.52
57.58
133.4390.61--121.49
128.36110.0051.16-39.82-120.00
87.22
77.05
138.15131.21137.62137.72--136.94
136.90137.7144.43
44.10
133.07126.35135.34133.40135.65133.48130.16133.15132.85131.88137.85124.38134.6089.17
128.3995.09
110.94104.21-106.32125.98104.14128.16-109.29
86.57
47.23
58.91
35.19
-61.87136.28122.1469.29

September 2019

TABLE 9-1
GROUNDWATER ELEVATIONS
Chemours Fayetteville Works, North Carolina
Well ID

Gauging Date

Northing(ft, SPCS NAD83)

Easting(ft, SPCS NAD83)

Screened
Interval (ft)

Bladen-3D
Bladen-4S
Bladen-4D
Cumberland-1S
Cumberland-1D
Cumberland-2S
Cumberland-2D
Cumberland-3S
Cumberland-3D
Cumberland-4S

8/28/20198/28/20198/28/2019
9/16/2019
9/16/2019
9/16/2019
9/16/2019
9/16/2019
9/16/2019
9/16/2019
9/16/2019
9/16/2019
9/16/20199/12/20199/12/2019

396,854363,261
363,252
431,464
431,457
449,976
449,985
423,252
423,245
413,084
413,093405,623
405,619
381,406
381,4142,059,008
2,087,639
2,087,638
2,011,075
2,011,073
2,074,022
2,074,021
2,060,415
2,060,411
2,078,257
2,078,251
2,138,233
2,138,239
2,020,158
2,020,160

34 - 44
5 - 1547 - 52
15 - 25
40 - 50
7 - 1747 - 57
9 - 1422 - 27
10 - 20

Cumberland-4D
Cumberland-5S
Cumberland-5D
Robeson-1S
Robeson-1D

Geosyntec Consultants NC P.C.

TOC Elevation Depth to Water(NAVD 88)
(from TOC)

57 - 67
14 - 24
52 - 57
17 - 2742.75 - 52.75

79.09
64.26
64.23
179.41
179.18133.61133.7983.62
83.34
123.93123.79106.65106.67161.22160.93

10.90
5.80
1.54
6.21
6.49
4.21
4.55
7.75
7.61
7.06
13.1
3.03
8.23
7.94
11.71

Water Level(ft-NAVD88)
68.19
58.46
62.69
173.20172.69129.40129.2475.87
75.73
116.87110.69103.62
98.44
153.28149.22

Notes:-- - water level could not be calculated
DRY - water levels could not be calculated because well was dry
ft - feet
NA - not available
NR - not recorded
NM - not measured
TOC - top of casing
1. Exclusion Zone - well location not safely accessible at the time of measurement.
2. Northing and Easting provided in North Carolina State Plane System (zone 3200), North American Datum 1983.
3. Vertical datum is North American Vertical Datum (NAVD) of 1988.

TR0795

Page 3 of 3

September 2019

TABLE 9-2
VERTICAL GRADIENTS
Chemours Fayetteville Works, North Carolina

Aquifer

Perched / Surficial

Perched / Black Creek

Surficial / Black Creek

Floodplain / Surficial

Floodplain/ Black Creek

Other

Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Surficial Aquifer
Perched Zone
Black Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Surficial AquiferBlack Creek Aquifer
Floodplain
Surficial Aquifer
Floodplain
Black Creek Aquifer
Floodplain
Black Creek Aquifer
Floodplain
Black Creek Aquifer
Perched Zone
Perched Zone
Old Outfall 002
Black Creek Aquifer

Well Pair ID

WP1
WP2
WP3
WP4
WP5
WP6
WP7
WP8
WP9
WP10
WP11-A
WP11-B
WP12
WP13
WP14

Well ID
NAF-11A
NAF-11B
SMW-06
SMW-06B
SMW-04A
SMW-04B
SMW-03
SMW-03B
SMW-02
SMW-02B
NAF-08A
NAF-08B
MW-23
BCA-02
PIW-9S
PIW-9D
PIW-10S
PIW-10DR
PIW-1S
PIW-1D
PIW-7S
PIW-7D
PIW-7S
PIW-7D
LTW-04
PZ-22
MW-25
PZ-25
Old Outfall 002
PW-11

Gauging date Gauging Time
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/13/20198/22/20198/22/20198/22/20198/22/20198/22/20198/22/20198/22/20198/22/20198/29/20198/29/2019
6/13/2019
6/13/2019
6/13/2019
6/13/2019
6/7/2019
8/28/2019

15:28
15:29
14:18
14:13
15:13
15:14
15:11
15:09
15:20
15:21
15:59
15:55
16:05
16:06
8:45
8:51
8:37
8:28
11:12
11:19
9:21
9:26
9:21
9:26
14:02
14:01
16:08
13:43
---

Geosyntec Consultants NC P.C.

Northing(NAD 83)

Easting(NAD 83)

Screened
Interval(ft bgs)

Ground Elevation(ft NAVD88)

TOC Elevation(ft NAVD88)

Shallow/Deep

Depth to Water(from TOC)

Groundwater
Elevation(ft-NAVD88)

398,909398,911399,172
399,145399,669
399,667
399,778
399,786
399,984
399,983
398,098
398,096396,233
396,242
396,148
396,156
395,105
395,099
400,541
400,548396,787396,788396,787396,788
397,280
397,273
396,753
396,754-394,354

2,051,000
2,050,996
2,048,759
2,048,765
2,048,388
2,048,390
2,049,446
2,049,422
2,050,655
2,050,660
2,050,887
2,050,880
2,051,062
2,051,062
2,052,251
2,052,251
2,052,297
2,052,294
2,051,793
2,051,801
2,052,589
2,052,595
2,052,589
2,052,595
2,052,584
2,052,584
2,050,990
2,050,991-2,052,227

2.5 - 7.5
33.5 - 43.5
12.0 - 22.0
58.0 - 68.0
19.5 - 34.5
43.0 - 53.0
10.0 - 20.0
72.0 - 82.0
5.0 - 20.0
43.0 - 53.0
5.0 - 15.0
43.5 - 53.5
9.5 - 14.5
92.0 - 102.0
24.75 - 29.75
40.0 - 45.0
7.0 - 17.0
53.0 - 58.0
7.8 - 17.8
24.5 - 29.5
7.0 - 17.0
29.0 - 34.0
7.0 - 17.0
29.0 - 34.0
12.0 - 27.0
36.0 - 46.0
12.0 - 17.0
14.0 - 19.0
-53.0 - 63.0

137.55137.55147.92NA
145.46145.18148.43NA
144.74142.28145.54145.62145.17145.2
76.80176.74873.30473.33950.78
49.52945.80945.77845.80945.77849.34
49.03
145.00145.0040.25
70.19

140.59140.74150.97150.32148.09148.37151.09150.43147.93145.21148.82148.86148.34148.42
79.53
79.53
76.45
75.91
54.20
52.33
48.39
48.60
48.39
48.60
51.86
51.81
147.59147.59-73.26

s
d
s
d
s
d
s
d
s
d
s
d
s
d
s
d
s
d
s
d
s
d
s
d
s
d
s
s
s
d

7.93
46.48
24.99
46.18
37.15
44.16
22.7
55.34
13.33
56.04
7.94
53.15
14.32
73.4
30.35
37.43
18.87
9.39
21.65
19.24
5.88
5.9
5.87
5.9
8.14
7.38
13.8
21.24
0.375 533.44

132.6694.26
125.98104.14110.94104.21
128.3995.09
134.6089.17
140.8895.71
134.02
75.02
49.18
42.10
57.58
66.52
32.55
33.09
42.51
42.70
42.52
42.70
43.72
44.43
133.79126.35
40.63
39.82

VerticalGradient(feet/feet)
38.40
21.84
6.73
33.30
45.43
45.17
59.00
7.08
-8.94
-0.54
-0.19
-0.17
-0.71
7.44
0.81

Direction
Downward(NAF-11A to NAF-11B)
Downward(SMW-06 to SMW-06B)
Downward(SMW-04A to SMW-04B)
Downward(SMW-02 to SMW-02B)
Downward(SMW-03 to SMW-03B)
Downward(NAF-08A to NAF-08B)
Downward(MW-23 to BCA-02)
Downward(PIW-9S to PIW-9D)
Upward(PIW-10S to PIW-10DR)
Upward(PIW-1S to PIW-1D)
Upward(PIW-7S to PIW-7D)
Upward(PIW-7S to PIW-7D)
Upward(LTW-04 to PZ-22)
Downward(MW-25 to PZ-25)
Downward(Old Outfall 002 to PW-11)

Notes:
1. Well pairs only include locations where depth to water level in both wells were synoptically measured.
2. Calculated negative vertical gradient values represent potential for upward flow and positive vertical gradient values represent potential for downward flows.
3. "s" and "d" represent shallower and deeper well screens between the wells in each pair.
4. Direction indicates potential for upward or downward groundwater flow in each well pair.
5. Water column depth from Old Outfall 002 channel bottom presented. Measurements collected during volumetric flow measurements presented in the Seeps and Creeks Investigation Report (Geosyntec, 2019).
6. Abbreviations:
NAD83 - North American Datum of 1983; horizontal control datum
NAVD88 - North American Vertical Datum of 1988; vertical control datum established in 1991
ft bgs - feet below ground surface
TOC - top of casing-- data not available

September 2019
TR0795

1 of 1TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Black Creek Aquifer
BCA-01
GW0619-BCA-01
7/8/2019-320-52171-1
320-52171-4

Black Creek Aquifer
BCA-02
GW0619-BCA-02
7/9/2019-320-52149-1
320-52149-5

Black Creek Aquifer
BCA-02
GW0619-BCA-02-D
7/9/2019
Field Duplicate
320-52149-1
320-52149-6

Black Creek Aquifer
BCA-03R
BCA-03R-091219
9/12/2019-320-54314-1
320-54314-1

9,700
70,00022,000
3,000
79.3
<34
5,900
1,400
<27
<30
300
1,100
<15
570
<24
<28
230
<46
<60
<41

18,000 J
116,000
29,000
8,600
4,000
590
7,300
2,500
80
520
810
2,100
19
1,100
27
1,600
560
<46
<60
<41

12,000 J
105,000
26,000
8,600
3,300
610
6,700
2,300
60
420
720
2,000
18
1,000
24
1,400
500
<46
<60
<41

12,000
328,000
69,00015,0001,200<170
29,000
7,100
200
160
2,000
19,000
<77
2,400
<120
200
730
<230
<300
<200

--<20
<20
--<20
---<20
--<20
<2
70
<2
<2
<2
<2
<2
8.7
-<2
7.9
<2
<2
<2
<2
<2
280
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
2.8
120
<2
<2
<2
<2
<2
46
-5
25
<2
10
<2 UJ
<2
<2
170
<2
<2
<2
30
3.4

--<20
<20
--<20
---<20
--<20
2.9
120
<2
<2
<2
3.8
<2
46
-5.2
24
<2
11
<2
<2
<2
170
<2
2
<2
32
4.2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
160
<2
<2
<2
<2
<2
72
<2
<2
24
<2
<2
<2
<2
<2
600
<2
<2
<2
5.8
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 1 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Black Creek Aquifer
BCA-04
GW0619-BCA-04
7/9/2019-320-52149-1
320-52149-4

Black Creek Aquifer
LTW-02
GW0619-LTW-02
7/17/2019-320-52454-1
320-52454-2

Black Creek Aquifer
LTW-05
GW0619-LTW-05
7/16/2019-320-52322-1
320-52322-4

Black Creek Aquifer
PIW-10DR
PIW-10DR-091019
9/10/2019-320-54176-1
320-54176-1

6.9
<5
<2
<2
<2
<2
20
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

9,500
38,00016,000
3,000
250
<34
6,500
2,100
<27
30.3
490 J
1,200
<15
370
<24
45
420
<46
<60
<41

26,000 B
241,000
68,00022,0002,900<340<5,700
<470
<270
310
1,620
3,100
<150
1,900
<240
1,400
2,100
<460
<600
<410

19,00045,00019,0006,000
1,200 J
<34 UJ
9,100
3,400
<27
160 J
1,500
6,400 J
15
510
<24
790 J
1,200
<46
<60
<41

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<45
--<20
---<20
--<27
<2
71
<2.7
<2.7
<3.9
<4.7
<2
13
-<2
10
<2
<2.3
<3.9
<3
<2.6
290
<2.5
<11
<9.4
<7.3
<4.6

--<20
<20
--<20
---<20
--<20
<2
330
<2
<2
<2
<2
<2
360
-<2
100
<2
<2
<2
<2
<2
2,600
<2
<2
<2
3.6
<2

<2
<2
<20
<20
<2
<4
34
<2
<2.1
<2.1
<20
<2
<2
<20
<2
240
<2
<2
<2
<2
<2
120
<2
<2
56
<2
<2
<2
<2
<2
750
<2
<2
<2
2.9
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 2 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Black Creek Aquifer
PIW-2D
PIW-2D-091219
9/12/2019-320-54314-1
320-54314-2

Black Creek Aquifer
PIW-2D
PIW-2D-091219-Z
9/12/2019-320-54316-1
320-54316-1

Black Creek Aquifer
PIW-3D
GW0619-PIW-3D
7/18/2019-320-52464-1
320-52464-2

Black Creek Aquifer
PIW-4D
PIW-4D-091119-Z
9/11/2019-320-54319-1
320-54319-2

1,800
14,000
2,900
100
<79
<34
1,300
92
<27
<30
<160
<58
<15
110 J
<24
<28
<70
<46
<60
<41

1,800
13,000
3,000
100
<79
<34
1,200
88.7
<27
<30
<160
<58
<15
130
<24
<28
<70
<46
<60
<41

9,600
5,400
9,100
1,700
780
95
12,000
4,400
<2.7
150
500
<5.8
5.1
83
<2.4
52
290
<4.6
<6
<4.1

6.7
<210
<81
<58
<79
<34
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<2
<3.2
<20
<52
<8.5
<14
<20
<2.4
<2.1
<2.1
<20
<8.7
<4.3
<31
<2
18
<3.2
<3.1
<4.5
<5.5
<2
<2.5
<8.9
3
<5.8
<2
<2.7
<4.6
<3.5
<3
70
<2.9
<13
<11
<8.5
<5.4

<2
<3.2
<20
<52
<8.5
<14
<20
<2.4
<2.1
<2.1
<20
<8.7
<4.3
<31
<2
19
<3.2
<3.1
<4.5
<5.5
<2
<2.5
<8.9
3.5
<5.8
<2
<2.7
<4.6
<3.5
<3
76
3.1
<13
<11
<8.5
<5.4

--<20
<20
--<20
---<20
--<20
2.2
84
<2
<2
<2
<2
<2
30
-3.1
21
<2
4.2
<2
<2
<2
130
<2
<2
<2
35
9.5

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 3 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Black Creek Aquifer
PIW-7D
GW0619-PIW-7D
7/19/2019-320-52624-1
320-52624-3

Black Creek Aquifer
PIW-8D
GW0619-PIW-8D
7/19/2019-320-52624-1
320-52624-2

Black Creek Aquifer
PIW-9D
GW0619-PIW-9D
7/23/2019-320-52722-1
320-52722-1

Black Creek Aquifer
PW-09
PW-09-091119
9/11/2019-320-54274-1
320-54274-2

11,000149,000
27,000
2,400
570
<34
3,500
530
<27
53
280
690
<15
810
<24
170 J
350 J
<46
<60
<41

54,000 E
400,000
137,000
51,0007,200<340
15,000
4,500
<270
770
4,400
10,000 F1
<150
3,600
<240
3,700
4,500
<460
<600
<410

33,000154,000
41,00012,000
3,100
84
9,900
3,400
29
370
1,900 J
2,700
18
1,700
<24
1,600
1,700
<46
<60
<41

<4
<210
170 J
<58
<79
<34
1,600
220
160 J
81
<160
93.7
<15
<54
<24
<28
<70
<46
<60
<41

--<20
<44
--<20
---<20
--<26
<2
100
<2.7
<2.6
<3.8
<4.6
<2
41
-<2
14
<2
<2.3
<3.9
<2.9
<2.5
820
<2.4
<11
<9.2
<7.1
<4.5

--<38
<98
--<38
---<36
--<58
<3.8
930
<6
<5.8
<8.5
<10
<3.6
920
-<3.2
290
<3
<5.1
<8.7
<6.6
<5.6
3,900
<5.5
<24
<21
<16
<10

--<20
<20
--<20
---<20
--<20
<2
240
<2
<2
<2
<2
<2
100
-<2
81
<2
<2
<2 UJ
<2
<2
790
<2
<2
<2
17
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 4 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Black Creek Aquifer
PW-09
PW-09-091119-Z
9/11/2019-320-54278-1
320-54278-2

Black Creek Aquifer
PW-11
PW-11-091019
9/10/2019-320-54231-1
320-54231-2

Black Creek Aquifer
PW-11
PW-11-091019-Z
9/10/2019-320-54229-1
320-54229-1

Black Creek Aquifer
PW-12
PW-12-091119
9/11/2019-320-54299-1
320-54299-4

<4
<210
160
<58
<79
<34
1,900
158
79
37
<160
65 J
<15
<54
<24
<28
<70
<46
<60
<41

16,000284,000
56,000 J
32,000 J
16,000
670 J
8,200
3,100
410
910
1,400
3,200
93.4
3,000
<120
940
540
<230
<300
<200

20,000309,000
59,00033,00016,000
480
9,000
3,200
320
720
1,700
3,300
77.6
3,100
<120
820
640
<230
<300
<200

<4
<5
<2
<2
<2
<2
15
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<3.1
<20
<500
<82
<13
21
<2.3
<2.1
<2.1
<20
<84
<4.1
<300
<2
150
<3.1
<3
<4.3
<5.3
<2
430
<8.6
3.5
39
<2
4.2 I
<4.4
<3.4
<2.9
1,300
<2.8
<13
<11
25
<5.2

<2
<2.9
<20
<48
<7.8
<13
<20
<2.2
<2.1
<2.1
<20
<7.9
<3.9
<28
3.2 I
150
<2.9
<2.8
<4.1
<5
<2
410
<8.1
5.1
35
<2
3.1
<4.2
<3.2
<2.7
1,400
<2.6
<12
<10
23
<4.9

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2 UJ
<2
<2
<2
<2
<2 UJ
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 5 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Black Creek Aquifer
PW-12
PW-12-091119-Z
9/11/2019-320-54299-1
320-54299-5

Black Creek Aquifer
PW-13
PW-13-091019
9/10/2019-320-54231-1
320-54231-3

Black Creek Aquifer
PW-13
PW-13-091019-Z
9/10/2019-320-54229-1
320-54229-2

Black Creek Aquifer
PW-14
PW-14-091119
9/11/2019-320-54274-1
320-54274-3

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<15
<210
<81
<58
<79
<34
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<15
<2,100
<810
<580
<790
<340
<5,700
<470
<270
<300
<1,600
<580
<150
<540
<240
<280
<700
<460
<600
<410

22,0009,520,000
3,415,000
1,100,000
606,000
385,000
1,355,000
391,000
6,000
250,000
148,000
194,000
5,000
96,000<2,400211,000
127,000<4,600<6,000<4,100

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2 UJ
<2
<2
<2
<2
<2 UJ
<2
<2
<2
<2
<2
<2
<2
<2

<2
<3.2
<20
<52
<8.5
<14
<20
<2.4
<2.1
<2.1
<20
<8.7
<4.3
<31
<2
<3.5
<3.2
<3.1
<4.5
<5.5
<2
<2.5
<8.9
2.3
<5.8
<2
<2.7
<4.6
<3.5
<3
<4.9
<2.9
<13
<11
<8.5
<5.4

<2
<3.2
<20
<52
<8.5
<14
38
<2.4
<2.1
<2.1
<20
<8.7
<4.3
<31
16
<3.5
<3.2
<3.1
<4.5
<5.5
<2
<2.5
<8.9
2.1
<5.8
<2
<2.7
<4.6
<3.5
<3
<4.9
4.8
<13
<11
<8.5
<5.4

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
420
<2
2.4
<2
<2
<2
280
<2
4.2
130
<2
190
<2
<2
<2
1,300
<2
<2
<2
120
16

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 6 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Black Creek Aquifer
PZ-22
GW0619-PZ-22
7/23/2019-320-52722-1
320-52722-2

Black Creek Aquifer
SMW-12
GW0619-SMW-12
7/11/2019-320-52290-1
320-52290-1

Floodplain Deposits
LTW-01
GW0619-LTW-01
7/17/2019-320-52454-1
320-52454-1

Floodplain Deposits
LTW-03
GW0619-LTW-03
7/17/2019-320-52454-1
320-52454-4

10,000180,000
38,000
3,800
340
<67
4,700
1,100
<53
<61
760 J
1,900
<31
1,200
<49
130
680
<92
<120
<82

1,700
3,900
1,300
53
<7.9
<3.4
1,900 B
440
<2.7
<3
120
<5.8
<2
38
<2.4
<2.8
110
<4.6
<6
<4.1

19,00045,00030,000
6,100
1,200
210
23,000
8,300
<27
260
1,200
970
<15
490
<24
140
720
<46
<60
<41

12,000154,000
34,000
4,900
160
<34
9,300
2,400
<27
33.3
600
2,600
<15
1,000
<24
42
480
<46
<60
<41

--<20
<20
--<20
---<20
--<20
<2
140
<2
<2
<2
<2
<2
33
-<2
43
<2
<2
<2
<2
<2
810
<2
<2
<2
4
<2

--<20
<20
--<20
---<20
--<20
<2
19
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
41
<2
<2
<2
<2
<2

--<20
<47
--<20
---<20
--<28
2.4
170
<2.9
<2.8
<4
<4.9
<2
43
-4.6
28
<2
<2.4
<4.1
<3.1
<2.7
420
<2.6
<12
<9.9
37
11 I

--<20
<46
--<20
---<20
--<27
<2
140
<2.8
<2.7
<4
<4.9
<2
19
-<2
15
<2
<2.4
<4.1
<3.1
<2.7
700
<2.6
<12
<9.8
<7.5
<4.8

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 7 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Floodplain Deposits
LTW-04
GW0619-LTW-04
7/17/2019-320-52454-1
320-52454-6

Floodplain Deposits
PIW-6S
GW0619-PIW-6S
7/17/2019-320-52454-1
320-52454-5

Floodplain Deposits
PIW-7S
GW0619-PIW-7S
7/19/2019-320-52624-1
320-52624-4

Perched Zone
FTA-01
GW0619-FTA-01
6/27/2019-320-51903-1
320-51903-3

16,00096,00031,0005,400
620
36
19,000
7,100
<27
160
2,000
4,300
<15
1,600
<24
510
2,300
<46
<60
<41

13,000160,000
35,000
5,000
150
<34
8,700
2,300
<27
31
470
1,700
<15
1,100
<24
43
490
<46
<60
<41

1,400
12,000
2,400
180
<79
<34
1,100
<47
<27
<30
<160
<58
<15
88
<24
<28
130
<46
<60
<41

520
<210 UJ
390 J
58 J<79 UJ
77 J
1,500 J
290 J
<27 UJ
32 J<160 UJ<58 UJ<15 UJ<54 UJ<24 UJ<28 UJ<70 UJ<46 UJ<60 UJ<41 UJ

--<20
<46
--<20
---<20
--<27
<2
440
<2.8
<2.7
<4
<4.9
<2
68
-2.9
44
<2
<2.4
<4.1
<3.1
<2.7
1,500
<2.6
<12
<9.7
8
<4.8

--<20
<47
--<20
---<20
--<28
<2
150
<2.9
<2.8
<4.1
<5
<2
18
-<2
16
<2
<2.4
<4.2
<3.2
<2.7
830
<2.6
<12
<9.9
<7.7
<4.9

--<20
<20
--<20
---<20
--<20
<2
26
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
130
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
11
<2
<2
<2
<2
<2
5.1
-2.1
4.5
<2
<2
<2
<2
<2
15
<2
<2
<2
6.7
3.8

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 8 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
FTA-02
GW0619-FTA-02
6/27/2019-320-51903-1
320-51903-1

Perched Zone
FTA-03
GW0619-FTA-03
6/27/2019-320-51903-1
320-51903-2

Perched Zone
MW-1S
GW0619-MW-1S
6/28/2019-320-51904-1
320-51904-3

Perched Zone
MW-2S
GW0619-MW-2S
7/10/2019-320-52165-1
320-52165-1

22,00011,000 J
8,800 J
2,000 J
1,700 J
2,400 J
6,400 J
2,400 J
1,300 J
3,500 J
1,500 J
950 J
19 J
450 J
24,000 J
1,100 J
560 J
<46 UJ<60 UJ<41 UJ

13,0003,200 J
6,500 J
780 J
820 J
1,200 J
6,500 J
2,200 J
550 J
610 J
1,400 J
1,100 J
<15 UJ
170 J
97 J
150 J
2,100 J
<46 UJ<60 UJ<41 UJ

14,00021,000 F1
11,000 F1
1,600 F1
1,300 J
1,300 F19,700 F1
3,300 F148 F11,000 F1
620 F1430 F1<15210 F1<24
230 F1370 F1<46<60<41

17,00028,00012,000
2,500
1,600
2,500
12,000
4,100
27 J
2,100
730 J
320
19
290
<24
450
510
<46
<60
<41

--<20
<20
--120
---<20
--<20
2.5
140
<2
2.9
<2
<2
2.1
87
-21
110
<2
17
<2
<2
2.1
270
<2
<2
<2
83
24

--<20
<20
--<20
---<20
--<20
<2
68
<2
2.2
<2
<2
<2
21
-5.1
15
<2
11
<2
<2
<2
87
<2
<2
<2
51
9.9

--<20
<20
--<20
---<20
--<20
<2
140
<2
18
<2
<2
<2
50
-2.3
26
<2
62
<2
<2
<2
290
<2
<2
10
94
13

--<20
<20
--<20
---<20
--<20
<2
200
<2
9
<2
<2
<2
77
-4.2
40
<2
75
<2
<2
<2
340
<2
<2
4.7
86
14

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 9 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
MW-7S
GW0619-MW-7S
7/10/2019-320-52165-1
320-52165-2

Perched Zone
MW-9S
GW0619-MW-9S
6/25/2019-320-51746-1
320-51746-4

Perched Zone
MW-12S
GW0619-MW-12S
7/8/2019-320-52171-1
320-52171-3

Perched Zone
MW-23
GW0619-MW-23
6/25/2019-320-51746-1
320-51746-2

17,000
4,600
8,700
1,500
1,200
1,800
13,000
5,200
58 J
830
1,400
650
17
260
<24
270
1,100
<46
<60
<41

5,600
1,600 J
2,700 J
360 J
360 J
220 J
7,000 J
2,800 J
38 J
200 J
310 J
<58 UJ<15 UJ<54 UJ<24 UJ
53 J
170 J<46 UJ<60 UJ<41 UJ

17,000
6,600
9,600
1,500
980
980
10,000
3,900
<27
540
540
63
<15
140
<24
120
330
<46
<60
<41

17,000790 J2,200 J
180 J
250 J
130 J
4,400 J
1,600 J
<27 UJ
150 J
450 J<58 UJ<15 UJ<54 UJ<24 UJ
41 J
290 J<46 UJ<60 UJ<41 UJ

--<20
<20
--<20
---<20
--<20
<2
130
<2
6.2
<2
<2
<2
43
-2.8
22
<2
15
<2
<2
<2
160
<2
<2
<2
82
7.8

--<20
<20
--<20
---<20
--<20
<2
140
<2
<2
<2
<2
<2
10
-<2
5.1
<2
2.2
<2
<2
<2
61
<2
<2
<2
16
2.7

--<20
<20
--<20
---<20
--<20
<2
130
<2
3.8
<2
<2
<2
30
-2
23
<2
16
<2
<2
<2
150
<2
<2
6.9
63
7.7

--<20
<20
--<20
---<20
--<20
<2
45
<2
<2
<2
<2
<2
7.7
-<2
6.5
<2
<2
<2
<2
<2
35
<2
<2
<2
23
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 10 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
MW-24
GW0619-MW-24
7/17/2019-320-52464-1
320-52464-6

Perched Zone
MW-25
GW0619-MW-25
6/25/2019-320-51746-1
320-51746-11

Perched Zone
MW-27
GW0619-MW-27
6/25/2019-320-51746-1
320-51746-5

Perched Zone
MW-28
GW0619-MW-28
6/26/2019-320-51904-1
320-51904-1

15,000716,000
129,000
31,000
7,400
1,400
8,100
3,200
1,400
1,200
2,100
8,200
<150
7,100
<240
420 F1
<700
<460
<600
<410

17,0002,700 J
8,100 J
1,400 J
1,400 J
750 J
25,000 J
9,800 J
<27 UJ
410 J
1,700 J
360 J
<15 UJ
180 J<24 UJ
190 J
1,400 J
<46 UJ<60 UJ<41 UJ

11,000240,000 J
62,000 J
17,000 J
4,500 J
260 J
7,800 J
2,900 J
<53 UJ
550 J
570 J
810 J
35 J
3,100 J
<49 UJ
240 J
220 J<92 UJ<120 UJ<82 UJ

2,900<210 UJ<81 UJ<58 UJ<79 UJ<34 UJ<570 UJ<47 UJ<27 UJ<30 UJ<160 UJ<58 UJ<15 UJ<54 UJ<24 UJ<28 UJ<70 UJ<46 UJ<60 UJ<41 UJ

--<20
<20
--<20
---<20
--<20
<2
200
<2
<2
<2
<2
<2
110
-<2
21
<2
16
<2
<2
<2
1,100
<2
<2
6.1
89
2.2

--<20
<20
--<20
---<20
--<20
<2
190
<2
<2
<2
<2
<2
33
-2.4
15
<2
4.2
<2
<2
<2
160
<2
<2
<2
80
4.2

--<20
<20
--<20
---<20
--<20
<2
110
<2
<2
<2
<2
<2
23
-2.8
16
<2
<2
<2
<2
<2
130
<2
<2
<2
23
<2

--<20
<20
--<20
---<20
--<20
<2
28
<2
<2
<2
<2
<2
7.3
-<2
4.3
<2
<2
<2
<2
<2
35
<2
<2
<2
20
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 11 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
MW-30
GW0619-MW-30
7/2/2019-320-52030-1
320-52030-2

Perched Zone
NAF-01
GW0619-NAF-01
7/10/2019-320-52165-1
320-52165-3

Perched Zone
NAF-02
GW0619-NAF-02
6/27/2019-320-51904-1
320-51904-4

Perched Zone
NAF-03
GW0619-NAF-03
6/27/2019-320-51904-1
320-51904-2

18,0003,300
9,400
1,000 J
1,600 J
2,100 J
29,00011,000<27480640 F1
<58
<15
95
<24
150
270
<46
<60
<41

22,00020,00020,0005,000
6,200
6,000 J
17,000
7,400
840
2,900
2,700
1,700
70
750
480
820
5,600
<46
<60
<41

160,000 E
2,915,000 J
779,000 J
240,000 J
104,000 J
36,000 J
74,000 J
32,000 J
23,000 J
17,000 J
21,000 J
213,000 J<770 UJ
27,000 J
7,300 J
14,000 J
12,000 J<2,300 UJ<3,000 UJ<2,000 UJ

54,000 E
260,000 J
110,000 J
39,000 J
21,000 J
19,000 J
47,000 J
23,000 J
57,000 J
9,200 J
6,000 J
37,000 J
600 J
4,900 J
6,800 J
3,300 J
4,400 J
<230 UJ<300 UJ<200 UJ

--<20
<20
--<20
---<20
--<20
<2
190
<2
<2
<2
<2
<2
33
-<2
10
<2
6.3
<2
<2
<2
160
<2
<2
<2
61
3I

--<20
<20
--<20
---<20
--<20
2.4
490
<2
6.8
<2
2.4
<2
73
-2.9
54
<2
49
<2
<2
<2
330
<2
<2
10
130
8.5

--<20
<20
--<20
---<20
--<20
2.4
3,300
<2
48
<2
41
<2
1,000
-2.9
610
<2
400
<2
<2
<2
8,000
<2
44
170
260
6.5

--<20
<20
--<20
---<20
--<20
<2
1,100
<2
18
<2
6.8
<2
140
-<2
190
<2
47
<2
<2
<2
870
<25
<2
46
140
2.7

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 12 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
NAF-04
GW0619-NAF-04
7/15/2019-320-52288-1
320-52288-5

Perched Zone
NAF-06
GW0619-NAF-06
7/11/2019-320-52282-1
320-52282-1

Perched Zone
NAF-07
GW0619-NAF-07
6/27/2019-320-51903-1
320-51903-6

Perched Zone
NAF-08A
GW0619-NAF-08A
7/15/2019-320-52288-1
320-52288-4

270,000 E
238,000
421,000
110,000 J
49,00032,000 J
85,00028,0001,135,000
107,000
105,000
1,210,000
6,500
60,000338,000
159,000
36,000<920<1,200<820

100,000 E
812,000
296,000
116,000
66,00045,000 J
47,00020,00078,000 J
29,0006,800
92,000
600
8,600
6,100
5,500
4,700 J
<230
<300
<200

37,000 E
93,000 J
46,000 J
14,000 J
7,800 J
4,300 J
26,000 J
10,000 J
610 J
2,000 J
5,100 J
32,000 J
63 J
1,800 J
270 J
850 J
2,400 J
<46 UJ<60 UJ<41 UJ

37,000 E
7,400
17,0005,100 J
4,400
2,700 J
201,000
114,000
5,500
2,100
3,000
21,000
<77
790
4,400
2,600
1,800
<230
<300
<200

--<170<450--<170---<160--<270
<17
4,800
<27
77
<39
<47
<16
7,700
-<15
980
<14
1,900
<39 UJ<30<26
34,000 E
<25
<110
<94
540
<46

--<20
<20
--<20
---<20
--<20
2.3
1,400
<2
20
<2
4.3
<2
480
-3.2
350
<2
270
<2 UJ
<2
<2
2,300
<2
<2
39
230
12

--<20
<20
--<20
---<20
--<20
2.4
220
<2
8.8
<2
<2
<2
110
-2.6
60
<2
34
<2
<2
<2
430
<2
<2
3.8
110
12

--<20
<20
--<20
---<20
--<20
<2
3,300
<2
4.3
<2
<2
<2
200
-2.2
89
<2
38
<2 UJ
<2
<2
1,300
<2
<2
3.8
54
7.6

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 13 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
NAF-09GW0619-NAF-09
7/2/2019-320-52028-1
320-52028-4

Perched Zone
NAF-10
GW0619-NAF-10
7/3/2019-320-52030-1
320-52030-3

Perched Zone
NAF-12
GW0619-NAF-12
7/17/2019-320-52464-1
320-52464-4

Perched Zone
PW-01
PW-01-090919
9/9/2019-320-54217-1
320-54217-1

42,000 E
5,900
22,0009,400
11,0002,200 J
54,00035,000480 F1
1,100
1,100 J
1,300
42
800
52
520
860
<46
<60
<41

23,0004,700
10,0001,600 J
1,200
1,000 J
28,000
9,800
88
740
2,700
410
21
470
67
480
1,600
<46
<60
<41

120,000 E
231,000
397,000
164,000
90,00059,000
328,000
31,000674,000
231,000
196,000
1,055,000
11,000559,000
715,000
376,000
118,000
<460
<600
<410

8,300
25,00010,0002,000 J
1,000 J
660 J
4,100 J
1,300
490
490 J
610
900 J
<15
280 J
110 J
130 J
310
<46
<60
<41

--<20
<20
--<20
---<20
--<20
10
1,300
<2
7
<2
<2
<2
120
-4.4
85
<2
19
<2
<2
<2
610
<2
<2
<2
100
10

--<20
<20
--<20
---<20
--<20
4.6
240
<2
4.1
<2
<2
<2
46
-<2
24
<2
16
<2
<2
<2
270
<2
<2
<2
99
11

--<20
<20
--<20
---<20--<20<26,500 J
<2
220 I
<2
<2
<2
9,300 E,I
-5.3 J
1,700 J<24,600 E<2<2<218,000 E
<2
<2
42 J
750 E
42

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
61
<2
<2
<2
<2
<2
25
<2
<2
13
<2
6.4
<2
<2
<2
110
<2
<2
<2
95
6.6

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 14 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
PW-01
PW-01-090919-D
9/9/2019
Field Duplicate
320-54217-1
320-54217-2

Perched Zone
PZ-11
GW0619-PZ-11
7/16/2019-320-52322-1
320-52322-1

Perched Zone
PZ-11
GW0619-PZ-11-D
7/16/2019
Field Duplicate
320-52322-1
320-52322-2

Perched Zone
PZ-12
GW0619-PZ-12
7/11/2019-320-52282-1
320-52282-2

7,500
23,000
9,400
1,900
960
540
3,600
1,200
410
400
470
880 J
<15
270
100
110
260
<46
<60
<41

4,900 B
7,100
4,800
830
650
800
3,300
1,100
530
320
220
1,200
<15
140
29
120
110 J
<46
<60
<41

6,200 B
7,500
5,000
910
710
920
3,600
1,200
560
350
260
1,200
<15
130
30
110
110 J
<46
<60
<41

6,800
63,000 J
13,000
3,000
990
360
5,300
1,200
7,600
770
480
5,800 J
18
450
150
210
200 J
<46
<60
<41

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
58
<2
<2
<2
<2
<2
25
<2
<2
12
<2
6.4
<2
<2
<2
100
<2
<2
<2
100
6.4

--<20
<20
--<20
---<20
--<20
2.8
43
<2
3
<2
<2
<2
23
-5.2
20
<2
6.2
<2
<2
<2
64
<2
<2
2.2
42
16

--<20
<20
--<20
---<20
--<20
2.6
43
<2
3.2
<2
<2
<2
23
-4.9
20
<2
6
<2
<2
<2
65
<2
<2
<2
43
15

--<20
<20
--<20
---<20
--<20
<2
67
<2
<2
<2
<2
<2
38
-3.2
24
<2
4.4
<2 UJ
<2
<2
150
<2
<2
<2
120
8.9

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 15 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
PZ-13
GW0619-PZ-13
6/25/2019-320-51746-1
320-51746-6

Perched Zone
PZ-14
GW0619-PZ-14
7/3/2019-320-52030-1
320-52030-4

Perched Zone
PZ-15
GW0619-PZ-15
6/25/2019-320-51746-1
320-51746-3

Perched Zone
PZ-19R
GW0619-PZ-19R
7/1/2019-320-52028-1
320-52028-2

44,000 E
8,000 J
20,000 J
3,200 J
3,300 J
4,600 J
109,000 J
62,000 J
320 J
1,300 J
3,200 J
1,600 J
28 J
290 J
200 J
320 J
2,300 J
<46 UJ<60 UJ<41 UJ

32,0005,300
14,0002,800 J
2,100 J
3,100 J
48,00017,000
<27
620
980
72 F1
22
380
<24
410
280
<46
<60
<41

10,0002,800 J
9,000 J
1,300 J
1,100 J
1,000 J
19,000 J
7,600 J
<27 UJ
550 J
970 J
180 J
<15 UJ
130 J<24 UJ
140 J
620 J<46 UJ<60 UJ<41 UJ

6,500
3,000
6,100
720
740
450 J
4,400
1,900
31
230
390 F1
70
5
76
23
57
250
<4.6
<6
<4.1

--<20
<20
--<20
---<20
--<20
<2
2,400
<2
3.1
<2
<2
<2
120
-<2
55
<2
55
<2
<2
<2
910
<2
<2
3.5
78
6.9

--<20
<20
--<20
---<20
--<20
<2
460
<2
<2
<2
<2
<2
52
-<2
22
<2
20
<2
<2
<2
310
<2
<2
<2
130
6.5 I

--<20
<20
--<20
---<20
--<20
<2
160
<2
<2
<2
<2
<2
27
-<2
11
<2
5.2
<2
<2
<2
160
<2
<2
<2
44
4.9 I

--<20
<20
--<20
---<20
--<20
4.2
63
<2
3.7
<2
<2
<2
34
-6.9
31
<2
7.5
<2
<2
<2
90
<2
<2
<2
32
16

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 16 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
PZ-20R
GW0619-PZ-20R
7/1/2019-320-52028-1
320-52028-1

Perched Zone
PZ-21R
GW0619-PZ-21R
7/2/2019-320-52030-1
320-52030-1

Perched Zone
PZ-24
GW0619-PZ-24
6/25/2019-320-51746-1
320-51746-10

Perched Zone
PZ-26
GW0619-PZ-26
6/25/2019-320-51746-1
320-51746-9

3,500
820
2,600
240
190
160 J
2,000
870
<2
98
75
3.2
<2
20
<2
17
38
<2.3
<3
<2

2,100
920
1,800
190 J
220 J
150 J
1,000
410
4.3
97
88
15 J
2.3
22
12
20
41
<2.3
<3
<2

36,0001,300 J
4,100 J
810 J
710 J
190 J
14,000 J
5,200 J
<27 UJ
180 J
330 J<58 UJ<15 UJ
93 J<24 UJ
82 J
280 J<46 UJ<60 UJ<41 UJ240<210 UJ
190 J<58 UJ<79 UJ
58 J<570 UJ
140 J<27 UJ<30 UJ<160 UJ<58 UJ<15 UJ<54 UJ<24 UJ<28 UJ<70 UJ<46 UJ<60 UJ<41 UJ

--<20
<20
--<20
---<20
--<20
5
28
<2
6
<2
<2
<2
36
-8.2
38
<2
5.8
<2
<2
<2
67
<2
<2
<2
24
22

--<20
<20
--<20
---<20
--<20
4
20
<2
4
<2
<2
<2
27
-7.1
29
<2
6.9
<2
<2
<2
46
<2
<2
<2
28
19

--<20
<20
--<20
---<20
--<20
2.3
140
<2
<2
<2
<2
<2
25
-<2
16
<2
2.4
<2
<2
<2
110
<2
<2
<2
160
3.9

--<20
<20
--<20
---<20
--<20
5.5
15
<2
4.4
<2
<2
<2
19
-7.6
27
<2
3.2
<2
<2
<2
28
<2
<2
<2
14
23

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 17 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
PZ-27
GW0619-PZ-27
6/25/2019-320-51746-1
320-51746-8

Perched Zone
PZ-28
GW0619-PZ-28
6/25/2019-320-51746-1
320-51746-7

Perched Zone
PZ-35
GW0619-PZ-35
7/2/2019-320-52028-1
320-52028-3

Perched Zone
SMW-02
GW0619-SMW-02
7/17/2019-320-52454-1
320-52454-3

500
5,800 J
1,300 J
310 J
150 J
120 J
660 J
270 J
29 J
180 J
<160 UJ
440 J<15 UJ
110 J<24 UJ<28 UJ<70 UJ<46 UJ<60 UJ<41 UJ

1,400
460 J
1,300 J
160 J
190 J
46 J
3,200 J
1,100 J
<2 UJ
54 J
150 J
<2.9 UJ
<2 UJ
30 J
<2 UJ
16 J
82 J
<2.3 UJ
<3 UJ
<2 UJ

1,600
560
1,500
260
390
410 J
1,100
530
11
140
92 J
33 J
2.1
18
6.1
29
53 J
<2
<2
<2

18,0002,900
20,000
3,200
1,100
56
21,000
9,900
<27
120
810
<58
17
320
<24
67
510
<46
<60
<41

--<20
<20
--<20
---<20
--<20
3.6
12
<2
<2
<2
<2
<2
11
-5.2
13
<2
2
<2
<2
<2
27
<2
<2
<2
13
12

--<20
<20
--<20
---<20
--<20
<2
28
<2
2.6
<2
<2
<2
11
-3
11
<2
4.3
<2
<2
<2
35
<2
<2
<2
14
8.9

--<20
<20
--<20
---<20
--<20
3.7
23
<2
4
<2
<2
<2
24
-5.5
26
<2
9
<2
<2
<2
43
<2
<2
<2
26
16

--<20
<46
--<20
---<20
--<27
2.1
88
<2.8
<2.7
<4
<4.9
<2
41
-<2
22
<2
<2.4
<4.1
<3.1
<2.7
230
<2.6
<12
<9.7
34
<4.8

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 18 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Perched Zone
SMW-07
GW0619-SMW-07
7/8/2019-320-52171-1
320-52171-5

Surficial Aquifer
MW-13D
GW0619-MW-13D
7/11/2019-320-52282-1
320-52282-5

Surficial Aquifer
MW-14D
GW0619-MW-14D
7/11/2019-320-52282-1
320-52282-4

Surficial Aquifer
MW-15DRR
MW-15DRR-091119
9/12/2019-320-54317-1
320-54317-3

12,000
750
2,200
220
280
72 J
2,700
770
<27
150
180
<58
<15
<54
<24
43
130
<46
<60
<41

37,000 E
184,000
66,00016,0005,200
400
21,000
5,900
<270
2,100
1,640
3,000 J
<150
1,500
<240
1,700
2,800
<460
<600
<410

9,700
183,000
35,000
8,600
3,000
700
7,900
3,100
660
450
<1,600
2,300
<150
1,700
<240
540
<700
<460
<600
<410

3,500
31,000
6,300
940
320
130
3,600
1,000
8,800
1,200
960
21,000
30
320
1,100
370
170
<46
<60
<41

--<20
<20
--<20
---<20
--<20
5
25
<2
<2
<2
<2
<2
48
-25
23
<2
<2
<2
<2
3.9
27
<2
<2
<2
1,300
2.2 I

--<20
<20
--<20
---<20
--<20
<2
590
<2
<2
<2
<2
<2
270
-2.8
120
<2
5.8
<2 UJ
<2
<2
2,400
<2
<2
<2
29
<2

--<20
<20
--38
---<20
--<20
<2
160
<2
<2
<2
<2
<2
120
-3.3
90
<2
11
<2 UJ
<2
<2
560
<2
<2
<2
400
7.3

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
8.2
41
<2
3.3
<2
<2
<2
18
<2
13
18
<2
5.8
<2
<2
<2
85
<2
<2
<2
62
35

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 19 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Surficial Aquifer
MW-16D
GW0619-MW-16D
7/15/2019-320-52288-1
320-52288-2

Surficial Aquifer
MW-17D
GW0619-MW-17D
7/15/2019-320-52288-1
320-52288-3

Surficial Aquifer
MW-18D
GW0619-MW-18D
7/15/2019-320-52288-1
320-52288-6

Surficial Aquifer
MW-19D
GW0619-MW-19D
7/9/2019-320-52149-1
320-52149-1

1,300
500
430 J
76 J
39
12 J
1,300
330
38
22
31
65
<2
12
<2
12
17
<2.3
<3
<2

690
260
490
81 J
14
<2
1,700
510
<2
20
25
<2.9
<2
7.4
<2
5.9
10
<2.3
<3
<2

810
58
110
4.6 J
<2
<2
430
100
<2
<2
4.1
<2
<2
2.9
<2
<2
2.1
<2
<2
<2

1,100
720
830
170
78
<2
1,100
360
<2
15
27
<2
<2
12
<2
4.8
18
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
10
<2
<2
<2
<2
<2
3.9
-<2
4.2
<2
<2
<2 UJ
<2
<2
13
<2
<2
<2
21
<2

--<20
<20
--<20
---<20
--<20
<2
11
<2
<2
<2
<2
<2
2.9
-<2
4.1
<2
<2
<2 UJ
<2
<2
16
<2
<2
<2
3.6
<2

--<20
<20
--<20
---<20
--<20
<2
3.8
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2 UJ
<2
<2
9
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
11
<2
<2
<2
<2
<2
4.7
-<2
5.6
<2
<2
<2
<2
<2
21
<2
<2
<2
21
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 20 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Surficial Aquifer
MW-20D
GW0619-MW-20D
7/9/2019-320-52149-1
320-52149-2

Surficial Aquifer
MW-21D
GW0619-MW-21D
7/11/2019-320-52282-1
320-52282-3

Surficial Aquifer
MW-22D
GW0619-MW-22D
7/15/2019-320-52288-1
320-52288-1

Surficial Aquifer
PIW-10S
GW0619-PIW-10S
7/22/2019-320-52621-1
320-52621-3

1,900
14,000
3,300
600
120
<34
2,700
650
<27
<30
<160
87
<15
110
<24
<28
81.5
<46
<60
<41

380
110
290
28
<2
<2
860
290
<2
6.1
8.3 J
<2
<2
6
<2
<2
4.6
<2
<2
<2

1,800
290
580
83 J
49
5.5 J
1,400
450
<2
18
29
<2.9
<2
12
<2
11
17
<2.3
<3
<2

4,400
1,500
3,000
520
210
<34
5,700
2,100
<27
150
190
<58
<15
<54
<24
<28
130
<46
<60
<41

--<20
<20
--<20
---<20
--<20
<2
21
<2
<2
<2
<2
<2
11
-<2
13
<2
<2
<2
<2
<2
44
<2
<2
<2
68
<2

--<20
<20
--<20
---<20
--<20
<2
7.1
<2
<2
<2
<2
<2
<2
-<2
2.4
<2
<2
<2 UJ
<2
<2
11
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
12
<2
<2
<2
<2
<2
5.5
-<2
5.7
<2
<2
<2 UJ
<2
<2
16
<2
<2
<2
20
<2

--<20
<24
--<20
---<20
--<20
<2
49
<2
<2
<2.1
<2.6
<2
7.9
-<2
6.6
<2
<2
<2.1
<2
<2
47
<2
<6.1
<5.1
12
<2.5

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 21 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Surficial Aquifer
PIW-1D
GW0619-PIW-1D
7/19/2019-320-52621-1
320-52621-1

Surficial Aquifer
PIW-1D
GW0619-PIW-1D-D
7/19/2019
Field Duplicate
320-52621-1
320-52621-2

Surficial Aquifer
PIW-5S
GW0619-PIW-5S
7/19/2019-320-52624-1
320-52624-5

Surficial Aquifer
PIW-9S
GW0619-PIW-9S
7/18/2019-320-52464-1
320-52464-1

11,000 J
14,000
9,700
1,800
300
<34
9,900
3,600
<27
48
420
<58
<15
150
<24
37
290 J
<46
<60
<41

8,700 J
15,000
9,700
1,800
320
<34
10,000
3,600
<27
51
480
<58
<15
160
<24
33
350 J
<46
<60
<41

79,000 E
35,00038,00010,0008,700
4,800
102,000
44,000
4,300
1,300
4,700
16,000
65
770
1,800
1,600
3,000
<46
<60
<41

7,300
146,000
34,000
8,400
1,500
<34
7,500
2,700
<27
170
800 F1
800
<15
1,500
<24
690
650
<46
<60
<41

--<20
<46
--<20
---<20
--<27
<2
70
<2.8
<2.7
<4
<4.9
<2
14
-<2
11
<2
<2.4
<4.1
<3.1
<2.6
140
<2.6
<11
<9.7
<7.5
<4.8

--<20
<24
--<20
---<20
--<20
<2
70
<2
<2
<2.1
<2.6
<2
14
-<2
11
<2
<2
<2.2
<2
<2
140
<2
<6.1
<5.1
4.4
<2.5

--<180<470--<180---<170--<280
<18
1,100
<29
<28
<41
<50
<17
140
-<15
58
<14
<24
<42
<32
<27
910
<26
<120
<99
<77
<49

--<20
<20
--<20
---<20
--<20
<2
120
<2
<2
<2
<2
<2
43
-<2
23
<2
<2
<2
<2
<2
250
<2
<2
<2
13
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 22 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Surficial Aquifer
PW-02
PW-02-091119
9/11/2019-320-54274-1
320-54274-1

Surficial Aquifer
PW-02
PW-02-091119-Z
9/11/2019-320-54278-1
320-54278-1

Surficial Aquifer
PW-03
PW-03-091119
9/11/2019-320-54317-1
320-54317-1

Surficial Aquifer
PW-03
PW-03-091119-Z
9/11/2019-320-54319-1
320-54319-1

7,400
9,545,000
2,805,000
746,000
246,000
90,000472,000
176,000
35,00043,00075,000 F1
254,000
1,900
106,000
2,200
18,00036,000<2,300<3,000<2,0008,100
9,850,000
2,990,000
804,000
268,000
85,000517,000
179,000
39,000 F1
40,00078,000268,000
2,600
111,000
3,600
19,00033,000<4,600<6,000<4,10078,0005,900
18,000
5,800
1,800
45.7
131,000
76,000130
750
11,00047,000
93
8,000
520
4,900
12,000<46<60<4154,000
5,100
16,000
5,200
1,400
<34
120,000
69,00093
460
9,600
42,000
69
7,100
440
3,600
11,000
<46
<60
<41

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
68
<2
<2
<2
<2
<2
26
<2
<2
13
<2
4.7
<2
<2
<2
120
<2
<2
<2
85
3.6

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
82
<2
<2
<2
<2
<2
31
<2
<2
16
<2
5.4
<2
<2
<2
140
<2
<2
<2
100
2.3

<2
<3.2
<20
<52
<8.5
<14
<20
<2.4
<2.1
<2.1
<20
<8.7
<4.3
<31
<2
5,400
<3.2
<3.1
<4.5
<5.5
<2
310
<8.9
3.3
150
<2
<2.7
<4.6
<3.5
<3
3,700
<2.9
<13
<11
16
<5.4

<2
<3.2
<20
<52
<8.5 UJ<14 UJ
<20
<2.4
<2.1
<2.1
<20
<8.7
<4.3
<31
<2
4,700
<3.2
<3.1
<4.5
<5.5
<2
260
<8.9
3.6
120
<2
<2.7
<4.6
<3.5
<3
3,400
<2.9
<13
<11
13
<5.4

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 23 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Surficial Aquifer
PW-04
PW-04-091119
9/11/2019-320-54294-1
320-54294-4

Surficial Aquifer
PW-04
PW-04-091119-Z
9/11/2019-320-54294-1
320-54294-5

Surficial Aquifer
PW-05
PW-05-090919
9/9/2019-320-54174-1
320-54174-1

Surficial Aquifer
PW-06
PW-06-091019
9/10/2019-320-54231-1
320-54231-1

940
270
770
280
66
<2
710
310
<2
8.4
120
4.4
<2
6.7
<2
5.9
47
<2
<2
<2

880
320
870
310
68
<2
790
340
<2
4.3
160 J
4.4 J
<2
8
<2
5
64
<2
<2
<2

1,600
<210
730
73
130
<34 UJ
1,600
430
<27
50
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

950
<210
510
74
<79
<34
1,100
380
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2 UJ
<2
<20
<2
11
<2
<2
<2
<2
<2
5.1
<2
<2
3.5
<2
<2
<2
<2
<2
17
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
11
<2
<2
<2
<2
<2
6.1
<2
<2
3.7
<2
<2
<2
<2
<2
17
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
13
<2
<2
<2
<2
<2
4.5
<2
<2
3
<2
<2
<2
<2
<2
15
<2
<2
<2
7.7
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
8.8
<2
<2
<2
<2
<2
3.7
<2
<2
3
<2
<2
<2
<2
<2
12
<2
<2
<2
4.1
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 24 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Surficial Aquifer
SMW-01
GW0619-SMW-01
6/25/2019-320-51746-1
320-51746-12

Surficial Aquifer
SMW-03B
GW0619-SMW-03B
7/12/2019-320-52285-1
320-52285-2

Surficial Aquifer
SMW-04B
GW0619-SMW-04B
7/12/2019-320-52285-1
320-52285-3

Surficial Aquifer
SMW-05P
GW0619-SMW-05P
7/25/2019-320-52722-1
320-52722-3

2,100
360 J
980 J
210 J
54 J
3.1 J
1,700 J
570 J
<2 UJ
55 J
110 J
<2 UJ
<2 UJ
11 J
<2 UJ
4.9 J
43 J
<2 UJ
<2 UJ
<2 UJ

12,000456,000
72,000 F1
10,000 J<790<340
56,000 F1
11,000
430
<300
2,200
27,000
<150
4,800
<240
<280
710
<460
<600
<410

13,00041,0007,000
1,600 J
430
61 J
4,800
990
46
56
180
550
<15
450
<24
64
89
<46
<60
<41

19,000218,000
45,00013,0004,700
460
27,000
5,100
1,200
210
1,300 J
6,500
40
3,100
240
390
500
<92
<120
<82

--<20
<20
--<20
---<20
--<20
2
17
<2
<2
<2
<2
<2
9.2
-<2
6.2
<2
<2
<2
<2
<2
25
<2
<2
<2
9.9
2.9 I

--<20
<24
--<20
---<20
--<20
2.4
210
<2
<2
<2.1
<2.6
<2
41
-<2
45
<2
<2
<2.2
<2
<2
600
<2
<6.1
<5.2
120
<2.5

--<20
<24
--<20
---<20
--<20
2.9
42
<2
<2
<2.1
<2.6
<2
46
-4.2
36
<2
<2
<2.2
<2
<2
95
<2
<6.1
<5.2
5,800
<2.5

--<20
<20
--<20
---<20
--<20
3.4
120
<2
<2
<2
<2
<2
140
-3.5
120
<2
4.9
<2
<2
<2
260
<2
<2
<2
6,900
2.7

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 25 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Surficial Aquifer
SMW-08B
GW0619-SMW-08B
7/16/2019-320-52322-1
320-52322-3

Surficial Aquifer
SMW-09GW0619-SMW-09
7/11/2019-320-52282-1
320-52282-6

Surficial Aquifer
SMW-10
GW0619-SMW-10
6/27/2019-320-51903-1
320-51903-4

Surficial Aquifer
SMW-11
GW0619-SMW-11
6/26/2019-320-51903-1
320-51903-7

8,700 B
262,000
47,00012,000
2,900
540
7,700
2,800
550
<300
<1,600
4,400
<150
2,900
<240
299
<700
<460
<600
<410

14,000
1,800
3,100
920
890
66
4,800
1,400
22,000560
2,000
54,000 J
88
260
610
2,000
360 J
<46
<60
<41

<4
<210 UJ<81 UJ<58 UJ<79 UJ
51 J
776 UJ<47 UJ<27 UJ<30 UJ<160 UJ<58 UJ<15 UJ<54 UJ<24 UJ<28 UJ<70 UJ<46 UJ<60 UJ<41 UJ

4,000
1,600 J
2,400 J
400 J
190 J
62 J
2,900 J
760 J
<27 UJ
72 J
178 UJ<58 UJ<15 UJ<54 UJ<24 UJ
30 J
140 J<46 UJ<60 UJ<41 UJ

--<20
<20
--<20
---<20
--<20
3.1
110
<2
<2
<2
<2
<2
81
-4.9
34
<2
4.2
<2
<2
<2
550
<2
<2
<2
360
6.1

--<20
<20
--<20
---<20
--<20
3.1
340
<2
<2
<2
<2
<2
66
-16
79
<2
<2
<2 UJ
<2
2.6
200
<2
<2
<2
91
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
24
<2
<2
<2
<2
<2
9.8
-<2
7.8
<2
<2
<2
<2
<2
29
<2
<2
<2
34
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 26 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-EB
GW0619-EQBLK-062719
6/27/2019
Equipment Blank
320-51903-1
320-51903-5-EB
GW0619-EQBLK-070819
7/8/2019
Equipment Blank
320-52171-1
320-52171-1-EB
GW0619-EQBLK-070819-02
7/8/2019
Equipment Blank
320-52171-1
320-52171-2-EB
GW0619-EQBLK-070919
7/9/2019
Equipment Blank
320-52149-1
320-52149-3<4<210 UJ<81 UJ<58 UJ<79 UJ<34 UJ<570 UJ<47 UJ<27 UJ<30 UJ<160 UJ<58 UJ<15 UJ<54 UJ<24 UJ<28 UJ<70 UJ<46 UJ<60 UJ<41 UJ

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
6.7
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 27 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-EB
GW0619-EQBLK-071019
7/10/2019
Equipment Blank
320-52165-1
320-52165-4-EB
GW0619-EB-02-071119
7/11/2019
Equipment Blank
320-52290-1
320-52290-3-EB
GW0619-EB-071119
7/11/2019
Equipment Blank
320-52290-1
320-52290-2-EB
GW0619-EB-071219
7/12/2019
Equipment Blank
320-52285-1
320-52285-1

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 28 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-EB
GW0619-EB-02-071519
7/15/2019
Equipment Blank
320-52285-1
320-52285-5-EB
GW0619-EB-071519
7/15/2019
Equipment Blank
320-52285-1
320-52285-4-EB
GW0619-EB-01-071619
7/16/2019
Equipment Blank
320-52322-1
320-52322-5-EB
GW0619-EB-02-071619
7/16/2019
Equipment Blank
320-52322-1
320-52322-6

<4
<5
<2
<2
<2
<2 UJ
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

72
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 29 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-EB
GW0619-EB-071719
7/17/2019
Equipment Blank
320-52464-1
320-52464-5-EB
GW0619-EB-071819
7/18/2019
Equipment Blank
320-52464-1
320-52464-3-EB
GW0619-EB-071919
7/19/2019
Equipment Blank
320-52624-1
320-52624-1-EB
GW0619-EQBLK-072219
7/22/2019
Equipment Blank
320-52621-1
320-52621-4

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<210
<81
<58
<79
<34
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<210
<81
<58
<79
<34
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 30 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-EB
EQBLK-090919-01
9/9/2019
Equipment Blank
320-54174-1
320-54174-2-EB
EQBLK-090919-02
9/9/2019
Equipment Blank
320-54174-1
320-54174-3-EB
EQBLK-091019-01
9/10/2019
Equipment Blank
320-54176-1
320-54176-2-EB
EQBLK-091019-02
9/10/2019
Equipment Blank
320-54176-1
320-54176-3

<4
<210
<81
<58
<79
<34 UJ
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<210
<81
<58
<79
<34 UJ
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<210
<81
<58
<79
<34
780
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<210
<81
<58
<79
<34 UJ
570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 31 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-EQBLK
GW0619-EQBLK
6/25/2019
Equipment Blank
320-51746-1
320-51746-1-EQBLK
GW0619-EQBLK-062619
6/26/2019
Equipment Blank
320-51904-1
320-51904-5-EQBLK
GW0619-EQBLK-062819
6/28/2019
Equipment Blank
320-51904-1
320-51904-6-EQBLK
GW0619-EQBLK-070119
7/1/2019
Equipment Blank
320-52028-1
320-52028-5

<4
<5 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<10 UJ<20 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ
<2 UJ

<4
<210 UJ<81 UJ<58 UJ<79 UJ
58 J<570 UJ<47 UJ<27 UJ<30 UJ<160 UJ<58 UJ<15 UJ<54 UJ<24 UJ<28 UJ<70 UJ<46 UJ<60 UJ<41 UJ

<4
<210
<81
<58
<79
59
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 32 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-EQBLK
GW0619-EQBLK-070219
7/2/2019
Equipment Blank
320-52028-1
320-52028-6-EQBLK
GW0619-EQBLK-070319
7/3/2019
Equipment Blank
320-52030-1
320-52030-5-EQBLK
GW0619-EB-02-072319
7/23/2019
Equipment Blank
320-52722-1
320-52722-5-EQBLK
GW0619-EB-072519
7/25/2019
Equipment Blank
320-52722-1
320-52722-6

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2 UJ
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<210
<81
<58
<79
<34
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<210
<81
<58
<79
<34
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 33 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-EQBLK
EB-09119-01
9/11/2019
Equipment Blank
320-54299-1
320-54299-2-EQBLK
EB-09119-02
9/11/2019
Equipment Blank
320-54299-1
320-54299-3-EQBLK
EB-091219-01
9/12/2019
Equipment Blank
320-54294-1
320-54294-1-EQBLK
EB-091219-02
9/12/2019
Equipment Blank
320-54294-1
320-54294-2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 34 of 35

September 2019

TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location
Field Sample ID
Sample Date
QA/QC
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

-FBLK
GW0619-FB-01-072319
7/23/2019
Field Blank
320-52722-1
320-52722-4-FBLK
FBLK-090919
9/9/2019
Field Blank
320-54174-1
320-54174-4-FBLK
FB-091019-01
9/10/2019
Field Blank
320-54176-1
320-54176-4-FBLK
FB-091119
9/11/2019
Field Blank
320-54299-1
320-54299-1-FBLK
FB-091219
9/12/2019
Field Blank
320-54294-1
320-54294-3

<4
<210
<81
<58
<79
<34
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<210
<81
<58
<79
<34 UJ
<570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<210
<81
<58
<79
<34
570
<47
<27
<30
<160
<58
<15
<54
<24
<28
<70
<46
<60
<41

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<4
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

--<20
<20
--<20
---<20
--<20
<2
<2
<2
<2
<2
<2
<2
<2
-<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<2
<2
<20
<20
<2
<4
<20
<2
<2.1
<2.1
<20
<2
<2
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blankE - result exceeded calibration range
EPA - Environmental Protection Agency
F1 - Matrix spike and/or matrix spike duplicate recovery is
outside acceptance limits.
I - Value is estimated maximum possible concentration
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SDG - Sample Delivery Group
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 35 of 35

September 2019

TABLE 9-4
OFFSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location ID
Field Sample ID
Sample Date
QA/QC
Sample Delivery GroupLab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Black Creek Aquifer
BLADEN-1D
BLADEN-1D-082719
8/27/2019-280-127778-1
280-127778-1

Black Creek Aquifer
BLADEN-1D
DUP-1-082719
8/27/2019
Field Duplicate
280-127778-1
280-127778-2

Surficial Aquifer
BLADEN-2S
BLADEN-2S-082719
8/27/2019-280-127778-1
280-127778-3

Black Creek Aquifer
BLADEN-2D
BLADEN-2D-082719
8/27/2019-280-127778-1
280-127778-4

180
33
81
6.2
<2
<2
330
110
<2
0.5 J
13 J
<2
<2
2.2
<2
<2
6.2
<2
<2
<2

190
30
80
6.2
<2
<2
330
110
<2
0.5 J
11 J
<2
<2
1.9 J
<2
0.3 J
5.7
<2
<2
<2

4.6
11.5
19 J
1.8 J
1.5 J
0.535
68
6.8 J
<2
14
<2
<2
<2
1.5 J
<2
0.359
<2
<2
<2
<2

11
<5
6.3
0.96 J
<2
<2
77 J
12 J
<2
3.9
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<1.7
<1.7
<17
<17
<1.7
<3.3
<17
<1.7
<1.7
<1.7
<17
<1.7
<1.7
<17
0.43 J
3.6
<1.7
<1.7
<1.7
<1.7
<1.7
0.27 J<1.7
0.33 B
1.1 J
<1.7
<1.7
<1.7
0.48 J<1.7
3.9
0.36 B
<1.7
<1.7
<1.7
<1.7

<1.7
<1.7
<17
<17
<1.7
<3.3
<17
<1.7
<1.7
<1.7
<17
<1.7
<1.7
<17
0.39 J
3.6
<1.7
<1.7
<1.7
<1.7
<1.7
0.26 J<1.7
0.32 B
1.1 J
<1.7
<1.7
<1.7
<1.7
<1.7
3.8
<1.7
<1.7
<1.7
<1.7
<1.7

<1.7
<1.7
<17
<17
<1.7
<3.4
<17
<1.7
<1.8
<1.8
<17
<1.7
<1.7
<17
1.3 J
3.4
<1.7
<1.7
<1.7
<1.7
0.26 J
0.43 J<1.7
1.1 B
0.62 J
<1.7
<1.7
<1.7
0.48 J<1.7
0.98 J
0.24 B
<1.7
<1.7
1.3 J
3.7

<1.7
<1.7
<17
<17
<1.7
<3.4
<17
<1.7
<1.8
<1.8
<17
<1.7
<1.7
<17
1.5 J
2.1 J
<1.7
<1.7
<1.7
<1.7
<1.7
0.22 J<1.7
0.52 B
<1.7
<1.7
<1.7
<1.7
<1.7
<1.7
0.46 J
<1.7
<1.7
<1.7
<1.7
0.6 J

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
EPA - Environmental Protection Agency
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 1 of 3

September 2019

TABLE 9-4
OFFSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location ID
Field Sample ID
Sample Date
QA/QC
Sample Delivery GroupLab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

Geosyntec Consultants of NC P.C.

Surficial Aquifer
BLADEN-3S
BLADEN-3S-082819
8/28/2019-280-127778-1
280-127778-5

Black Creek Aquifer
BLADEN-3D
BLADEN-3D-082819
8/28/2019-280-127778-1
280-127778-6

Surficial Aquifer
BLADEN-4S
BLADEN-4S-082819
8/28/2019-280-127778-1
280-127778-10

Black Creek Aquifer
BLADEN-4D
BLADEN-4D-082819
8/28/2019-280-127778-1
280-127778-7

12
15
31
3.8
3.1
1J
39
5.6 J
<2
3.6
1.9 J
<2
<2
<2
<2
0.5 J
<2
<2
<2
<2

2.2 J
<5
1.3 J
<2
<2
<2
14
2.1 J
<2
0.6 J
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<3.7
<5
3
<2
<2
<2
12
<20
<2
1.5 J
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<3.6
<5 UJ
<2
<2
<2
<2 UJ
9.2 J
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<1.7
<1.7
<17
<17
<1.7
<3.4
<17
<1.7
<1.8
<1.8
<17
<1.7
<1.7
<17
0.26 J
2.1
<1.7
<1.7
<1.7
<1.7
<1.7
0.81 J<1.7
0.27 B
0.65 J<1.7
0.38 J<1.7
0.33 J<1.7
0.93 J
<1.7
<1.7
<1.7
2
2.2

<1.8
<1.8
<18
<18
<1.8
<3.5
<18
<1.8
<1.9
<1.9
<18
<1.8
<1.8
<18
0.33 J
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
0.26 B
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8

<1.8
<1.8
<18
<18
<1.8
<3.7
<18
<1.8
<1.9
<1.9
<18
<1.8
<1.8
<18
0.5 J
1.1 J
<1.8
<1.8
<1.8
<1.8
<1.8
0.48 J<1.8
0.76 B
0.75 J
<1.8
<1.8
<1.8
<1.8
<1.8
0.8 J
<1.8
<1.8
<1.8
1.5 J
4.8

<1.8
<1.7
<18
<18
<1.7
<3.4
<18
<1.7
<1.9
<1.9
<18
<1.7
<1.7
<18
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
0.26 B
<1.8
<1.8
<1.8
<1.8
<0.57
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8
<1.8

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
EPA - Environmental Protection Agency
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 2 of 3

September 2019

TABLE 9-4
OFFSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Aquifer
Location ID
Field Sample ID
Sample Date
QA/QC
Sample Delivery GroupLab Sample ID
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)PFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate
11Cl-PF3OUdS
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol
6:2 Fluorotelomer sulfonate
9Cl-PF3ONSADONANaDONA
N-ethyl perfluorooctane sulfonamidoacetic acidN-ethylperfluoro-1-octanesulfonamide
N-methyl perfluoro-1-octanesulfonamide
N-methyl perfluorooctane sulfonamidoacetic acid
Perfluorobutane Sulfonic Acid
Perfluorobutanoic Acid
Perfluorodecane Sulfonic Acid
Perfluorodecanoic Acid
Perfluorododecane sulfonic acid (PFDoS)
Perfluorododecanoic Acid
Perfluoroheptane sulfonic acid (PFHpS)
Perfluoroheptanoic Acid
Perfluorohexadecanoic acid (PFHxDA)
Perfluorohexane Sulfonic Acid
Perfluorohexanoic Acid
Perfluorononanesulfonic acid
Perfluorononanoic Acid
Perfluorooctadecanoic acid
Perfluorooctane Sulfonamide
Perfluoropentane sulfonic acid (PFPeS)
Perfluoropentanoic Acid
Perfluorotetradecanoic Acid
Perfluorotridecanoic Acid
Perfluoroundecanoic Acid
PFOA
PFOS

-EQBLK
BLADEN EQBLK-1
8/28/2019
Equipment Blank
280-127778-1
280-127778-8-EQBLK
BLADEN EQBLK-2
8/28/2019
Equipment Blank
280-127778-1
280-127778-9

<3.8
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<3.8
<5
<2
<2
<2
<2
<10
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

<1.9
<1.9
<19
<19
<1.9
<3.8
<19
<1.9
<2
<2
<19
<1.9
<1.9
<19
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
0.34 J
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
0.3 J
<1.9
<1.9
<1.9
<1.9

<1.9
<1.9
<19
<19
<1.9
<3.8
<19
<1.9
<2
<2
<19
<1.9
<1.9
<19
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
0.26 J
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9
<1.9

Geosyntec Consultants of NC P.C.

Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
EPA - Environmental Protection Agency
J - Analyte detected. Reported value may not be accurate or
preciseng/L - nanograms per liter
QA/QC - Quality assurance/ quality control
SOP - standard operating procedure
UJ – Analyte not detected. Reporting limit may not be
accurate or precise.
< - Analyte not detected above associated reporting limit.

TR0795

Page 3 of 3

September 2019

TABLE 9-5
IDENTIFIED PFAS SIGNATURES
Chemours Fayetteville Works, North Carolina

LocID
Aquifer
Location
Sample Date
HFPO-DAPFMOAAPFO2HxAPFO3OAPFO4DAPFO5DAPMPAPEPAPFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE AcidHydro-EVE Acid
R-EVE
PES
PFECA BPFECA-G

BLADEN-1D
Black Creek
Offsite8/27/2019
180
33
81
6
<2
<2
330
110
<2
1
13
<2
<2
2
<2
<2
6
<2
<2
<2

Aerial Deposition
PFAS Signature
BLADEN-3S
MW-17D
Surficial
Surficial
OffsiteOnsite8/28/2019
7/15/2019
12
690
15
260
31
490
4
81
3
14
1
<2
39
1,700
6
510
<2
<2
4
20
2
25
<2
<2.9
<2
<2
<2
7.4
<2
<2
1
6
<2
10
<2
<2.3
<2
<3
<2
<2

PW-12
Black Creek
Onsite
9/11/2019
<4
<5
<2
<2
<2
<2
15
<20
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2
<2

Combined Process
Water PFAS Signature
MW-24
BCA-02PerchedBlack Creek
OnsiteOnsite7/17/2019
7/9/2019
15,00018,000716,000
116,000
129,000
29,00031,000
8,600
7,400
4,000
1,400
590
8,100
7,300
3,200
2,500
1,400
80
1,200
520
2,100
810
8,200
2,100
<150
19
7,100
1,100
<240
27
420
1,600
<700
560
<460
<46
<600
<60
<410
<41

Geosyntec Consultants of NC P.C.

Other Process Water PFAS Signatures
Observed Near Monomers IXM
NAF-04
NAF-08A
NAF-12PerchedPerchedPerchedOnsiteOnsiteOnsite
7/15/2019
7/15/20197/17/2019
270,000
37,000120,000
238,000
7,400
231,000
421,000
17,000397,000
110,000
5,100
164,000
49,0004,400
90,00032,0002,700
59,00085,000201,000
328,000
28,000114,000
31,0001,135,000
5,500
674,000
107,000
2,100
231,000
105,000
3,000
196,000
1,210,000
21,0001,055,000
6,500<77
11,00060,000790
559,000
338,000
4,400
715,000
159,000
2,600
376,000
36,0001,800
118,000
<920
<230
<460
<1,200
<300
<600
<820
<200
<410

Notes:
1 - All concentrations in nanograms per liter
2 - Data validation qualifiers removed for visual presentation

TR0795

Page 1 of 1

September 2019

TABLE 10-1
COMPARISON OF IDENTIFIED PFAS SIGNATURES TO SELECTED LOCATIONS
Chemours Fayetteville Works, North Carolina

Aerial Signature
LocID BLADEN-1D BLADEN-3S
Aquifer Black Creek
Surficial
Location
OffsiteOffsiteSample Date 8/27/2019
8/28/2019
HFPO-DA180
12
PFMOAA
33
15
PFO2HxA
81
31
PFO3OA
6
4
PFO4DA<2
3
PFO5DA
<2
1
PMPA
330
39
PEPA
110
6
PFESA-BP1<2<2
PFESA-BP2
1
4
Byproduct 4
13
2
Byproduct 5<2<2
Byproduct 6
<2
<2
NVHOS
2
<2
EVE Acid<2<2Hydro-EVE Acid
<2
1
R-EVE
6
<2
PES
<2
<2
PFECA B
<2
<2
PFECA-G<2<2

Combined Process Water
PFAS Signature
MW-24
BCA-02PerchedBlack Creek
OnsiteOnsite7/17/2019
7/9/2019
15,00018,000716,000
116,000
129,000
29,00031,000
8,600
7,400
4,000
1,400
590
8,100
7,300
3,200
2,500
1,400
80
1,200
520
2,100
810
8,200
2,100
<150
19
7,100
1,100
<240
27
420
1,600
<700
560
<460
<46
<600
<60
<410
<41

Other Process Water Signatures
NAF-04PerchedOnsite
7/15/2019
270,000
238,000
421,000
110,000
49,00032,00085,00028,0001,135,000
107,000
105,000
1,210,000
6,500
60,000338,000
159,000
36,000<920<1,200<820

NAF-08A
PerchedOnsite
7/15/2019
37,0007,400
17,000
5,100
4,400
2,700
201,000
114,000
5,500
2,100
3,000
21,000
<77
790
4,400
2,600
1,800
<230
<300
<200

NAF-12PerchedOnsite7/17/2019
120,000
231,000
397,000
164,000
90,00059,000
328,000
31,000674,000
231,000
196,000
1,055,000
11,000559,000
715,000
376,000
118,000
<460
<600
<410

Geosyntec Consultants of NC P.C.

Old Outfall
Signature
OLDOF-2
Old Outfall
Offsite
6/7/2019
6,200
91,00018,000
4,700
1,400
570
5,400
1,800
300
350
390
1,100
15
900
24
200
200
<46
<60
<41

Notes:
1 - All concentrations in nanograms per liter
2 - Data validation qualifiers removed for visual presentation

TR0795

Page 1 of 4

September 2019

TABLE 10-1
COMPARISON OF IDENTIFIED PFAS SIGNATURES TO SELECTED LOCATIONS
Chemours Fayetteville Works, North Carolina

Aerial Signature
LocID BLADEN-1D BLADEN-3S
Aquifer Black Creek
Surficial
Location
OffsiteOffsiteSample Date 8/27/2019
8/28/2019
HFPO-DA180
12
PFMOAA
33
15
PFO2HxA
81
31
PFO3OA
6
4
PFO4DA<2
3
PFO5DA
<2
1
PMPA
330
39
PEPA
110
6
PFESA-BP1<2<2
PFESA-BP2
1
4
Byproduct 4
13
2
Byproduct 5<2<2
Byproduct 6
<2
<2
NVHOS
2
<2
EVE Acid<2<2Hydro-EVE Acid
<2
1
R-EVE
6
<2
PES
<2
<2
PFECA B
<2
<2
PFECA-G<2<2

Combined Process Water
PFAS Signature
MW-24
BCA-02PerchedBlack Creek
OnsiteOnsite7/17/2019
7/9/2019
15,00018,000716,000
116,000
129,000
29,00031,000
8,600
7,400
4,000
1,400
590
8,100
7,300
3,200
2,500
1,400
80
1,200
520
2,100
810
8,200
2,100
<150
19
7,100
1,100
<240
27
420
1,600
<700
560
<460
<46
<600
<60
<410
<41

Other Process Water Signatures
NAF-04PerchedOnsite
7/15/2019
270,000
238,000
421,000
110,000
49,00032,00085,00028,0001,135,000
107,000
105,000
1,210,000
6,500
60,000338,000
159,000
36,000<920<1,200<820

NAF-08A
PerchedOnsite
7/15/2019
37,0007,400
17,000
5,100
4,400
2,700
201,000
114,000
5,500
2,100
3,000
21,000
<77
790
4,400
2,600
1,800
<230
<300
<200

NAF-12PerchedOnsite7/17/2019
120,000
231,000
397,000
164,000
90,00059,000
328,000
31,000674,000
231,000
196,000
1,055,000
11,000559,000
715,000
376,000
118,000
<460
<600
<410

Geosyntec Consultants of NC P.C.

Seeps Signature
SEEP-A-1
Seep A
Onsite6/7/2019
20,00072,00030,00011,0005,300
4,600
17,000
6,900
5,300
1,300
1,700
18,000
50
1,000
970
1,400
1,100
<46
<60
<41

SEEP-B-1
Seep B
Onsite6/7/2019
27,000157,000
39,000
8,800
1,500
270
35,00015,000
2,900
940
3,900
34,000
78
3,200
4,300
2,200
3,200
<46
<60
<41

SEEP-C-1
Seep C
Onsite6/7/2019
42,000199,000
56,00017,0003,600<6713,000
4,000
<53
660
1,500
3,100
40
2,100
<49
2,100
1,900
<92
<120
<82

SEEP-D-1
Seep D
Onsite6/7/2019
16,00090,00024,000
7,400
1,800
120
7,200
2,400
<27
390
840
2,200
17
900
<24
1,200
1,000
<46
<60
<41

Notes:
1 - All concentrations in nanograms per liter
2 - Data validation qualifiers removed for visual presentation

TR0795

Page 2 of 4

September 2019

TABLE 10-1
COMPARISON OF IDENTIFIED PFAS SIGNATURES TO SELECTED LOCATIONS
Chemours Fayetteville Works, North Carolina

Aerial Signature
LocID BLADEN-1D BLADEN-3S
Aquifer Black Creek
Surficial
Location
OffsiteOffsiteSample Date 8/27/2019
8/28/2019
HFPO-DA180
12
PFMOAA
33
15
PFO2HxA
81
31
PFO3OA
6
4
PFO4DA<2
3
PFO5DA
<2
1
PMPA
330
39
PEPA
110
6
PFESA-BP1<2<2
PFESA-BP2
1
4
Byproduct 4
13
2
Byproduct 5<2<2
Byproduct 6
<2
<2
NVHOS
2
<2
EVE Acid<2<2Hydro-EVE Acid
<2
1
R-EVE
6
<2
PES
<2
<2
PFECA B
<2
<2
PFECA-G<2<2

Combined Process Water
PFAS Signature
MW-24
BCA-02PerchedBlack Creek
OnsiteOnsite7/17/2019
7/9/2019
15,00018,000716,000
116,000
129,000
29,00031,000
8,600
7,400
4,000
1,400
590
8,100
7,300
3,200
2,500
1,400
80
1,200
520
2,100
810
8,200
2,100
<150
19
7,100
1,100
<240
27
420
1,600
<700
560
<460
<46
<600
<60
<410
<41

Other Process Water Signatures
NAF-04PerchedOnsite
7/15/2019
270,000
238,000
421,000
110,000
49,00032,00085,00028,0001,135,000
107,000
105,000
1,210,000
6,500
60,000338,000
159,000
36,000<920<1,200<820

NAF-08A
PerchedOnsite
7/15/2019
37,0007,400
17,000
5,100
4,400
2,700
201,000
114,000
5,500
2,100
3,000
21,000
<77
790
4,400
2,600
1,800
<230
<300
<200

NAF-12PerchedOnsite7/17/2019
120,000
231,000
397,000
164,000
90,00059,000
328,000
31,000674,000
231,000
196,000
1,055,000
11,000559,000
715,000
376,000
118,000
<460
<600
<410

Geosyntec Consultants of NC P.C.

Creek Signature
WC-1
Willis Creek
Adjacent
6/7/2019
320
810
420
67
16
4
540
140
<2
17
41
270
<2
14
<2
5
28
<2
<2
<2

GBC-1
G.B. Creek
Offsite
6/7/2019
610
140
400
60
17
2
900
280
<2
29
49
<2
<2
5
<2
2
24
<2
<2
<2

Notes:
1 - All concentrations in nanograms per liter
2 - Data validation qualifiers removed for visual presentation

TR0795

Page 3 of 4

September 2019

TABLE 10-1
COMPARISON OF IDENTIFIED PFAS SIGNATURES TO SELECTED LOCATIONS
Chemours Fayetteville Works, North Carolina

Aerial Signature
LocID BLADEN-1D BLADEN-3S
Aquifer Black Creek
Surficial
Location
OffsiteOffsiteSample Date 8/27/2019
8/28/2019
HFPO-DA180
12
PFMOAA
33
15
PFO2HxA
81
31
PFO3OA
6
4
PFO4DA<2
3
PFO5DA
<2
1
PMPA
330
39
PEPA
110
6
PFESA-BP1<2<2
PFESA-BP2
1
4
Byproduct 4
13
2
Byproduct 5<2<2
Byproduct 6
<2
<2
NVHOS
2
<2
EVE Acid<2<2Hydro-EVE Acid
<2
1
R-EVE
6
<2
PES
<2
<2
PFECA B
<2
<2
PFECA-G<2<2

Combined Process Water
PFAS Signature
MW-24
BCA-02PerchedBlack Creek
OnsiteOnsite7/17/2019
7/9/2019
15,00018,000716,000
116,000
129,000
29,00031,000
8,600
7,400
4,000
1,400
590
8,100
7,300
3,200
2,500
1,400
80
1,200
520
2,100
810
8,200
2,100
<150
19
7,100
1,100
<240
27
420
1,600
<700
560
<460
<46
<600
<60
<410
<41

Other Process Water Signatures
NAF-04PerchedOnsite
7/15/2019
270,000
238,000
421,000
110,000
49,00032,00085,00028,0001,135,000
107,000
105,000
1,210,000
6,500
60,000338,000
159,000
36,000<920<1,200<820

NAF-08A
PerchedOnsite
7/15/2019
37,0007,400
17,000
5,100
4,400
2,700
201,000
114,000
5,500
2,100
3,000
21,000
<77
790
4,400
2,600
1,800
<230
<300
<200

NAF-12PerchedOnsite7/17/2019
120,000
231,000
397,000
164,000
90,00059,000
328,000
31,000674,000
231,000
196,000
1,055,000
11,000559,000
715,000
376,000
118,000
<460
<600
<410

Geosyntec Consultants of NC P.C.

Cape Fear River Signatures
CFR-MILE-76CFR-BLADEN CFR-KINGS
Mile 76
BladenK.B.I. Canal
Upstream
Downstream Downstream
6/7/2019
6/7/2019
6/7/2019
7
57
37
<5
180
230
4
64
66
<2
16
20
<2
6
8
<2
3
3
18
55
35
<20
<20
<20
<2
2
<2
<2
5
5
8
19
19
23
69
82
<2
<2
<2
7
9
9
<2
<2
<2
<2
<2
<2
2
6
8
<2
<2
<2
<2
<2
<2
<2
<2
<2

Notes:
1 - All concentrations in nanograms per liter
2 - Data validation qualifiers removed for visual presentation

TR0795

Page 4 of 4

September 2019

FIGURES

TR0795Cape Fear River

Will i s³

C r eek

Site River Water Intake ")Seep A

Seep BNC Highway 87

Outfall 002)"

Seep C
Seep D)
W.O. Huske Dam "Old Outfall 002

an

ch C

re

ek

2,000

Site Features

Chemours Monomers IXM

Kuraray Trosifol®
Leased Area

Nearby Tributary

Chemours Polymer
Processing Aid Area

Wastewater Treatment Plant

DuPont Polyvinyl Fluoride
Leased Area

Power - Filtered and
Demineralized Water
Production

Site Drainage Network
Site Boundary0Site Location Map
Chemours Fayetteville Works, North Carolina

Former DuPont PMDF Area
Kuraray SentryGlas®
Leased Area

Notes:
1. The outline of the Cape Fear River shown on this figure is approximate (River outline based on compilation of open data sources fromArcGIS online service and North Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
2. Basemap sources: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User
Community

2,000 FeetTrib

Observed Seep (Natural Drainage)

1,000

a ry 1Brut

ia

Areas at Site

Legend

)
"

o rg

BC

Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_SiteLocation.mxd; 09/30/2019

Ge

G
Raleigh

September 2019

Figure2-1Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_TopographicMap_6mile.mxd

Last Revised: 9/30/2019

Author: DKaHoYu³

LegendSite Boundary

Notes:
1. For topographic map symbols, please refer to this document:
https://pubs.usgs.gov/gip/TopographicMapSymbols/topomapsymbols.pdf
2. Basemap source: © 2013 National Geographic Society, i-cubed

2

1

0

2 Miles

Regional Topographic Map
Chemours Fayetteville Works, North Carolina

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

2-2

e
Cap

Willis Creek

r
Fea
er
Riv

Site Drainage Network
To Outfall 002

Outfall 002

W.O. Huske Dam

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_SiteTopgraphicMap.mxd; SSomnarain; 09/30/2019

Old Outfall 002

Georgia Branch Creek

2,000

LegendSite Features

Observed Seep (Natural Drainage)

Site Boundary

Nearby TributaryCounty Boundary

Site Drainage Network

1,000

0

2,000 Feet

Site Topographic Map
Chemours Fayetteville Works, North Carolina

Notes:
Basemap sources: Esri, Garmin, USGS, NPS (World Terrain Reference); Esri, USGS, NGA, NASA,CGIAR, N Robinson, NCEAS, NLS, OS, NMA, Geodatastyrelsen, Rijkswaterstaat, GSA, Geoland, FEMA,Intermap and the GIS user community (World Hillshade)

FigureRaleigh

September 20192-3

³
Virginia

Haw

ve
Ri

r

Greensboro

Ri
Deep

Raleigh

North
CarolinaverStart ofCape FearRiver
L i t tleR

WO Huske
Lock and Dam

iverFayetteville

Bladen Bluffs_^
IntakeCa
Kings BluffpFe ar
Intake Canal
R
e

r
ive

South
Carolina

Chemours
FayettevilleWorks

Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Cape Fear River Watershed and Downstream Intakes.mxd; SSomnarain; 09/30/2019

Wilmington

20

Legend_^10020 MilesChemours Fayetteville Works
Upper Basin

Cape Fear River Watershed and Downstream
Drinking Water Intakes

Middle Basin

Chemours Fayetteville Works, North Carolina

Lower Basin

FigureNotes:
Basemap Source: Esri, Garmin, USGS, NPS

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

Raleigh

September 2019

2-4

Wind Rose for Full Data Set

Notes:
mph - miles per hour
1. Wind measurements collected at the Site for the period from 1 January 2018 to 15 May 2019.
2. Concentric circles indicate the relative proportion of winds from a given direction and speed.
3. Wedges represent the direction the winds are coming from.
4. Color indicates wind speed.
5. 575 total hours (5%) of rain and 10,738 total hours (95%) without rain at the Site for the period from1
January 2018 to 15 May 2019.

Wind Rose for Rain Events

Wind Rose Measurements (January 2018- May 2019)
Chemours Fayetteville Works, North Carolina

Figure2-4
Raleigh

September 2019

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Geology.mxd; SSomnarain; 2019-09-30

40

LegendChemours Fayetteville WorksBlue Ridge
Piedmont

Notes:
1. Physiography layer obtained fromNorth Carolina Geological Survey (NCGS).
2. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

20

040 MilesPhysiographic Provinces of North Carolina
Chemours Fayetteville Works, North Carolina

Coastal Plain
Fall Line

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

3-1

³

Wi

s Cr

ll

LegendieeSite Conveyance Networkk
Site Boundary
Nearby Tributary
Observed Seep (Natural Drainage)
Terracotta PipeCa

Areas at Site
Chemours Monomers IXM Areape

HistoricalAir
SourceFea

Wastewater Treatment Plant Arear R

Historical Onsite Sources

iverHistorical Air
Source and Process
Water Release
Location

Chemours Polymer Processing Aid Area

Air
Water

Historical Path ofProcess Water
ConveyanceOl

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_HistoricalOnsiteSources.mxd; 09/30/2019

Outfall 002

dO

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02

Old Outfall 002
Historical Process
Water Conveyance
Prior to 2012

Historical
Process Water
Release Locations

Notes:
1. Historical air sources are manufacturing areas where PFAS were
emitted to air. The Site by December 31, 2019 will be operating a
Thermal Oxidizer that in combination with other control technologies
reduces facility wide air emissions of PFAS by 99%.
2. Historical water sources are areas where process water was
released to soil and groundwater. Site infrastructure upgrades andoffsite disposal of process water has mitigated these sources.
Basemap Sources: Esri, DigitalGlobe, GeoEye, Earthstar
Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and
the GIS User Community
1,100

550

0

1,100 Feet

Historical Sources of PFAS
Chemours Fayetteville Works, North Carolina

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

4-1

³
N

W

E

Author: TIp

2 mi

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Offsite HFPO-DA Concentrations with Offsite MW.mxd

Last Revised: 9/30/2019

4 mi

6 mi

S
Notes:
ng/L - nanograms per liter
1. Black lines represent cardinal directions (N, E, S, W)
2. Basemap sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN,
GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo,© OpenStreetMap contributors, and the GIS User Community

Legend
HFPO-DA Concentrations (ng/L)
Sampled, result pending

Offsite Monitoring Well!
(

Offsite Private Well

Non-detect or 0-10
Site Boundary

2

1

0

2 Miles

HFPO-DA in Offsite Wells
Chemours Fayetteville Works, North Carolina

10 - 70
70 - 140

Figure140 - 1,400> 1,400

Sour ces: E sri , H ERE , G arm i n, In ter m ap, i ncr em ent P Co rp. , G EB CO , US GS , FAO , N PS, NR CAN , G eoBa se, I GN , Kad aster NL, Or dnance S urve y, Esr i Japan , ME TI , Esr i Ch ina ( Hong K ong) , swi sst opo, © O penS tr eet M ap contr i but ors, and the G IS U ser C om mun it y

Raleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

4-2A

³

Cumberland-2D
Cumberland-2S

N
Cumberland-1D
Cumberland-1S

Cumberland-3D

Cumberland-3S

Cumberland-4S

Cumberland-4D

Cumberland-5S

2 mi

W

BLADEN-3S

4 mi

Cumberland-5D

6 mi

BLADEN-3D

E

BLADEN-1D
BLADEN-1S
Robeson-1D

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Offsite MW HFPO-DA.mxd

Last Revised: 9/30/2019

Author: TIp

Robeson-1S

BLADEN-2S

BLADEN-2D

BLADEN-4S

BLADEN-4D

S
Legend
HFPO-DA Concentrations (ng/L)
Sampled, result pending< 10
10 - 70

Notes:
ng/L - nanograms per liter
1. Black lines represent cardinal directions (N, E, S, W)
2. The locations of Cumberland and Robeson well pairs are approximate.
3. Due to the scale of the map, pairs of wells that are in close proximity have been offset for visibility. Therefore, the placement of these wells on this map do not reflect
their true geographic coordinates.
4. Basemap sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri Japan,
METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community

2

1

0

2 Miles

HFPO-DA Concentrations in Offsite
Groundwater Monitoring Wells
Chemours Fayetteville Works, North Carolina

70 - 140
140 - 1,400> 1,400
Site Boundary
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

FigureSources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, EsriJapan,
4-2B
September 2019
Raleigh
METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community

³

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Cumberland County
Bladen County
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Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_WellReceptor_PublicAndPrivate.mxd

Last Revised: 9/30/2019

ty
un
y
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nt
en
ou
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nC
Ro b es o

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Legend")!
(Presently Identified Private Well

Existing water lines

Site Boundary(!

Robeson County (2018 data)
Cumberland County (2018 data)

County Boundary

Notes:
1. Delineation of offsite private wells containing PFAS listed in Attachment C of the Consent Order is on-going. Additional private wells are
expected to be identified.
2. Locations from public wells were sourced from the North Carolina Corporate Geographic Database. Earlier versions of this dataset may
exist. Retrieved from NC OneMap on September 24, 2019.
3. Basemap Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster
NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and the GIS User Community.
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

(
!

2

1

0

2 Miles

Bladen County (2017 data)

Public Community Well
Cape Fear River(!

Identified Well Receptor Locations(!
Chemours Fayetteville Works, North Carolina(!

Raleigh

September 2019

Figure
5-1

³

Cu
m

unty
Co
ty
nd
la
un
er
Co
on

s
be
Ro

b

Cumberland County
Bladen County

(
!
(
!
(
!

Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_WellheadProtectionAreas.mxd

Last Revised: 9/30/2019

ty
un
y
Co
nt
en
ou
Blad
nC
Ro b es oLegend(!

Public Well within Wellhead Protection
Area; PWS ID 0378030

Wellhead Protection Area

2

1

Cape Fear River

Notes:
1. The source of the Public Well layer is the North Carolina Corporate Geographic Database. Earlier versions of this dataset may
exist. Retrieved from NC OneMap on September 24, 2019.
2. Wellhead Protection Areas last updated on 10/27/2016. The data was downloaded from ArcGIS Online, and was provided by
North Carolina Department of Environmental Quality.
3. Basemap Sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN,
Kadaster NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and the GIS User
Community.
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

2 Miles

Wellhead Protection Areas

Site Boundary
County Boundary0

Chemours Fayetteville Works, North Carolina

FigureRaleigh

September 2019

5-2

³

Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_SurfaceWaterBodies.mxd

Last Revised: 9/30/2019

Cape F ear River

LegendNotes:

Lake/Pond
WetlandStream/River
Site Boundary

1. Surface water layers obtained from National Hydrography
Dataset - USGS (www.nhd.usgs.gov)
2. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar
Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID,
IGN, and the GIS User Community.

2

1

0

2 Miles

Surface Water Bodies in Region Around Site
Chemours Fayetteville Works, North Carolina

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

5-3

pe
Ca

Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Subsurface on site/TR0795_Subsurface Structures on Site.ai

³

³

0.5

0.25

0

0.5 Milesrr RiveFea
LegendNearby Tributary
Site Boundary

Author: NBarNahoum

Electric Lines
Fiber Optic Lines
Fire and Natural Gas Lines

Last Revised: 9/24/2019

SewersWater Lines

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Underground Structures.mxd

Notes:
1. Utilities map was last updated on September 24, 2019. Map is maintained
by KBR Inc.
2. Additional underground tanks will be added to this map when identified. Other
updates may also be added to this map as additional information is provided.
3. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
4. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

500

250

0

500 Feet

Identified Underground Structures
Chemours Fayetteville Works, North Carolina

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

5-4

³

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Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Onsite Geologic Mapping.mxd; TIp; 9/30/2019

Old Outfall 002

!
(

14

0.25

0

LegendStation Locations

W
X

Perched Zone#*

Perched Clay

!
(
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)

16

0.5 Miles

Surficial Aquifer

Inferred Lithologic Contacts
Observed Seep

17

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1,000

500

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20

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1,000 Feet

Observed Exposed Lithologies
Black Creek Confining Unit

Nearby Tributary
Site Boundary

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Surficial Aquifer

Summary of Geologic Mapping Observations

Perched Zone

Chemours Fayetteville Works, North Carolina

Black Creek Confining Unit

Notes:
1. Station Locations correspond to locations where outcrop exposures were visible and safely accessible. Additional information
provided in Table 6-1.
2. The outline of the River shown on this figure is approximate (River outline based on compilation of open data sources from ArcGIS
online service and North Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
3. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the
GIS User Community.
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

FigureRaleigh

September 2019

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Notes:PW-11
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EC - Electrical Conductivity
1. Due to the scale of the map, pairs of wells that are in close proximity have been offset for visibility. Therefore, the placement ofthese wells on this map may not exactly reflect their true geographic coordinates.
2. HP- locations were not surveyed and considered approximate.
3. PIW and PW-well locations were sureyed by a licensed North Carolina Surveyor.
4. The outline of the River shown on this figure is approximate (River outline based on compilation of open data sources from ArcGIS
online service and North Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
5. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the
GIS User Community.

Chemours Fayetteville Works, North Carolina

A

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

FigureRaleigh

September 2019

6-2

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6-3

³

Cape Fear River

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2

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3
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35
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Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Temperature Measurement Locations.mxd; DKaHoYu; 9/30/2019

103

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106

107

105

108

109

110
111

112

114

113

115
116

117
118

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Legend109

119

Temperature Measurement
Location
Observed Seep
Site Boundary

Notes:
1. Temperature measurements were collected at locations west of the thalweg from August 5 to 9, 2019.
2. Location of thalweg was estimated in the field based on field measurements of maximum depth using a depth finder.
3. All samples were located in the Cape Fear River. The outline of the River shown on this figure is approximate (River outline
based on compilation of open data sources from ArcGIS online service and North Carolina Department of Environmental Quality
Online GIS - Major Hydro shapefile).
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

250

0500 Feet

Cape Fear River Survey Temperature Measurement Locations
Chemours Fayetteville Works, North Carolina

FigureRaleigh

September 2019

6-4

³

³
Area 1
38

40

39

42

41

44

43
46

45
47

48

50

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70

69

71

72

73
75
74
76

77
78
79
80

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95

94

96
97

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104

105

107

106

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108

113

114
Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Temperature Gradient Results.mxd; DKaHoYu; 9/30/2019

60

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115
116

117

118
50

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LegendTemperature difference between
porewater and 6 inches above
sediment

Observed Seep

0 - 0.5 °C

Site Boundary

0.5 - 6.0 °C

Area of Observed Temperature
Differential > 0.5 °C

Nearby Tributary

Notes:
1. Temperature measurements were collected at locations west of the thalweg from August 5 to 9, 2019.
2. Location of thalweg was estimated in the field based on field measurements of maximum depth using a depth finder.
3. All samples were located in the Cape Fear River. The outline of the River shown on this figure is approximate (River outline
based on compilation of open data sources from ArcGIS online service and North Carolina Department of Environmental Quality
Online GIS - Major Hydro shapefile).
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

200

0400 Feet

Temperature Gradient Results
Chemours Fayetteville Works, North Carolina

FigureRaleigh

September 2019

6-5

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Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Offsite_Wells.mxd

Last Revised: 9/30/2019

Author: TIp

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Black Creek Aquifer@A

Surficial Aquifer

Notes:
1. Black lines represent cardinal directions (N, E, S, W)
2. The locations of Cumberland and Robeson well pairs are approximate.
3. Due to the scale of the map, pairs of wells that are in close proximity have been offset for visibility. Therefore, the placement ofthese wells on this map do not reflect their true geographic coordinates.
4. Basemap sources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster
NL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User
Community

2

1

0

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Offsite Monitoring Wells
Chemours Fayetteville Works, North Carolina

Site Boundary

FigureSources: Esri, HERE, Garmin, Intermap, increment P Corp., GEBCO, USGS, FAO, NPS, NRCAN, GeoBase, IGN, Kadaster NL, Ordnance Survey, Esri6-6
Japan,
September 2019
Raleigh
METI, Esri China (Hong Kong), swisstopo, © OpenStreetMap contributors, and the GIS User Community
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

³

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(
!
PW-09
Depth
(ft bgs) HFPO-DAPFMOAA PFO2HxAPFO5DA

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LegendSeep C
Seep D

Author: jkasunic/Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Soil Concentrations/TR0795_Figure7-1_Onsite PFAS Distribution in Soil.ai

PW-02
Depth
(ft bgs) HFPO-DA(!

Soil Sample Location
Observed Seep
Nearby Tributary

Last Revised: 9/30/2019

Site Boundary

Old Outfall 002
PW-11

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteDistributionInSoil.mxd

PW-06
Depth
(ft bgs) HFPO-DA
16-17

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PFMOAA PFO2HxAPFO5DADepth(ft bgs) HFPO-DA

PMPA

16-17
<1,000<1,000<1,000PFMOAA PFO2HxA

620<1,000<1,000PFO5DA

PMPA<1,000<1,000<1,000(!

Notes:All measurements are in ng/kg (nanograms per kilogram).
< - Analyte not detected above associated reporting limit.
J - Analyte detected. Reported value may not be accurate or precise.
UJ - Analyte not detected. Reporting limit may not be accurate or precise.
* Results from the field duplicate sample are not shown but results are identical tothe parent sample.
**Other analytes were detected, but not shown.
1. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
2. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,400

(
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0

1,400 Feet

PW-07*
Depth(ft bgs) HFPO-DA
14-15

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PMPA<1,000<1,000

Onsite HFPO-DA Concentrations in Soil
Chemours Fayetteville Works, North Carolina

Figure(!
Raleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 20197-1

Cape Fear River Water Level (feet NAVD88)

90
80
70
60
50
40
30
20
10
0
Fayetteville

W.O. Huske
USGS Gauge Location

Notes
NGVD29 - National Geodetic Vertical Datum of 1929
NAVD88 – North American Vertical Datum of 1988
USGS - United States Geological Survey
1. Figure includes water level data from January 1, 2014 to September 10, 2019.
2. Water level data obtained for USGS gauges at Fayetteville (USGS 02104000), W.O.Huske (USGS
2105500) and Lock and Dam #1 (USGS 02105769) from National Water Information System (URL:
https://waterdata.usgs.gov/nwis/inventory/?site_no=02105769, date accessed: 2019-09-24)
3. Measured water level datum converted from feet NGVD29 to feet NAVD88 using National Oceanic andAtmospheric Administration’s VDatum tool available at vdatum.noaa.gov.
4. Line inside boxes represents the median water level.
5. Bottom and top of boxes represent the 25th and 75th percentile water levels, respectively.
6. Extent of whiskers represent range of observed water levels.

Lock and Dam #1

Cape Fear River Stage Variation
Chemours Fayetteville Works, North Carolina

Figure8-1
Raleigh

September 2019

65
95

150

134

14
5

145

40

134

50

45

40

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132.07

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130.4

Monitoring Well Used for
Groundwater Extraction
Groundwater Contours (ftNAVD88) - 2 feet interval

Nearby Tributary
Ground Surface
Elevation Contour (ftNAVD88) - 5 ft interval
Site Boundary

Notes:NM - Not measured
ft NAVD88 - feet North American Vertical Datum 1988.
1. Depth to water measurements collected on June 13, 2019 used to generatecontours.
2. Groundwater contours were interpolated by Kriging-Linear (with 10 ft spacing)water level measurements generated using Surfer version 9.
3. Cape Fear River water level indicated is median value for June 13, 2019
measured at the W.O. Huske Dam (USGS 2105500). Data obtained from National
Water Information System (URL:
https://waterdata.usgs.gov/nwis/inventory/?site_no=02105769, date accessed:
2019-09-24).
4. Topographic contours from LiDAR Digital Elevation Model ground surface
elevations collected by NC Dept. of Public Safety published 18 October 2015.
5. Seep locations identified visually as reported in Geosyntec, 2019. Seeps andCreeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.
6. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
7. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000

500

0

1,000 Feet

40

155

MW-23
134.02

45

145

5
14

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

1
12 20
5

PZ-14
137.72

PZ-16
NM

PZ-26
135.34

PZ-27
133.4
10
0

Seep B

75

140

135

145

11355

70 FeetPZ-28
135.655
13MW-32
132.32MW-25
133.79PZ-25
126.35

132
130

132

130

0
12

0

155

MW-9S
133.24

128

150

MW-36
132.33

125
35

MW-33
132.59MW-11125.14

NAF-01140.91

PZ-13
137.62

PZ-15
DRY

MW-1S
130.93
PZ-17
DRY

8
13

MW-30
DRY
MW-8S
DRY

MW-2S
130.66

126

5
15

PZ-34
131.88PZ-29
133.48145

PZ-33
132.84MW-35
132.23

13
5

PZ-32
133.15

MW-12S131.56

NAF-08A
140.88

35

5
15

14
0

MW-7S
137.02

FTA-03133.94

5
14

0
13

PZ-31
130.16MW-31
131.86MW-34
132.12

NAF-09137.27

NAF-10138.23

6
13

145

15
5

145

Observed Seep

35

5
10
130

155

MW-24

NAF-12

140

145

FTA-02132.92

PZ-19R
136.9445

FTA-01136.06145

Monitoring Well

Seep A

45

PZ-20R
136.9

NAF-13
NM

55

0
15

NAF-04141.3945

Legendiver

SMW-07128.1635

NAF-05A
NM

150

128

SMW-08DRY

NAF-07140.69
NAF-02140.69PZ-11138.15
PZ-21R
137.71
PZ-35
137.85

NAF-11A
132.66
NAF-06135.23

R
Fear

145

NAF-03

134

15
0

PZ-12
131.21

SMW-06125.9840peCaSMW-05DRY

SMW-02134.6

40SMW-04A
110.94

15
0

70

14
5
SMW-03128.39Cape Fear River Water Level
32.99

Groundwater Elevation Map - Perched Zone
June 2019
Chemours Fayetteville Works, North Carolina

70

110
120

0.5 Miles

115

0

105

0.25

5
14

Author: SSomnarain

45

140

50

0.5

Last Revised: 2019-09-30

70

12
5

14
0

115

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_GW_Contours_Maps_PerchedZone.mxd

70

45

60

60
65

95

50

11
5

40

85
90

10
5

60

35

135

75

50

5
12

125

125

10
5

45

70

55

35

Cr7e0ek
s
i
l
l
Wi

65

50

80
75

80

5
10

115

95

70

70

130

90

85

0
10

120

95

Figure45
35
Raleigh

September 2019

9-1

60

65

70

70

45

SMW-0986.57
MW-20D
90.85

140

45

95

14
0

MW-19D
91.67
12
5

95

50

110
120

60
65
85
90

10
5

11
5

MW-18D
88.57

Cape Fear River Water Level
32.99

14
5

SMW-02B
89.17

SMW-03B
95.09

SMW-04B
104.21

40

40

100

0.5 Miles

400

SMW-05P
106.32

MW-22D
114.85

50

45
35

5
10
130

MW-12D
NM

Seep B

MW-13D
104.785
14

MW-14D113.99

5
15
75

45

145

40

45

115

Seep C

Monitoring Well

Observed Seep

Groundwater Contours (ftNAVD88) - 5 feet interval

Nearby Tributary
Ground Surface
Elevation Contour (ftNAVD88) - 5 ft interval

Inferred Groundwater
Flow Direction

Site Boundary35

NAF-08B
95.71

145

155
15
5

45

Seep A

145

120

150

MW-15DRR
NM
145

MW-16D111.42

NAF-11B
94.26

45

MW-17D118.62

NAF-05B
NM

iver

0
15

35

SMW-06B
104.14

Legend

R
Fear

145

55

SMW-08B
109.29110peCaMW-21D
107.57

150

15
0

105

115

Notes:NM - Not measured
ft NAVD88 - feet North American Vertical Datum 1988.
1. Depth to water measurements collected on June 13, 2019 used to generatecontours.
2. Groundwater contours were interpolated by Kriging-Linear (with 10 ft spacing)water level measurements generated using Surfer version 9.
3. Cape Fear River water level indicated is median value for June 13, 2019
measured at the W.O. Huske Dam (USGS 2105500). Data obtained from National
Water Information System (URL:
https://waterdata.usgs.gov/nwis/inventory/?site_no=02105769, date accessed:
2019-09-24).
4. Topographic contours from LiDAR Digital Elevation Model ground surface
elevations collected by NC Dept. of Public Safety published 18 October 2015.
5. Seep locations identified visually as reported in Geosyntec, 2019. Seeps andCreeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.
6. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
7. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000

500

0

1,000 Feet

5
13

135

145
135

145

5
14

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

1
12 20
5

50

150

10
0

155

Seep D

Groundwater Elevation Map - Surficial Aquifer
June 2019
Chemours Fayetteville Works, North Carolina

70

14
5

105

40

5
15

SMW-01124.38155

Author: SSomnarain

INSITU-02
DRY

50

0.25

15
0

Last Revised: 2019-09-30

40

95

5
14

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_GW_Contours_Maps_SurficialAquifer.mxd

60

SMW-11
58.91

50

115
0.5

SMW-10
47.23

75

35

125

135

45

70

55

50

5
12
125

80
INSITU-01
113

10
5

65

35

Cr7e0ek
s
i
l
l
Wi

5
10

115

95

80
75

70

130

90

70

85

0
10

120

95

Figure45
35
Raleigh

September 2019

9-2

95
14
5

40

0.5 Miles

40

40
50

15
0

BCA-01
88.6
LTW-0242.70

35BCA-03RNM

45

Legend

R
Fear

145

45

0

Cape Fear River Water Level
32.99

pe
Ca

iver

Seep A

150

145

55

0
15

Monitoring Well

Observed Seep

Inferred Groundwater
Flow Direction

Nearby Tributary
Ground Surface
Elevation Contour (ftNAVD88) - 5 ft interval

35

45Site Boundary

35

5
10
130

145

155

145

150

Seep B
PZ-22
44.43

5
14

15
5

5
15

LTW-05
42.83

75

45

BCA-02
75.02

145

45

115

Seep C

105

1,000

500

0

1,000 Feet

135

145

1
12 20
5

50

10
0

Seep D

Groundwater Elevation Map - Black Creek Aquifer
June 2019
Chemours Fayetteville Works, North Carolina

70

14
5

5
13

150

145
135

5
14

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

40

Notes:NM - Not measured
ft NAVD88 - feet North American Vertical Datum 1988.
1. Depth to water measurements collected on June 13, 2019.
2. Cape Fear River water level indicated is median value for June 13, 2019
measured at the W.O. Huske Dam (USGS 2105500). Data obtained from National
Water Information System (URL:
https://waterdata.usgs.gov/nwis/inventory/?site_no=02105769, date accessed:
2019-09-24).
3. Topographic contours from LiDAR Digital Elevation Model ground surface
elevations collected by NC Dept. of Public Safety published 18 October 2015.
4. Seep locations identified visually as reported in Geosyntec, 2019. Seeps andCreeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.
5. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
6. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

40

5
15

BCA-04123.28155

155

Author: SSomnarain

70
140

50

0.25

15
0

Last Revised: 2019-09-30

70

12
5

45

14
0

5
14

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_GW_Contours_Maps_BlackCreek_June2019.mxd

45

60

95
SMW-12
35.19

115
0.5

65

60
65

80

110
120

11
5

40

85
90

10
5

60

50

135

75

50

Cr7e0ek
s
i
l
l
Wi

45

50

80
75

70

55

35

125

10
5

65

35

5
12
125

5
10

115

95

70

70

130

90

85

0
10

120

95

Figure45
35
Raleigh

September 2019

9-3

35

130

125

PIW-2D
58.25

50

PIW-4D
41.68

Seep A

55

150

40

@
A

PW-14
87.22

15
5

Seep B@A
PIW-7D
42.7

45

@
A
PIW-8D
41.15

75

Seep C

115

10
0

135

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

145

150
155

0
14

145

155

14
5

12 1205

Seep D60

PIW-10DR
66.81

95
95

Nearby Tributary
Ground Surface
Elevation Contour (ftNAVD88) - 5 ft interval

Notes:NM - Not measured
ft NAVD88 - feet North American Vertical Datum 1988.
1. Depth to water measurements collected on August 22, 28 and 29, 2019 used togenerate contours.
2. Cape Fear River water level indicated is median value for June 13, 2019 measured
at the W.O. Huske Dam (USGS 2105500). Data obtained from National Water
Information System (URL:
https://waterdata.usgs.gov/nwis/inventory/?site_no=02105769, date accessed:
2019-09-24).
3. Topographic contours from LiDAR Digital Elevation Model ground surface
elevations collected by NC Dept. of Public Safety published 18 October 2015.
4. Seep locations identified visually as reported in Geosyntec, 2019. Seeps andCreeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.
5. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
6. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000

500

0

Figure4535@A

1,000 Feet

Chemours Fayetteville Works, North Carolina

@
A

PW-11
39.82

Groundwater Contours (ftNAVD88) - 10 feetinterval
Inferred Groundwater
Flow Direction

Groundwater Elevation Map - Black Creek Aquifer
August 2019

70

5
10

0
15

135

40

45

15
5

@
A

Observed Seep

40

110
115

PIW-9D
42.1

80

145

5
15

@
A

Monitoring Well

Site Boundary

35

145

145

155

35

45

145
PW-13
120.00

@
A

@ 45
A

iver

Author: SSomnarain@
ALegend

45

15
0

R
Fear
40
pe
Ca 40

14
5

50

PW-15R
77.05

145

15
0

40

@
A

PW-12
@ NM
A

150

Last Revised: 9/30/2019@
A

PIW-3D
35.94

35

95
5
10

14
5

0.5 Miles

5
14

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_GW_Contours_Maps_BlackCreek_August2019.mxd

50

0
14

Cape Fear River Water Level
32.99

50

60
70
80

0

45

140

90

0.25

50

0
11

13
0

70

75
70

45

51.16

115
0.5

³

40

@ 5
A
8
PW-09

50

65

60
65

60

65

0
10

105

105

50

55

95

5
12
125

125

120

90

70

35

Cre70ek
s
i
l
l
70 Wi

105

55

50

85
80

75

³

95

50

90

70

120

95

Raleigh

September 20199-4

WP10: PIW-1D (D) / PIW-1S (S)
8/22/2019-0.54

WP4: SMW-03 (S) / SMW-03B (D)WP3: SMW-04A (S) / SMW-04B (D)

0.5

0.25

0

0.5 Miles

WP2: SMW-06 (S) / SMW-06B (D)WP1: NAF-11A (S) / NAF-11B (D)R
Fear

2019-06-13
21.84

2019-06-13
33.3

pe
Ca

2019-06-13
6.728

WP5: SMW-02 (S) / SMW-02B (D)2019-06-13
45.4292019-06-13
38.4

iv e r2019-06-13
45.17

WP6: NAF-08A (S) / NAF-08B (D)
LegendBlack Creek Aquifer

WP12: PZ-22 (D) / LTW-04 (S)Floodplain Deposits
6/13/2019-0.71
WP11-B: PIW-7D (D) / PIW-7S (S)Author: SSomnarain

WP11-A: PIW-7D (D) / PIW-7S (S)Perched Aquifer
Surficial Aquifer

Last Revised: 2019-09-30

8/22/2019-0.19

8/29/2019-0.17

WP8: PIW-9S (S) / PIW-9D (D)Positive Vertical Gradients

8/22/2019
7.08

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Calculated_Vertical_Gradients.mxd

Negative Vertical Gradients

Nearby Tributary
Site Boundary

WP9: PIW-10DR (D) / PIW-10S (S)
8/22/2019-9.23

Notes:
1. Positive vertical gradients (i.e. potential for downward flow) are colored in green.
Negative vertical gradients (i.e. potential for upward flow) are colored in red.
2. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
3. WP corresponds to well pair ID listed in Table 9-2.
4. (s) and (d) refers to shallow and deep well of well pair.
5. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000

WP14: Old Outfall-002 (S) / PW-11 (D)
6/7/2019
0.81

500

0

1,000 Feet

Calculated Vertical Gradients Between
Selected Stratigraphic Units
Chemours Fayetteville Works, North Carolina

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

9-5

Ca
pe

0.25

0

0.5 Miles

r
Fea

0.5

er
Riv

Seep A

LegendConcentration (ng/L)

Seep B

Well Type< 10

Perched Zone
Surficial

10 - 100

Black Creek Aquifer /Floodplain Deposits

Author: SSomnarain

100 - 1,000

Observed Seep
1,000 - 10,000

Nearby Tributary

Last Revised: 2019-09-30

10,000 - 100,000

Site Boundary

100,000 - 1,000,000

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteDistributionInGW.mxd

Seep C
Seep D

Old Outfall 002> 1,000,000
Notes:
ng/L - nanograms per liter
1. Samples were collected between June and September 2019.
2. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
3. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000

500

0

1,000 Feet

Onsite PMPA Concentrations in Groundwater
Chemours Fayetteville Works, North Carolina

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

9-6

Ca
pe

0.25

0

0.5 Miles

r
Fea

0.5

er
Riv

Seep A

LegendConcentration (ng/L)

Seep B

Well Type< 10

Perched Zone
Surficial

10 - 100

Black Creek Aquifer /Floodplain Deposits

Author: SSomnarain

100 - 1,000

Observed Seep
1,000 - 10,000

Nearby Tributary

Last Revised: 2019-09-30

10,000 - 100,000

Site Boundary

100,000 - 1,000,000

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteDistributionInGW.mxd

Seep C
Seep D

Old Outfall 002> 1,000,000
Notes:
ng/L - nanograms per liter
1. Samples were collected between June and September 2019.
2. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
3. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000

500

0

1,000 Feet

Onsite PFMOAA Concentrations in Groundwater
Chemours Fayetteville Works, North Carolina

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

9-7

Ca
pe

0.25

0

0.5 Miles

r
Fea

0.5

er
Riv

Seep A

LegendConcentration (ng/L)

Seep B

Well Type< 10

Perched Zone
Surficial

10 - 100

Black Creek Aquifer /Floodplain Deposits

Author: SSomnarain

100 - 1,000

Observed Seep
1,000 - 10,000

Nearby Tributary

Last Revised: 2019-09-30

10,000 - 100,000

Site Boundary

100,000 - 1,000,000

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteDistributionInGW.mxd

Seep C
Seep D

Old Outfall 002> 1,000,000
Notes:
ng/L - nanograms per liter
1. Samples were collected between June and September 2019.
2. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
3. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000

500

0

1,000 Feet

Onsite HFPO-DA Concentrations in Groundwater
Chemours Fayetteville Works, North Carolina

FigureRaleigh
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

9-8

WC-3
560

WC-4
340

WC-2
680

WC-1
2,200

pe
Ca

0.5

0.25

0

PW-01
56,0000.5 Miles

PZ-12
110,000

PZ-11
26,000

SMW-0719,000

NAF-07280,000

SEEP-A-12
120,000
NAF-061,700,000

SEEP-A-1
230,000

SEEP-A-11
540,000

SEEP-A-2
240,000

SEEP-A-10
530,000

NAF-024,700,000

Author: SSomnarain
Last Revised: 2019-09-30
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteTotTable3_PerchedZone.mxd

NAF-044,400,000
NAF-01
120,000

NAF-125,400,000

NAF-08A
430,000

SEEP-A-7
220,000
SEEP-A-6
140,000

NAF-09190,000

PZ-14
130,000

SEEP-A-8
140,000

SEEP-B-4
670,000
PZ-13
260,000

NAF-1086,000

SEEP-A-9
510,000

SEEP-B-4
430,000

MW-30
77,000

SEEP-B-3-A1
460,000

MW-24
930,000

125

Perched Zone
Surface Water

10 - 100

Observed Seep

Seep B

100 - 1,000
Nearby Tributary
1,000 - 10,000

MW-7S
58,000

SEEP-B-3-E4
45,000PZ-15
54,000MW-9S
21,000

PZ-28
8,200

MW-25
70,000

SEEP-C-1-E2
260,000
SEEP-C-1
340,000

PZ-27
9,900
PZ-24
63,000100,000 - 1,000,000> 1,000,000

Seep C

MW-23
27,000

Seep D

MW-27
350,000
MW-28
2,900

250 Feet

Notes:
ng/L - nanograms per liter
1. Perched Zone groundwater data plotted are from samples collected between
June and September 2019.
2. Willis Creek, Seeps and Old Outfall 002 surface water data plotted from samples
collected in February 2019, the data set with greatest density of samples.
3. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
4. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000

OLDOF-2
140,000

OLDOF-4
200,000

Site Boundary

10,000 - 100,000

PZ-26
630

OLDOF-5
290,000

0

SEEP-B-1
350,000

PZ-19R
25,000MW-1S66,000MW-2S84,000Well Type

< 10

PZ-35
6,700

SEEP-B-2
310,000

SEEP-B-3
380,000

250

PZ-20R
11,000MW-12S
52,000

SEEP-A-5
180,000

LegendConcentration (ng/L)

FTA-01
2,900

FTA-0290,000

SEEP-A-3
220,000

NAF-03700,000

Seep A

PZ-21R
7,100

FTA-0340,000

SEEP-A-4
160,000

ver
r Ri
Fea

SMW-0278,000

OLDOF-1
130,000500

01,000 Feet

Perched Zone Groundwater, Willis Creek, Seeps and
Old Outfall 002 Total Table 3+ PFAS Concentrations
Chemours Fayetteville Works, North Carolina

OLDOF-3
160,000

Old Outfall 002

FigureRaleigh

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

9-9

WC-3
560

WC-4
340

SMW-11
13,000WC-2
680

SMW-10830

MW-19D
4,400

MW-18D
1,500

SMW-09110,000

WC-1
2,200

MW-20D
24,000

PIW-1D
51,000

pe
Ca

0.5

0.25

0

SMW-03B
650,000

ver
r Ri
Fea

SMW-04B
70,000

PW-02
15,000,000

MW-21D
2,000

0.5 Miles

SMW-05P
350,000
SMW-08B
350,000
MW-17D
3,800

SEEP-A-4
160,000

SEEP-A-12
120,000

MW-22D
4,700

Seep A

MW-15DRR
81,000LegendConcentration (ng/L)

Well Type< 10
SEEP-A-3
220,000

SEEP-A-11
540,000

SEEP-A-2
240,000

SEEP-A-10
530,000

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteTotTable3_SurficialZone.mxd

SEEP-A-1
230,000

SEEP-A-9
510,000

Seep B
MW-13D
350,000

Nearby Tributary
1,000 - 10,000

SEEP-C-1-E2
260,000

SEEP-B-3-E4
45,000

SMW-01
6,200
PW-03
400,000

SEEP-B-4
670,000

Seep C

PW-05
4,600

SEEP-B-1
350,000

PIW-9S
210,000

250

125

0

Seep D

SEEP-C-1
340,000

OLDOF-5
290,000

SEEP-B-3
380,000

SEEP-B-3-A1
460,000

250 Feet

PW-04
3,500

PIW-10S
18,000

OLDOF-4
200,000

100,000 - 1,000,000

Notes:
ng/L - nanograms per liter
1. Perched Zone groundwater data plotted are from samples collected between
June and September 2019.
2. Willis Creek, Seeps and Old Outfall 002 surface water data plotted from samples
collected in February 2019, the data set with greatest density of samples.
3. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
4. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000
OLDOF-1
130,000

OLDOF-2
140,000

0

1,000 Feet

Surficial Aquifer Groundwater, Willis Creek, Seeps and
Old Outfall 002 Total Table 3+ PFAS Concentrations

Old Outfall 002

FigureRaleigh

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

500

Chemours Fayetteville Works, North Carolina

OLDOF-3
160,000

PW-06
3,000

Site Boundary> 1,000,000

SEEP-A-6
140,000
SEEP-B-2
310,000

Observed Seep
100 - 1,000

10,000 - 100,000

SEEP-A-7
220,000

SEEP-B-4
430,000

Surface Water

10 - 100

MW-14D
260,000

SEEP-A-5
180,000

SEEP-A-8
140,000

Last Revised: 2019-09-30

Author: SSomnarain

PIW-5S
360,000

MW-16D
4,200

Surficial

September 2019

9-10

WC-3
560

WC-4
340

PW-09
2,300

WC-2
680

SMW-12
9,600
WC-1
2,200

pe
Ca

0.5

0.25

0

PIW-2D
20,000PW-12
15

0.5 Miles

ver
r Ri
Fea

BCA-01110,000

PIW-3D
44,000
LTW-01140,000

Seep A

Concentration (ng/L)
LTW-0278,000

PIW-4D
7

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteTotTable3_BlackCreek_Floodplain.mxd

Last Revised: 2019-09-30

Author: SSomnarain

SEEP-A-11
540,000

SEEP-A-10
530,000

BCA-03R
490,000

SEEP-A-2
240,000
SEEP-A-1
230,000

SEEP-A-3
220,000
SEEP-A-9
510,000

SEEP-A-7
220,000

PIW-6S
230,000

SEEP-A-6
140,000
SEEP-B-4
430,000

SEEP-B-2
310,000
SEEP-B-4
670,000

Seep B
PW-13
ND

SEEP-A-5
180,000

SEEP-A-8
140,000

PW-14
18,000,000

LegendSEEP-A-4
160,000

SEEP-A-12
120,000

SEEP-B-3-E4
45,000

LTW-03220,000

SEEP-C-1-E2
260,000

SEEP-B-1
350,000

SEEP-B-3-A1
460,000

PZ-22
240,000

LTW-04
190,000

SEEP-B-3
380,000
250

125

0

BCA-0427

OLDOF-5
290,000

10 - 100

Surface Water
Observed Seep

100 - 1,000
Nearby TributaryPIW-7D
200,000

10,000 - 100,000

LTW-05370,000

100,000 - 1,000,000

PIW-8D
700,000> 1,000,000

SEEP-C-1
340,000

250 Feet

PIW-10DR
110,000
PW-11
430,000

OLDOF-2
140,000

OLDOF-3
160,000

Site Boundary

Notes:
ng/L - nanograms per liter
1. Black Creek groundwater data plotted are from samples collected between
June and September 2019.
2. Willis Creek, Seeps and Old Outfall 002 surface water data plotted from samples
collected in February 2019, the data set with greatest density of samples.
3. The outline of the River shown on this figure is approximate (River outline basedon compilation of open data sources from ArcGIS online service and North
Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
4. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,
CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.

1,000
OLDOF-1
130,000

OLDOF-4
200,000

Black Creek Aquifer/Floodpain
Deposits

1,000 - 10,000

Seep D

PIW-9D
270,000< 10

PIW-7S
17,000

Seep CBCA-02
190,000

Well Type500

01,000 Feet

Black Creek Aquifer/Floodplain Deposits Groundwater,
Willis Creek, Seeps and Old Outfall 002 Total Table 3+
PFAS Concentrations
Chemours Fayetteville Works, North Carolina

Old Outfall 002

FigureRaleigh

Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

September 2019

9-11

³

³
SMW-10

'
!
A

PW-09

'
!
!
A
+
'
!
A

SMW-11

INSITU-01'INSITU-02
!
A

E'

'
!
A
MW-19D'!
A

MW-18D

'
!
A

'
!
A

MW-20D

SMW-02B

0.25

00.5 MilesA

DWR Dupont Station

'A
!
!
'
A

'
!
!
'A
A
'
!
'+
!
A
A
!

A'

'
!
!
A
+

PIW-3D
LTW-01

'
!
!
A
+

!
'
SMW-06
A
NAF-11B'!
A!
'
PW-15R
PW-01
A
LTW-02
NAF-06!
' PZ-12A
SMW-05'!
PW-12
NAF-11A
!
'
'
!
'A
B
'
' A A
!
!
A
!
NAF-07
A+
NAF-05B
SMW-08
'
!
!
'
'
A
!
!
A
!
'
SMW-06B
+
A
!
'
A
!
'
NAF-05A!
'A
PZ-11
SMW-08B
A' A!
A!
NAF-02+
BCA-03R
PIW-4DNAF-13
!
'
'
!
!
'
A
!
'
A
SMW-07!
' A NAF-01
!
' A
A
A
'
!
'
'
!
!
A
B
'
!
!
'
A
A
!
+
A MW-15DRR
A
!
+
!
'
'
!
A
!
A
'
!
+
!
A
MW-22D'!
'A
PIW-5S
PW-10RA
MW-17DPZ-21R!
'A'!
NAF-03MW-16DA NAF-04!
' +!
PZ-20R
A
!
+
!
'
!
'
'
!
'A
!
AA
!
A
PZ-35 !
+
' PZ-19R
A!
+
NAF-08A PIW-6S
FTA-01!
'A
LTW-03!
'A
NAF-12
NAF-08B
!
'
A
!
' A
!
'
FTA-03A
FTA-02!
' A
PW-13 +!
'' C!
A
MW-13DA!
PZ-13
MW-12S
PZ-22!
' MW-7S
C'
A
NAF-09
'
!
'
!
A
A
!
!
NAF10
'
!
'
+
!
A
'
A
!
!
'
+
A
!
'
PW-03
A
A
LTW-04
MW-24
PZ-14
'
!
!
MW-30
'
A
!
'
A
A
MW-8S
'
!
PW-14
MW-1S
A A
!
'
PIW-7DMW-25!
' PZ-15!
'
MW-14D
'
!
A
A
!
'
A
!
!
'
+
'
PIW-7S
A
!
A
!
A
+
MW-2S
MW-9S
!
'
A
PZ-25
!
'
'
A
D
)
"
!
'
!
'
PZ-17
!
'
'A
!
AA
!
MW-26
'
A
!
!
'
LTW-05
!
A
'
+
!
'
!
A
GP-103
'
A
!
'
!
' A
!
'
A
!
'
A
!
'
A
PZ-24
!
A
MW-11
'
!
'
A
PIW-8D
A
'
!
MW-27
A
!
!
'
+
PZ-26 !
) A-2
"
A
'
!
'
A
!
A
+
!
) A-1
"
'
D
A
PZ-27
PZ-28
!
' MW-23
PIW-9S
A
!
'+
'
!
A
A
!
PIW-9D
BCA-02!
'PW-05
A
BCA-04MW-21D

'+
!
'
!
A
A
!

SMW-05P

E

)
"

'
!
A
!
'
A

PIW-1D

PIW-2D

BCA-01

SMW-03B

SMW-04A

'
!
!
A
'
+
!
A
!
+

PW-02

SMW-03
0.5

PIW-1S

SMW-02'!
A

SMW-04B

SMW-12!
'A

SMW-09

MW-28

PIW-10DR'!
A

ear River
Cape F

SMW-01

'!
!
A
!
'
+
A
!
+

PW-04

PIW-10S

'
!
A
!
+
'
!
A
!
+

PW-11

PW-06

'
!
A
!
+

PW-07

Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteWellNetwork_withXSec.mxd; TIp; 9/30/2019

'
!
A
!
+

BLADEN-1D

Legend

'
'+
!
!
A
A
!
!
+

BLADEN-1S

1,000

500

0

1,000 Feet

!
'
A
!
'
A

Perched Zone)"

DWR Dupont Station (V42V) Well Cluster

Surficial Aquifer)"

CPT/DPT Soil Boring!
'A

Floodplain Deposits

Site Boundary

Onsite Cross-Section Lines!
'
A

Black Creek Aquifer

Cross-Section

Chemours Fayetteville Works, North Carolina!
!
+

2019 Installed Wells

Notes:
1. Due to the scale of the map, pairs of wells that are in close proximity have been offset for visibility. Therefore, the placement ofthese wells on this map do not reflect their true geographic coordinates.
2. The outline of the River shown on this figure is approximate (River outline based on compilation of open data sources from ArcGIS
online service and North Carolina Department of Environmental Quality Online GIS - Major Hydro shapefile).
3. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the
GIS User Community.
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US

FigureRaleigh

September 2019

10-1

East
A'

BCA-01 (+41 ft)
SMW-02B (+244 ft)
SMW-02 (+245 ft)

150

E-E'

SMW-03B (+126 ft)
SMW-03 (+117 ft)

SMW-04A (+75 ft)
SMW-04B (+74 ft)

PW-12 (-8 ft)
MW-21D (-7 ft)

WestAPerched Zone

PerchedClay
PIW-2D (+142 ft)

125

Surficial Aquifer
Surficial Aquifer

100

su
rfa
ce
? si o n75

ero

Geologic
Mapping
Locations36, 37, 39

Black Creek
Confining Unit

PIW-3D (-118 ft)

Seeps observed
from 65 to 90 ft
elevation?

alElevation (ft NAVD88)?

50

00 01 02 03 04

Cape Fear
River

?

25

Upper Cape Fear
Confining Unit
?
0
1,000

2,000

3,000

4,000

5,000

INSITU-02
SMW-12

MW-19D'!
A

MW-18D'!
A

Clay
Silty or Sandy Clay
with Organics
Micaceous Clay
Predominantly Fine toMedium-grained Sand
Floodplain Deposits
Fine to Medium-grained
Sand with Variable Silt Content
Fine to Medium Sand

MW-20D

Offset Distance+/- north/south of line
Location Name

Perched Zone
Groundwater Elevation
Surficial Aquifer
Groundwater Elevation
Black Creek Aquifer
Groundwater Elevation

Well Screen

Geological Mapping Location

E-E' Corresponds to Section

ft NAVD88 - feet in 1988 North American Vertical Datum
Vertical Exaggeration = 15x
1. Lithology between borings is interpolated and estimated.
2. Groundwater elevations calculated from measured depth to water on
13 June 2019.
3. Cape Fear River water level indicated is median value for 13 June 2019
measured at the W.O. Huske Dam (USGS 2105500). Data obtained from
National Water Information System (URL: https://waterdata.usgs.gov/nwis/
inventory/?site_no=02105769, date accessed: 2019-09-24).
4. Geological Mapping Locations from Figure 6-1. Approximate mapping
elevations listed in Table 6-1.
5. Seeps observed reported in Seeps and Creeks Investigation Report(Geosyntec, 2019)

SMW-03B

SMW-04A

MW-21D
PW-12

PW-02

PIW-1D

PIW-2D

A'

'
!
A

PZ-12

SMW-05

NAF-11B
NAF-06

PW-01

PZ-11

NAF-01

MW-15DRR

MW-22DPZ-21R
PZ-20R

MW-16DFTA-03A-1

PZ-13
NAF-09
PW-03
MW-30
PW-14
MW-25

PZ-15

PIW-5S

LTW-04

PIW-7D

A-2

FigurePIW-7S

PZ-25

MW-26

PZ-26
PZ-27

Chemours Fayetteville Works, North Carolina

LTW-03

PZ-22

PZ-24

PZ-28

PW-05

PIW-6S

NAF-08B

MW-9S

MW-11

BCA-04

NAF-08A

NAF-12

NAF10
PZ-14
MW-8S

MW-1S
MW-14D
MW-2S
PZ-17
GP-103

Cross-Section A-A’

PIW-4D

PW-10

MW-7S

MW-24

LTW-02

NAF-03

NAF-04
PZ-19R

PZ-35

FTA-01

FTA-02
MW-13D
MW-12S

PW-13

NAF-05A
NAF-13

NAF-02

BCA-03R

SMW-07

MW-17D

PW-15
NAF-11A
NAF-05B

NAF-07

SMW-06B'!
!
'

PIW-3D
LTW-01

SMW-06

SMW-05P

SMW-08B

0

'
!
'
!
A
A
'
'A
!
!
A

BCA-01

'
!
'
!
A
A

!
'
'
!
A

'
!
AA
'
!
A
A
'
!
'
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A
A
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A
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A
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A
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'
!
A

'
!
'
!
A
A

SMW-081,000 500

PIW-1S

SMW-02B

SMW-03
SMW-04BA

SMW-02

'
!
A

Notes
MW-17D (100 ft)

Legend'!
A

SMW-09'!
A

6,000 Feet

³

'
!
A

INSITU-01

'
!
A

MW-27

PIW-9S
PIW-9D

MW-23
BCA-02MW-28

1,000 Feet

PIW-10DR

PW-04

'
!
A

'
!
'
!
A
A

LTW-05
PIW-8De ar River
Cape F

Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionA_A'.ai

Black Creek Aquifer

PIW-10S

Raleigh

September 201910-2

NAF-03 (-200 ft)

E-E'

East
B'

NAF-06 (+13 ft)
NAF-11A (+103 ft)
NAF-11B (+105 ft)
PW-15R (+77 ft)

Lined
Sediment
Basin

NAF-07 (+131 ft)

Chemours
Monomers
IXM Area

NAF-02 (-107 ft)

PZ-11 (-43 ft)

Power Area

MW-15DRR (-78 ft)
BCA-03R (-77 ft)

Kuraray Butacite Leased Area;
Kuraray SentryGlas® Leased Area

MW-22D (-27 ft)
MW-16D (-56 ft)

150

MW-17D (-45 ft)

West
B

®

Perched Zone

Seeps observed
Geologic Mapping Location 34

125

su
rfa
ce

Perched Clay?

Surficial Aquifer

al

n
sio
o
r
e ?

Seeps observed

Surficial AquiferBlack Creek
Confining Unit

Tributary to
Seep A
Seeps observed
Geologic Mapping Location 29/31?

LTW-02(90 ft)HP-22

75

PIW-4D(97 ft)HP-21

100

Elevation (ft NAVD88)

Geologic Mapping Location 32/33

50
Cape FearRiver

00 01 02 03 04?

?

Upper Cape Fear
Confining Unit

25

?
0
1,000

2,000

3,000

4,000

5,000

INSITU-02
SMW-12

MW-19D'!
A

MW-18D'!
A

LegendMW-20D

Notes

Micaceous Clay
Predominantly Fine toMedium-grained Sand
Floodplain Deposits
Fine to Medium-grained
Sand with Variable Silt Content
Fine to Medium Sand

MW-17D (100 ft)

Silty or Sandy Clay
with Organics

Offset Distance+/- north/south of line
Location Name

Perched Zone
Groundwater Elevation
Surficial Aquifer
Groundwater Elevation
Black Creek Aquifer
Groundwater Elevation

Well Screen

Geological Mapping Location

E-E' Corresponds to Section

ft NAVD88 - feet in 1988 North American Vertical Datum
Vertical Exaggeration = 15x
1. Lithology between borings is interpolated and estimated.
2. Groundwater elevations calculated from measured depth to water on
13 June 2019.
3. Cape Fear River water level indicated is median value for 13 June 2019
measured at the W.O. Huske Dam (USGS 2105500). Data obtained from
National Water Information System (URL: https://waterdata.usgs.gov/nwis/
inventory/?site_no=02105769, date accessed: 2019-09-24).
4. Geological Mapping Locations from Figure 6-1. Approximate mapping
elevations listed in Table 6-1.
5. Seeps observed reported in Seeps and Creeks Investigation Report(Geosyntec, 2019)

SMW-02

'
!
A

!
'
'
!
A
PW-02

SMW-03
SMW-04B

PIW-1S

SMW-02B

SMW-03B

SMW-04A

Clay

'
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SMW-09'!
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PIW-1D

PIW-2D

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BCA-01

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PZ-12

SMW-05

NAF-11B
NAF-06PW-01

SMW-06B

SMW-08B

PZ-11

NAF-01

MW-15DRR

MW-22DPZ-21R
PZ-20R

MW-16DFTA-03

PW-05

BCA-04A-1

PZ-13
NAF-09
PW-03
MW-30
PW-14
MW-25

PZ-15

PIW-5S

LTW-04

PIW-7D

A-2

FigurePIW-7S

PZ-25

MW-26

PZ-26
PZ-27

Chemours Fayetteville Works, North Carolina

LTW-03

PZ-22

PZ-24

PZ-28

0

PIW-6S

NAF-08B

MW-9S

MW-11

1,000 500

NAF-08A

NAF-12

NAF10
PZ-14
MW-8S

MW-1S
MW-14D
MW-2S
PZ-17
GP-103

Cross-Section B-B’

PIW-4D

PW-10

MW-7S

MW-24

LTW-02

NAF-03

NAF-04
PZ-19R

PZ-35

FTA-01

FTA-02
MW-13D
MW-12S

PW-13

NAF-05A
NAF-13

NAF-02

BCA-03R

SMW-07

MW-17D

PW-15
NAF-11A
NAF-05B

NAF-07

SMW-08'!
!
'

PIW-3D
LTW-01

SMW-06

SMW-05P

PW-12

Feet

³

'
!
A

INSITU-01

'
!
A

MW-27

PIW-9S
PIW-9D

MW-23
BCA-02MW-28

1,000 Feet

PIW-10DR

PW-04

'
!
A

'
!
'
!
A
A

LTW-05
PIW-8De ar River
Cape F

Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionB_B'.ai

Black Creek Aquifer

PIW-10S

Raleigh

September 2019

10-3

E-E'
PW-03 (+134 ft)
PW-14 (+114 ft)
MW-30 (+134 ft)

MW-13D (-24 ft)

MW-12S (+146 ft)
MW-12D (+147 ft)
MW-02S (-175 ft)

MW-01S (-17 ft)
MW-14D (-126 ft

MW-24/C-2 (+64 ft)
PZ-18 (+55 ft)

C-1

150

PW-13 (+27 ft)

WestC

Wastewater
Treatment
Plant

East
C'

140

Perched Zone
Seeps observed

130

?

110

Geologic Location 26

si o

Surficial Aquifer

Perched Clay

Elevation (ft NAVD88)

ero

100

Seeps observed

Surficial Aquifer

90

Geologic
Location
27/28
Tributary to
Seep B

80
70

Black Creek
Confining Unit

60
50

Cape FearRiver
LTW-04 (-45 ft)
H-9
PZ-22 (-52 ft)

120n al sur face

Seep B flowing downhill

00 01 02 03 04

30

Black Creek Aquifer
?

20
10
0

Upper Cape Fear
Confining Unit

-10
1,000

2,000

3,000

4,000

5,000 Feet

³

'
!
A

INSITU-01

INSITU-02'!
A

SMW-12

MW-19D'!
A

MW-18D'!
A

LegendMW-20D

Notes

Micaceous Clay
Predominantly Fine to Mediumgrained Sand with some Clay
Floodplain Deposits
Fine to Medium-grained
Sand with Variable Silt Content
Fine to Medium Sand

MW-17D (100 ft)

Silty or Sandy Clay
with Organics

Offset Distance+/- north/south of line
Location Name

Perched Zone
Groundwater Elevation
Surficial Aquifer
Groundwater Elevation
Black Creek Aquifer
Groundwater Elevation

Well Screen

Geological Mapping Location

E-E' Corresponds to Section

ft NAVD88 - feet in 1988 North American Vertical Datum
Vertical Exaggeration = 15x
1. Lithology between borings is interpolated and estimated.
2. Groundwater elevations calculated from measured depth to water on
13 June 2019.
3. Cape Fear River water level indicated is median value for 13 June 2019
measured at the W.O. Huske Dam (USGS 2105500). Data obtained from
National Water Information System (URL: https://waterdata.usgs.gov/nwis/
inventory/?site_no=02105769, date accessed: 2019-09-24).
4. Geological Mapping Locations from Figure 6-1. Approximate mapping
elevations listed in Table 6-1.
5. Seeps observed reported in Seeps and Creeks Investigation Report(Geosyntec, 2019)

PW-12

!
'
'
!
A

SMW-03B

PW-02

PIW-2D

'
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A

PZ-12

SMW-05

NAF-11B
NAF-06

PW-01

PZ-11

NAF-01

MW-15DRR

MW-22D

MW-16DFTA-03

PZ-13
NAF-09
PW-03
MW-30
PW-14
MW-25

PZ-15

MW-9S

LTW-04

PIW-7D

A-2

FigurePIW-7S

PZ-25

MW-26

PZ-26
PZ-27

Chemours Fayetteville Works, North Carolina

LTW-03

PZ-22

PZ-24

PZ-28

A-1

PIW-6S

NAF-08B

NAF10
PZ-14
MW-8S

MW-11

PW-05

NAF-08A

NAF-12

MW-7S

MW-24

BCA-04

Cross-Section C-C’

PIW-4D

PW-10

NAF-03

NAF-04
PZ-19R

PZ-35

FTA-01

FTA-02
MW-13D
MW-12S

MW-1S
MW-14D
MW-2S
PZ-17
GP-103

LTW-02

PIW-5S

PZ-21R
PZ-20R

PW-13

NAF-05A
NAF-13

NAF-02

BCA-03R

SMW-07

MW-17D

PW-15
NAF-11A
NAF-05B

NAF-07

SMW-06B'!
!
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PIW-3D
LTW-01

SMW-06

SMW-05P

SMW-08B

0

'
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BCA-01

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PIW-1D

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A
A

SMW-081,000 500

PIW-1S

SMW-02B

SMW-03
SMW-04B

MW-21D

SMW-02'!
A

SMW-04A

Clay

'
!
A

SMW-09

'
!
A

MW-27

PIW-9S
PIW-9D

MW-23
BCA-02MW-28

1,000 Feet

PIW-10DR

PW-04

'
!
A

'
!
'
!
A
A

LTW-05
PIW-8De ar River
Cape F

Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionC_C'.ai

40

PIW-10S

Raleigh

September 2019

10-4

E-E'

East
D'

MW-26 (+22 ft)

BCA-02 (-42 ft)
PZ-16 (-19 ft)

PZ-24 (-50 ft)

Outfall 002

PZ-26 (-71 ft)

GP-104 (+450 ft)

A-2 (+100 ft)

150

A-1 (+89 ft)

WestD

PW-05 (-3 ft)
BCA-04 (-7 ft)

DuPont polyvinyl fluoride (PVF)
Leased Area

Perched Zone

Seeps observed
Old Outfall
002
125

Perched Clay?

75

Seep CBlack Creek
Confining Unit?

Cape Fear
River

?

?
?

?

25

PIW-8D (+38 ft)
LTW-05 (+60 ft)

su
rfa
ce
?

50

?

Upper Cape Fear
Confining Unit?

?

Black Creek Aquifer

?

0
1,000

2,000

3,000

4,000

5,000

INSITU-02
SMW-12

MW-19D'!
A

MW-18D'!
A

LegendMW-20D

Notes

Micaceous Clay
Predominantly Fine to Mediumgrained Sand with some Clay
Floodplain Deposits
Fine to Medium-grained
Sand with Variable Silt Content
Fine to Medium Sand

MW-17D (100 ft)

Silty or Sandy Clay
with Organics

Offset Distance+/- north/south of line
Location Name

Perched Zone
Groundwater Elevation
Surficial Aquifer
Groundwater Elevation
Black Creek Aquifer
Groundwater Elevation

Well Screen

E-E' Corresponds to Section

CPT Boring
Soil Boringft NAVD88 - feet in 1988 North American Vertical Datum
Vertical Exaggeration = 15x
1. Lithology between borings is interpolated and estimated.
2. Groundwater elevations calculated from measured depth to water on
13 June 2019.
3. Cape Fear River water level indicated is median value for 13 June 2019
measured at the W.O. Huske Dam (USGS 2105500). Data obtained from
National Water Information System (URL: https://waterdata.usgs.gov/nwis/
inventory/?site_no=02105769, date accessed: 2019-09-24).
4. Geological Mapping Locations from Figure 6-1. Approximate mapping
elevations listed in Table 6-1.
5. Seeps observed reported in Seeps and Creeks Investigation Report(Geosyntec, 2019)

PW-12

!
'
'
!
A

SMW-03B

PW-02

PIW-2D

'
!
A

PZ-12

SMW-05

NAF-11B
NAF-06

PW-01

PZ-11

NAF-01

MW-15DRR

MW-22D

MW-16DFTA-03

PZ-13
NAF-09
PW-03
MW-30
PW-14
MW-25

PZ-15

MW-9S

PZ-17
GP-103
MW-11

PIW-6S

NAF-08B

NAF10
PZ-14
MW-8S

MW-1S
MW-14D
MW-2S

LTW-04

PIW-7D

A-1

A-2

FigurePIW-7S

PZ-25

MW-26

PZ-26
PZ-27

Chemours Fayetteville Works, North Carolina

LTW-03

PZ-22

LTW-05

PZ-24

PZ-28

PW-05

NAF-08A

NAF-12

MW-7S

MW-24

BCA-04

NAF-03

NAF-04
PZ-19R

PZ-35

FTA-01

FTA-02
MW-13D
MW-12S

Cross-Section D-D’

PIW-4D

PW-10

PIW-5S

PZ-21R
PZ-20R

PW-13

LTW-02

NAF-05A
NAF-13

NAF-02

BCA-03R

SMW-07

MW-17D

PW-15
NAF-11A
NAF-05B

NAF-07

SMW-06B'!
!
'

PIW-3D
LTW-01

SMW-06

SMW-05P

SMW-08B

0

'
!
'
!
A
A
'
'A
!
!
A

BCA-01

'
!
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A
A

PIW-1D

'
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AA
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A
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A

'
!
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!
A
A

SMW-081,000 500

PIW-1S

SMW-02B

SMW-03
SMW-04B

MW-21D

SMW-02'!
A

SMW-04A

Clay

'
!
A

SMW-09

'
!
A

Feet

³

'
!
A

INSITU-01'!
A

PIW-8D

MW-27

PIW-9S
PIW-9D

MW-23
BCA-02MW-28

1,000 Feet

PIW-10DR

PW-04

'
!
A

'
!
'
!
A
A

e ar River
Cape F

Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionD_D'.ai

?

er
os
io
na
l

Elevation (ft NAVD88)

Surficial Aquifer

00 01 02 03 04?

PIW-9S (-172 ft)
PIW-9D (-164 ft)?

100

PIW-10S

Raleigh

September 201910-5

NorthE'

SMW-02 (-14 ft)
SMW-02B (-19 ft)

BCA-01 (+59 ft)
PW-02 (+47 ft)

SMW-12 (+31 ft)

NAF-03 (-67 ft)

NAF-02 (-184 ft)

NAF-04 (-99 ft)

NAF-12 (-34 ft)

NAF-08A (+80 ft)
NAF-08B (+74 ft)

Perched Zone

A-A'

Seep A

PW-15 (+174 ft)
NAF-11A (+166)
NAF-11B (+162)

140

PZ-13 (+199 ft)

PW-14 (-24 ft)
PW-03 (+28 ft)
MW-30 (-17 ft)

PZ-25 (+98 ft)
MW-25 (+97 ft)

150

PZ-16 (+82 ft)
BCA-02 (+84 ft)
MW-23 (+84 ft)

South
E

B-B'

Chemours Monomers
IXM Area

NAF-06 (+82 ft)

C-C'
PZ-14 (-171 ft)

D-D'
DuPont polyvinyl fluoride (PVF)
Leased Area

130
120

Perched Clay110

Elevation (ft NAVD88)

100

Surficial
Aquifer

90

?

80
70
60

Black Creek
Confining Unit

50

00 01 02 03 04

?

30

?

?

?
20

Black Creek Aquifer

10
0

?

Upper Cape Fear Confining Unit
-10
1,000

2,000

3,000

4,000
INSITU-02

AE'

MW-19D'!
A

MW-18D

'
!
A

Notes

!
'
'
!
A

Micaceous Clay
Predominantly Fine to Mediumgrained Sand with some Clay
Floodplain Deposits
Fine to Medium-grained
Sand with Variable Silt Content
Fine to Medium Sand

MW-17D (100 ft)

Silty or Sandy Clay
with Organics

Offset Distance+/- east/west of line
Location Name

Perched Zone
Groundwater Elevation
Surficial Aquifer
Groundwater Elevation
Black Creek Aquifer
Groundwater Elevation

Well Screen

A-A' Corresponds to Section

ft NAVD88 - feet in 1988 North American Vertical Datum
Vertical Exaggeration = 15x
Seep A bottom is approximate
1. Lithology between borings is interpolated and estimated.
2. Groundwater elevations calculated from measured depth to water on
13 June 2019.
3. Cape Fear River water level indicated is median value for 13 June 2019
measured at the W.O. Huske Dam (USGS 2105500). Data obtained from
National Water Information System (URL: https://waterdata.usgs.gov/nwis/
inventory/?site_no=02105769, date accessed: 2019-09-24).
4. Geological Mapping Locations from Figure 6-1. Approximate mapping
elevations listed in Table 6-1.
5. Seeps observed reported in Seeps and Creeks Investigation Report(Geosyntec, 2019)

PW-02

SMW-03
SMW-04B

MW-21D
PW-12

SMW-03B

PIW-2D

'
!
A

PZ-12

SMW-05

NAF-11B
NAF-06

PW-01

PZ-11

NAF-01

MW-15DRR

MW-22DPZ-21R
PZ-20R

MW-16DFTA-03A-1

PZ-13
NAF-09
PW-03
MW-30
PW-14
MW-25

PZ-15

A-2

PZ-26
PZ-27

PIW-5S

Chemours Fayetteville Works, North Carolina

LTW-03

PZ-22

LTW-04

PIW-7D

FigurePIW-7S

PZ-25

MW-26

PZ-24

PZ-28

PW-05

PIW-6S

NAF-08B

MW-9S

MW-11

BCA-04

NAF-08A

NAF-12

NAF10
PZ-14
MW-8S

MW-1S
MW-14D
MW-2S
PZ-17
GP-103

Cross-Section E-E’

PIW-4D

PW-10

MW-7S

MW-24

LTW-02

NAF-03

NAF-04
PZ-19R

PZ-35

FTA-01

FTA-02
MW-13D
MW-12S

PW-13

NAF-05A
NAF-13

NAF-02

BCA-03R

SMW-07

MW-17D

PW-15
NAF-11A
NAF-05B

NAF-07

SMW-06B

MW-27

PIW-9S
PIW-9D

MW-23
BCA-02MW-28

1,000 Feet

PIW-10DR

PW-04

'
!
A

Feet

'
!
!
'

PIW-3D
LTW-01

SMW-06

SMW-05P

SMW-08B

0

'
!
'
!
A
A
'
'A
!
!
A

BCA-01

'
!
'
!
A
A

PIW-1D

'
!
AA
'
!
A
A
'
!
'
!
A
A
'
!
'
!
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Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionE_E'.ai

40

PIW-10S

Raleigh

September 201910-6

(3) Aerial Deposition(4) Outfall 002 (Pipe to River)Non-contact cooling water from river
Non-Chemours treated process water
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Rain

Chemours
Fayetteville Works
Manufacturing Area

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Cape Fear River

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Figure10-7
Raleigh, NC

September 2019

APPENDIX A
Field Investigation Methods

TR0795APPENDIX A: FIELD METHODS1.

INTRODUCTION

This appendix provides details on the methodologies employed during field events associated with
the On and Offsite Assessment report, including drilling, well installation, and soil andgroundwater sample collection. The following methods are described herein:





1.1

General Field Procedures
Sonic and Direct Push Drilling
Well Development
Groundwater Sampling
Investigative Derived Waste (IDW) Management
General Field Procedures

All equipment was inspected by the field program supervisor and calibrated daily prior to use in
the field according to the manufacturer’s recommendations.
1.1.1

Decontamination Methods

Sample containers were new and used only once for each sample. Disposable equipment (e.g.,
gloves, tubing, etc.) was not reused, therefore; these items did not require decontamination.
All non-dedicated or non-disposable sampling equipment was decontaminated immediately before
sample collection in the following manner:



1.1.2

De-ionized water rinse;
Scrub with de-ionized water containing non-phosphate detergent (i.e., Alconox®); andDe-ionized water rinse.
Sample Shipping, Chain of Custody, and Holding Times

Upon sample collection, each labeled, containerized sample was placed into a heavy plastic bag
inside an insulated sample cooler with ice. Prior to shipment of the samples to the laboratory, achain of custody (COC) form was completed by the field sample custodian. Sample locations,sample identification numbers, description of samples, number of samples collected, and specificlaboratory analyses to be performed on the samples were recorded on the COC form. The COC
was signed by the field personnel relinquishing the samples to the courier and was signed by thelaboratory upon receipt of the cooler.
1.2

Drilling Methods

All boring locations were cleared for utilities using geophysical methods and then manuallycleared to a depth of 5 feet (ft). Borings were advanced using either a direct push followed byhollow stem augers where necessary, or sonic drill rig depending on target drilling depth. A track
mounted direct push drill rig was used to advance borings into shallow surface aquifers. Where

Appendix A
Page 2borings were advanced to deeper aquifer units, a 7-inch override (outer) steel casing was advanced
using a sonic drill rig to reduce the risk of potential cross-contamination from the surface to deeperhydrogeologic units. Borings into the deeper units were then advanced though the casing using a
6-inch core barrel.
Soil cores were retrieved in 5-foot sections for DPT or 10-foot sections for sonic, photographed,and logged for lithology. Lithology was logged using the Unified Soil Classification System(USCS, ASTM D-2487) with attention paid to lithologic contacts and soil moisture content.
Contacts were determined as depths below ground surface, accounting for no or poor recovery,slough and heave, using professional judgement. Downhole equipment was decontaminated before
drilling each well.
Soil samples were collected for PFAS and physical soil matrix properties. PFAS samples wereattempted to be collected from the uppermost soil unit encountered. Physical parameter samples(e.g., particle size distribution, fraction organic carbon, specific gravity etc.) were collected from
representative hydrogeologic units encountered.
Monitoring wells were constructed at each location in accordance with the North Carolina Well
Construction Standards for a monitoring well (15A NCAC 2C). Well and screen depths were
determined based on field lithologic logs and professional judgement of field geologist, in
consultation with the project manager. Wells were constructed with a minimum of 2-inch diameter,
flush-threaded, schedule-40, poly-vinyl chloride (PVC) with 0.010-inch machine-slotted screens.
A 5-foot screen was used for higher yielding units (e.g., Surficial and Black Creek Aquifers). The
well screen was surrounded by a filter pack of washed silica sand size 20-30, which was installedby tremie from a minimum of 6 inches below the bottom of the well sump, extending to two footabove the well screen.
The top of the sand filter pack was sealed with bentonite pellets placed down the annular spaceand hydrated in place. Bentonite pellets were added to form a layer at least 2 ft thick above thesand pack. Bentonite was placed slowly to avoid bridging. The bentonite hydrated for a minimumof 1 hour as specified by the manufacturer. Depths to the top of the sand pack and the top of thebentonite seal were measured using a weighted tape. The remaining annular space was pressuregrouted by tremie pipe to ground surface according to requirements described in 15A NCAC
2C.0107 standards.
After allowing at least 24 hours for the grout to cure, the wells were sealed to the ground surface
with concrete and a minimum 2-ft by 2-ft by 6-inch thick concrete surface pad that slopes awayfrom the center of the pad and protective casing. Well completions include a stick-up or flushmount cover, water tight well cap and lock. The well head was completed in accordance with 15A
NCAC 2C.0108 standards which includes installation of well contractor information plate with thefollowing information recorded:(1) well contractor name and certification number;(2) date well completed;(3) total depth of well;

Appendix A
Page 3(4) a warning that the well is not for water supply and that the groundwater may containhazardous materials;(5) depths to the top and bottom of the screen; and(6) the well identification number or name assigned by the well owner.
1.3

Well Development

The well contractor developed the installed wells to improve the connection to the aquifer and to
remove materials potentially introduced into the formation during drilling which may include
drilling fluids, mud, additives etc. Wells were developed by mechanically surging and pumping
the water column using a submersible pump to remove fines and stimulate yield such that theformation water was free of visible sediment, contained less than 50 NTUs of turbidity, or
following development for an extended period (e.g., turbidity readings that did not improve for anhour and 3 or more consecutive measurements that are within 10% of each other). Several offsite
wells stabilized with elevated turbidity measurements. Robeson 1-D, Cumberland-2D, 4D, and 5S
all retained elevated turbidity measurements (>200 NTUs) after extensive pumping.
1.4

Groundwater Sampling

Groundwater samples were collected using low-flow sampling techniques. New dedicated highdensity polyethylene (HDPE) tubing and silicone tubing was used for the pump head at each well.
Groundwater was pumped directly from submerged tubing through the pump head to a flowthrough cell until turbidity measurements were below 20 NTU and all other field parameters (pH,temperature, specific conductivity, dissolved oxygen, oxidation-reduction potential) werestabilized within ±10 percent (%) over a five-minute interval. Once flow-through cell readings
were stable, the flow-through cell was disconnected, the tubing was cut to provide a new clean end
and grab samples were collected from the discharge of the peristaltic pump in new 250 milliliters(mL) laboratory-supplied HDPE bottles. Samples were shipped on ice to TestAmerica Sacramento
and the Chemours Fluoroproducts Analytical Group.
Offsite wells Bladen-1D and Bladen-2D exhibited elevated pH values (>10) after purging for over
1.5 hours. Contact with grout used during well installation is known to increase pH in groundwater.
Offsite wells Bladen-2D and Bladen-3D were sampled with turbidity levels >20 NTU.
1.5

Investigative Derived Waste (IDW) Disposal

Investigative derived waste generated during drilling activities and well sampling was managed
per plant specific IDW management plan. Solid and liquid waste generated during drilling
activities were separated and contained within 55-gallon drums and temporarily stored within the
laydown yard. All drums are inspected for integrity prior to use and are properly sealed and labeledwhen in use. Fluids were contained within closed top drums, while solids were stored in open top
drums. IDW water free of solids is sent to Texas Molecular in Deerpark, Texas for disposal via
deep well injection.
Purge water generated from well development and sampling was handled differently dependingon the location of the well. Offsite well water was transported onsite and disposed of in the waste
water treatment system. Purge water generated from onsite wells were contained in labeled closed

Appendix A
Page 4
top drums and staged for offsite shipment and disposal to an approved hazardous waste facility.
Soils generated during drilling activities will be disposed of following their characterization.

APPENDIX B
HPT Raw Data

TR0795EC (mS/m)
0

50

100

HPT Press. Max (psi)
140 1050

100 120 30

1050

100 120

HPT Flow Max (mL/min)
100

200

300 340 0

Corr. HPT Press. (psi)50

Est. K (ft/day)
100 0

50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

45
47
Abs. Piezometric Pressure (psi)File:HP-01.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/13/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
2

5

10

HPT Press. Max (psi)
15

19 10

50

100 120 90

1050

100 120

HPT Flow Max (mL/min)
200

300

400 450 0

Corr. HPT Press. (psi)50

Est. K (ft/day)
100 0

50

100

0

5

10

15

20

Depth (ft)

25

30

35

40

45

50

55

60
63
Abs. Piezometric Pressure (psi)File:HP-02.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/13/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
2

20

40

HPT Press. Max (psi)
60

79 10

50

100 120 30

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
320 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

Depth (ft)

15

20

25

30

35

38
Abs. Piezometric Pressure (psi)File:HP-03.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/13/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

70

80

90

0

5

10

Depth (ft)

15

20

25

30

35

38

File:

HP-03.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/13/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
3

10

HPT Press. Max (psi)
20

27 10

50

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)

300 340 10

50

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0
2
4
6
8
10
12

Depth (ft)

14
16
18
20
22
24
26
28
30
32
34
35
Abs. Piezometric Pressure (psi)File:HP-04.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/14/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

72

0
2
4
6
8
10
12

Depth (ft)

14
16
18
20
22
24
26
28
30
32
34
35

File:

HP-04.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/14/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
0100

HPT Press. Max (psi)
200 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
320 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

Depth (ft)

15

20

25

30

35

40
42
Abs. Piezometric Pressure (psi)File:HP-05.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/14/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

63

0

5

10

Depth (ft)

15

20

25

30

35

40
42

File:

HP-05.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/14/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)
100 1050

100 120 50

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)

300 340 10

50

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45
48
Abs. Piezometric Pressure (psi)File:HP-06.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/14/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

0

5

10

15

Depth (ft)

20

25

30

35

40

45
48

File:

HP-06.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/14/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
2.4

4

6

HPT Press. Max (psi)8

9.3 1520

25

HPT Flow Max (mL/min)
32 231240

260

HPT Press. Max (psi)Corr. HPT Press. (psi)279 14

20

25

32

14

20

25

32

0

5

10

0
1
2
3
4
5

Depth (ft)

6
7
8
9
10
11
12
13
14
15
Abs. Piezometric Pressure (psi)File:HP-07.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/17/19
Location:

Geosyntec

Fayetteville, NC

13

Est. K (ft/day)
48

50

55

60

65

70

74

0
1
2
3
4
5

Depth (ft)

6
7
8
9
10
11
12
13
14
15

File:

HP-07.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/17/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)100

130 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
300 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

Depth (ft)

15

20

25

30

35

40
41
Abs. Piezometric Pressure (psi)File:HP-08.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/17/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

0

5

10

Depth (ft)

15

20

25

30

35

40
41

File:

HP-08.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/17/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)100

130 1050

100 120 40

1050

100 120

HPT Flow Max (mL/min)
100

200

Corr. HPT Press. (psi)
300 0

50

Est. K (ft/day)
110 0

50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45

49
Abs. Piezometric Pressure (psi)File:HP-9.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/11/19
Location:

Geosyntec

Fayetteville, NC

140

EC (mS/m)
050

HPT Press. Max (psi)
100 1050

100 120 40

1050

100 120

HPT Flow Max (mL/min)
100

200

Corr. HPT Press. (psi)
330 0

50

Est. K (ft/day)
100 0

50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

46
Abs. Piezometric Pressure (psi)File:HP-10.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/11/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
1

20

HPT Press. Max (psi)
41 10

50

100 120 40

1050

100 120

HPT Flow Max (mL/min)
100

200

Corr. HPT Press. (psi)
290 0

50

Est. K (ft/day)
100 0

50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45

50
Abs. Piezometric Pressure (psi)File:HP-11.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/11/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
0100

HPT Press. Max (psi)HPT Flow Max (mL/min)

200 1050

100 120 40 100

1050

100 120200

300

Corr. HPT Press. (psi)
420 0

50

Est. K (ft/day)
110 0

50

100

0

5

10

15

20

Depth (ft)

25

30

35

40

45

50

56
Abs. Piezometric Pressure (psi)File:HP-12.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/12/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
0

50

100

HPT Press. Max (psi)150170 1050

100 120 0

1050

100 120

HPT Flow Max (mL/min)
100

200

Corr. HPT Press. (psi)
330 0

50

Est. K (ft/day)
110 0

50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45

50
53
Abs. Piezometric Pressure (psi)File:HP-13.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/12/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
0200

HPT Press. Max (psi)
400 460 10

50

100 120 40

1050

100 120

HPT Flow Max (mL/min)
100

200

Corr. HPT Press. (psi)
310 0

50

Est. K (ft/day)
110 0

50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

45
47
Abs. Piezometric Pressure (psi)File:HP-14.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/12/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
1

20

HPT Press. Max (psi)
40

56 10

50

100 120 40

1050

100 120

HPT Flow Max (mL/min)
100

200

Corr. HPT Press. (psi)
330 0

50

Est. K (ft/day)
90

0

50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

45

50
Abs. Piezometric Pressure (psi)File:HP-15.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/12/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
0

50

100

HPT Press. Max (psi)150170 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
330 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

45

51
Abs. Piezometric Pressure (psi)File:HP-16.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/13/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

70

80

90

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45

51

File:

HP-16.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/13/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
0

50

100

HPT Press. Max (psi)
150 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)

300 340 10

50

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

110

0

5

10

Depth (ft)

15

20

25

30

35

39
Abs. Piezometric Pressure (psi)File:HP-17.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/17/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

70

80

90

0

5

10

Depth (ft)

15

20

25

30

35

39

File:

HP-17.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/17/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)100

130 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
310 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

46
Abs. Piezometric Pressure (psi)File:HP-18.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/17/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

20

40

60

80

100

120

140

160

170

0

5

10

15

Depth (ft)

20

25

30

35

40

46

File:

HP-18.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/17/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)
90 10

50

100 120 100

HPT Flow Max (mL/min)
200

HPT Press. Max (psi)
320 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45
48
Abs. Piezometric Pressure (psi)File:HP-19.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/18/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

20

40

60

80

100

120

140

160

170

0

5

10

15

Depth (ft)

20

25

30

35

40

45
48

File:

HP-19.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/18/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)
100 120 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
330 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

46
Abs. Piezometric Pressure (psi)File:HP-20.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/18/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

20

40

60

80

100

120

140

160

170

0

5

10

15

Depth (ft)

20

25

30

35

40

46

File:

HP-20.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/18/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)
100 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
310 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

45
48
Abs. Piezometric Pressure (psi)File:HP-21.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/18/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

20

40

60

80

100

120

140

160

170

0

5

10

15

Depth (ft)

20

25

30

35

40

45
48

File:

HP-21.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/18/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)
90 10

50

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
300 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

Depth (ft)

15

20

25

30

35

39
Abs. Piezometric Pressure (psi)File:HP-22.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/18/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

70

80

90

100

0

5

10

Depth (ft)

15

20

25

30

35

39

File:

HP-22.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/18/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
5

20

40

HPT Press. Max (psi)
61 10

50

100 120 130

HPT Flow Max (mL/min)
200

HPT Press. Max (psi)

300 330 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0
2
4
6
8
10
12
14

Depth (ft)

16
18
20
22
24
26
28
30
32
34
36
Abs. Piezometric Pressure (psi)File:HP-23.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/19/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

20

40

60

80

100

120

140

160

170

0
2
4
6
8
10
12
14

Depth (ft)

16
18
20
22
24
26
28
30
32
34
36

File:

HP-23.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/19/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
1

20

HPT Press. Max (psi)
40 46 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
320 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0
2
4
6
8
10
12

Depth (ft)

14
16
18
20
22
24
26
28
30
32
34
Abs. Piezometric Pressure (psi)File:HP-24.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/19/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

70

80

90

100

0
2
4
6
8
10
12

Depth (ft)

14
16
18
20
22
24
26
28
30
32
34

File:

HP-24.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/19/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)
110 1050

100 120 60

HPT Flow Max (mL/min)
200

300

HPT Press. Max (psi)
440 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

46
Abs. Piezometric Pressure (psi)File:HP-25.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/19/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

20

40

60

80

100

120

140

160

0

5

10

15

Depth (ft)

20

25

30

35

40

46

File:

HP-25.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/19/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
3

20

40

HPT Press. Max (psi)
60

73 10

50

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
320 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45
Abs. Piezometric Pressure (psi)File:HP-26.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/20/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

20

40

60

80

100

120

140

160

170

0

5

10

15

Depth (ft)

20

25

30

35

40

45

File:

HP-26.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/20/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
050

HPT Press. Max (psi)
100 120 1050

HPT Flow Max (mL/min)

100 120 40 100

200

300

HPT Press. Max (psi)
420 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

45
Abs. Piezometric Pressure (psi)File:HP-27.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/19/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

70

80

90

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45

File:

HP-27.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/19/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
1

10

HPT Press. Max (psi)
20

26 10

50

100 120 50

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
330 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

Depth (ft)

15

20

25

30

35

40

44
Abs. Piezometric Pressure (psi)File:HP-28.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/20/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

20

40

60

80

100

120

140

160

170

0

5

10

Depth (ft)

15

20

25

30

35

40

44

File:

HP-28.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/20/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
0100

HPT Press. Max (psi)
200 1050

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
330 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45
47
Abs. Piezometric Pressure (psi)File:HP-29.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/20/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

70

80

90

100

110

0

5

10

15

Depth (ft)

20

25

30

35

40

45
47

File:

HP-29.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/20/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
1

10

HPT Press. Max (psi)
20

24 10

50

100 120 80

HPT Flow Max (mL/min)
200

HPT Press. Max (psi)

300 340 10

50

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

110

0

5

10

15

Depth (ft)

20

25

30

35

40

45
Abs. Piezometric Pressure (psi)File:HP-30.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/21/19
Location:

Geosyntec

Fayetteville, NC

Est. K (ft/day)
0

10

20

30

40

50

60

70

80

90

100

0

5

10

15

Depth (ft)

20

25

30

35

40

45

File:

HP-30.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/21/19
Location:

Geosyntec

Fayetteville, NC

EC (mS/m)
3

20

HPT Press. Max (psi)
40

53 10

50

100 120 40

HPT Flow Max (mL/min)
100

200

HPT Press. Max (psi)
310 1050

100 120 0

1050

100 120

Corr. HPT Press. (psi)
50

0

5

10

15

Depth (ft)

20

25

30

35

40

45
47
Abs. Piezometric Pressure (psi)File:HP-32.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/20/19
Location:

Geosyntec

Fayetteville, NC

90Est. K (ft/day)
0

20

40

60

80

100

120

140

160

170

0

5

10

15

Depth (ft)

20

25

30

35

40

45
47

File:

HP-32.HPT
Company:

Operator:

CASCADE
Project ID:

Date:Nathan M
Client:Chemours

06/20/19
Location:

Geosyntec

Fayetteville, NC

APPENDIX C
Interpreted HPT Logs

TR0795

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: BCA-1
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 399780.058

BORING DATE: 11/19/2017 to 11/20/2017

EASTING: 2050662.219

GEOLOGIST: Karen Teague (Parsons)

GROUND ELEVATION: 143.263 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 146.297 (feet NAVD88)

DRILLER NAME: Chris Ruffer

TOTAL WELL DEPTH: 10 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 135 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Lithologic
descriptions from
historical log by
Karen Teague(Parsons) logged
November, 2017.
Corresponds to
HP-02.

Fine grained SAND (SP); light gray; loose; damp

140

-5

135

-10

Fine grained Silty SAND (SM); light brown; loose; damp

130
Fine grained SAND (SP); yellowish brown; loose; damp
-15

CLAY with mica (CL); gray; firm

Drilling rods used
as isolation casing
at 16' and at 75'

Fine grained SAND (SP); light gray and light brown; damp
125

-20

120

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 135 ft bgs

Page 1 of 6

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: BCA-1
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 399780.058

BORING DATE: 11/19/2017 to 11/20/2017

EASTING: 2050662.219

GEOLOGIST: Karen Teague (Parsons)

GROUND ELEVATION: 143.263 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 146.297 (feet NAVD88)

DRILLER NAME: Chris Ruffer

TOTAL WELL DEPTH: 10 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 135 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Fine grained SAND (SP); light gray and light brown; damp
(continued)

115

-30

CLAY (CL); black; stiff

110

-35

Fine grained SAND (SP); purple and light gray; damp; layers oflight brown
Medium grained SAND (SP); purple and light gray; loose; moist

105

-40

100

-45

95

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 135 ft bgs

Page 2 of 6

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: BCA-1
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 399780.058

BORING DATE: 11/19/2017 to 11/20/2017

EASTING: 2050662.219

GEOLOGIST: Karen Teague (Parsons)

GROUND ELEVATION: 143.263 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 146.297 (feet NAVD88)

DRILLER NAME: Chris Ruffer

TOTAL WELL DEPTH: 10 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 135 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Medium grained SAND (SP); purple and light gray; loose; moist(continued)

Fine grained SAND (SP); white; loose; damp
90

-55

Medium grained SAND (SP); light gray and light brown; loose;
wet

85

-60
CLAY (CL); dark gray; stiff
HPT/EC boring
terminated at 62.75'
depth bgs due torefusal.

80
Medium grained SAND (SP); medium gray; loose; wet
-65

75

-70

Medium grained SAND (SP); light brown; loose; wet
CLAY (CL); dark gray; stiff; with thin fine grained sand partingsand mica

70(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 135 ft bgs

Page 3 of 6

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: BCA-1
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 399780.058

BORING DATE: 11/19/2017 to 11/20/2017

EASTING: 2050662.219

GEOLOGIST: Karen Teague (Parsons)

GROUND ELEVATION: 143.263 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 146.297 (feet NAVD88)

DRILLER NAME: Chris Ruffer

TOTAL WELL DEPTH: 10 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 135 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY (CL); dark gray; stiff; with thin fine grained sand partingsand mica (continued)

65

-80

60

-85

55

-90

Fine to medium grained SAND (SP); gray; wet
CLAY (CL); dark gray; stiff

50

-95

Medium grained CLAY and clayey sand (CL); dark gray; hard;wet

45(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 135 ft bgs

Page 4 of 6

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: BCA-1
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 399780.058

BORING DATE: 11/19/2017 to 11/20/2017

EASTING: 2050662.219

GEOLOGIST: Karen Teague (Parsons)

GROUND ELEVATION: 143.263 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 146.297 (feet NAVD88)

DRILLER NAME: Chris Ruffer

TOTAL WELL DEPTH: 10 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 135 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Medium grained CLAY and clayey sand (CL); dark gray; hard;wet (continued)
CLAY (CL); dark gray; hard

40

-105

35

-110

30

-115

CLAY (CL); light gray; very hard

25

-120

20

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 135 ft bgs

Page 5 of 6

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: BCA-1
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 399780.058

BORING DATE: 11/19/2017 to 11/20/2017

EASTING: 2050662.219

GEOLOGIST: Karen Teague (Parsons)

GROUND ELEVATION: 143.263 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 146.297 (feet NAVD88)

DRILLER NAME: Chris Ruffer

TOTAL WELL DEPTH: 10 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 135 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY (CL); light gray; very hard (continued)

15

-130

10

-135

End of Boring at 135.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 135 ft bgs

Page 6 of 6

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: LTW-01
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 399565.75

BORING DATE: 12/21/2005 to 1/16/2006

EASTING: 2052148.31

GEOLOGIST: Tracy Ovbey

GROUND ELEVATION: 51.22 (feet NAVD88)

DRILLING CONTRACTOR: Gregg Drilling

TOC ELEVATION: 53.83 (feet NAVD88)

DRILLER NAME: Anthony FryeTOTAL WELL DEPTH: 26 ft

DRILLING METHOD: N/A

TOTAL BORING DEPTH: 28 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80
Lithologic
descriptions from
historical log byTracey Ovbey(Parsons) logged
December, 2005.
Corresponds to
HP-04.

Silty CLAY (CL-ML); dark brown; soft
50

Comments

SILT with trace clay (ML); brown; dry-545

Silty CLAY (CL-ML); brown; stiff; dry

Silty CLAY (CL-ML); brown; soft; moist
Silty CLAY (CL-ML); orangeish brown; soft; moist-1040

Silty CLAY (CL-ML); light brown; medium stiff; dry
Silty CLAY (CL-ML); light brown; medium stiff

Clayey SAND (SC); light orangeish brown; medium soft; moist-15
35

Sandy CLAY (CLS); grayish orange; medium soft
Medium grained SAND (SP); light gray
SAND (SP); grayish orange; medium soft; with stripes of darkorange and yellow
Medium grained SAND (SP); orange; damp; with stripes of darkorange and yellow
Fine to medium grained SAND (SP); light grayish white; wetFine to medium grained SAND (SP); tan; wet; spots of orange-20
30

Fine to medium grained SAND (SP); light orangeish tan; wet;spots of brighter orange

SAND (SP); orange; with water(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 34.6 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: LTW-01
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 399565.75

BORING DATE: 12/21/2005 to 1/16/2006

EASTING: 2052148.31

GEOLOGIST: Tracy Ovbey

GROUND ELEVATION: 51.22 (feet NAVD88)

DRILLING CONTRACTOR: Gregg Drilling

TOC ELEVATION: 53.83 (feet NAVD88)

DRILLER NAME: Anthony FryeTOTAL WELL DEPTH: 26 ft

DRILLING METHOD: N/A

TOTAL BORING DEPTH: 28 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Fine to medium grained SAND (SP); gray; wet; layers of black,
crumbly organic material (continued)
25

CLAY (CL); light gray; stiff

LTW-01 soil boring terminated at 26.0 feet. Lithologic
descriptions not available beyond this depth.

-30
20

HPT/EC boring
terminated at 34.6'
depth bgs.
End of Boring at 34.6 feet bgs.

All depths referenced to ground surface.
Total Depth: 34.6 ft bgs

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: LTW-02
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 398848.97

BORING DATE: 12/20/2005 to 1/16/2006

EASTING: 2052352.87

GEOLOGIST: Tracy Ovbey

GROUND ELEVATION: 50.03 (feet NAVD88)

DRILLING CONTRACTOR: Gregg Drilling

TOC ELEVATION: 52.48 (feet NAVD88)

DRILLER NAME: Anthony FryeTOTAL WELL DEPTH: 38 ft

DRILLING METHOD: N/A

TOTAL BORING DEPTH: 40 ft

Pattern

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Silty CLAY (CL-ML); brown; soft; slightly less moist and more
crumbly at 4 ft

45

SAMPLING METHOD: Dual Tube

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation-5

Comments

Lithologic
descriptions from
historical log byTracey Ovbey(Parsons) logged
December, 2005.
Corresponds to
HP-06.

Silty CLAY (CL-ML); brown; stiff; dry; crumbly

Sandy CLAY (CLS); orangeish brown; soft; damp

Sandy CLAY (CLS); orangeish brown; soft; damp
40

-10
CLAY (CH); orangeish brown; medium soft; with spots of lightgray

CLAY (CH); orangeish brown; medium soft; with spots of light
gray

35

-15

Coarse grained SAND (SP); orange; wet

CLAY some sand (CL); dark gray30

-20
CLAY (CL); dark gray; stiff to stiff

CLAY (CL); dark gray; stiff(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 47.8 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: LTW-02
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 398848.97

BORING DATE: 12/20/2005 to 1/16/2006

EASTING: 2052352.87

GEOLOGIST: Tracy Ovbey

GROUND ELEVATION: 50.03 (feet NAVD88)

DRILLING CONTRACTOR: Gregg Drilling

TOC ELEVATION: 52.48 (feet NAVD88)

DRILLER NAME: Anthony FryeTOTAL WELL DEPTH: 38 ft

DRILLING METHOD: N/A

TOTAL BORING DEPTH: 40 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY (CL); dark gray; stiff (continued)

CLAY (CL); dark gray; stiff
20-30

Medium to coarse grained SAND (SP); damp
Medium grained SAND (SP); damp
Medium grained SAND (SP); dark gray; wet

15

-35

Medium grained SAND (SP); dark gray; wet; spots of medium
soft clay

Sandy CLAY (CLS); light gray; medium dense; sticky

10

-40

5

-45

End of Boring at 47.8 feet bgs.

All depths referenced to ground surface.
Total Depth: 47.8 ft bgs

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: LTW-04
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 397280.23

BORING DATE: 12/22/2005 to 12/22/2005

EASTING: 2052583.1

GEOLOGIST: Tracy Ovbey

GROUND ELEVATION: 49.34 (feet NAVD88)

DRILLING CONTRACTOR: Gregg Drilling

TOC ELEVATION: 51.86 (feet NAVD88)

DRILLER NAME: Anthony FryeTOTAL WELL DEPTH: 27 ft

DRILLING METHOD: N/A

TOTAL BORING DEPTH: 30 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Lithologic
descriptions from
historical log byTracey Ovbey(Parsons) logged
December, 2005.
Corresponds to
HP-09.

Silty CLAY (CL-ML); brown; soft; moist

Silty CLAY (CL-ML); light brown; dry; crumbly

45-5
Silty CLAY (CL-ML); light brown; medium stiff; dry
Double arrows
indicate instancesof HPT/EC>>>>>> responses that>>>>>> exceed limits.

>>

Silty CLAY (CL-ML); orangeish brown; medium stiff; dry

40-10Silty CLAY (CL-ML); orangeish brown; medium stiff; dry

35-15

Silty CLAY (CL-ML); orangeish brown; medium soft; moist;
spots of soft light gray clay
CLAY (CL); orangeish brown; medium soft; moist; streaks ofsoft, light gray clay

Sandy CLAY (CLS); orangeish brown; soft; moist; streaks ofsoft, light gray clay
(NO CORE)
30-20
Fine to medium grained SAND (SP); orange; wet

25Medium grained SAND (SP); light gray; wet
Medium grained SAND (SP); orange; wet(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 48.4 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: LTW-04
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 397280.23

BORING DATE: 12/22/2005 to 12/22/2005

EASTING: 2052583.1

GEOLOGIST: Tracy Ovbey

GROUND ELEVATION: 49.34 (feet NAVD88)

DRILLING CONTRACTOR: Gregg Drilling

TOC ELEVATION: 51.86 (feet NAVD88)

DRILLER NAME: Anthony FryeTOTAL WELL DEPTH: 27 ft

DRILLING METHOD: N/A

TOTAL BORING DEPTH: 30 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Medium grained SAND (SP); orange; wet (continued)
Coarse grained SAND (SP); reddish orange; wet
Coarse grained SAND (SP); orange; wet; spots of very soft clay
Medium grained SAND (SP); orange; wet

20-30

Medium grained SAND (SP); light tan
LTW-04 soil boring terminated at 30.0 feet. Lithologic
descriptions not available beyond this depth.

15
-35

10
-40

>>

5
-45

End of Boring at 48.4 feet bgs.

All depths referenced to ground surface.
Total Depth: 48.4 ft bgs

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: LTW-05
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 396431.66

BORING DATE: 12/21/2005 to 12/21/2005

EASTING: 2052737.17

GEOLOGIST: Tracy Ovbey

GROUND ELEVATION: 49.29 (feet NAVD88)

DRILLING CONTRACTOR: Gregg Drilling

TOC ELEVATION: 52.01 (feet NAVD88)

DRILLER NAME: Anthony FryeTOTAL WELL DEPTH: 40 ft

DRILLING METHOD: N/A

TOTAL BORING DEPTH: 40 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Lithologic
descriptions from
historical log byTracey Ovbey(Parsons) logged
December, 2005.
Corresponds to
HP-11.

Silty CLAY brown; soft; moist

Silty CLAY brown; dry; crumbly
45-5
Silty CLAY brown; dry; crumbly

Silty CLAY brown; dry; spots of light brown

40-10

Silty CLAY orangeish brown; dry; spots of light gray

Silty CLAY orangeish brown and light gray; medium soft; moist

35-15

CLAY orangeish brown; medium stiff; moist; large streaks of
medium soft light grey clay

Silty CLAY brown; soft; spots of soft light gray clay
30
-20
Silty CLAY brown; medium soft; bands of soft light gray clay

25

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 49.05 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: LTW-05
RIG TYPE: N/A

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: 396431.66

BORING DATE: 12/21/2005 to 12/21/2005

EASTING: 2052737.17

GEOLOGIST: Tracy Ovbey

GROUND ELEVATION: 49.29 (feet NAVD88)

DRILLING CONTRACTOR: Gregg Drilling

TOC ELEVATION: 52.01 (feet NAVD88)

DRILLER NAME: Anthony FryeTOTAL WELL DEPTH: 40 ft

DRILLING METHOD: N/A

TOTAL BORING DEPTH: 40 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Silty CLAY brown; medium soft; bands of soft light gray clay(continued)

CLAY light gray; very soft
20
-30
CLAY tan; very soft; moist
Medium grained SAND light gray; very soft

Medium grained SAND grayish orange; wet
Medium grained SAND grayish orange; wet

15-35

Medium grained SAND light orangeish brown; wet

10-40

LTW-05 soil boring terminated at 40.0 feet. Lithologic
descriptions not available beyond this depth.

5-45

End of Boring at 49.1 feet bgs.

All depths referenced to ground surface.
Total Depth: 49.05 ft bgs

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-10
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 395104.674

BORING DATE: 6/24/2019 to 6/24/2019

EASTING: 2052297.041

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 73.304 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.451 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 7 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 59 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

75

0

Hand auger to 5'.
Corresponds to
HP-13.

CLAY with sand (CL); reddish brown with gray; stiff; moist

70

-5

65
Silty SAND (SW-SM); orangeish brown to light brown; moist;homogenous-10

Fine to medium grained Silty SAND (SW-SC); gray; damp;
mm-scale interlayers of gray silty clay
60

-15

CLAY trace gravel (CL); black and gray; very stiff; moist;
medium plasticity
55-20(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 1 of 3

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-10
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 395104.674

BORING DATE: 6/24/2019 to 6/24/2019

EASTING: 2052297.041

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 73.304 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.451 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 7 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 59 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY trace gravel (CL); black and gray; very stiff; moist;
medium plasticity (continued)
50-25
CLAY trace fine to medium sand (CL); black and gray; stiff;
moist

Medium to coarse grained SAND (SP); black and gray; loose;
wet

45

-30

CLAY (CL); black and gray; stiff; moist; mica-rcih interlayer at
31'

40

-35

35

-40

30

-45

Double arrows>>>>>>
indicate instances>>>>of HPT/EC
>>
>>
>>
>>
>> responses thatexceed limits.
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>

>>
(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 2 of 3

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-10
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 395104.674

BORING DATE: 6/24/2019 to 6/24/2019

EASTING: 2052297.041

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 73.304 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.451 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 7 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 59 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY (CL); black and gray; stiff; moist; mica-rcih interlayer at31' (continued)
25-50

Medium to coarse grained SAND (SP); black and gray; medium
stiff; moist; quartz rich grains and trace mica, lignite present

Lithology describedfrom sonic cores49-59'
15' of heaving
sands

20

-55

15

CLAY (CL); gray; stiff to dense; medium plasticity
End of Boring at 59.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 3 of 3

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-1
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 400540.611

BORING DATE: 6/27/2019 to 6/27/2019

EASTING: 2051792.586

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 50.78 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 54.198 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 17.8 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 42.5 ft

SAMPLING METHOD: Dual Tube

050

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Fine grained SAND with fine to coarse gravel (SW); angular;
light brown; color transitions to gray at 3'-5

Hand auger to 5'.
Corresponds to
HP-01.

Possible road fillmaterial

SAND with clay (SC); black
Fine to medium grained Silty SAND (SP); brown

45

Comments

Clayey SILT with sand (CL-ML); light brown; soft; damp; Clay
content increases around 7.75' moisture content increases at
13.5; mm scale sand layers

-10
40

-15

CLAY (CL); light gray; very soft; wet; high plasticity

35

-20
30

CLAY (CL); light brown; very stiff; moist; 1in sand lense at 19.5ft.
Fine to medium grained SAND (SW); grayish brown with lightbrown; wet; mm to cm scale clay lense(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 46.2 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-1
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 400540.611

BORING DATE: 6/27/2019 to 6/27/2019

EASTING: 2051792.586

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 50.78 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 54.198 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 17.8 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 42.5 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Fine to medium grained SAND (SW); grayish brown with lightbrown; wet; mm to cm scale clay lense (continued)-25
25

Coarse grained SAND (SP); brown; subangular; wet; 4" oflignite, black platey cleavage-30
20

CLAY with mica (CL); light gray; very stiff; damp; Lense of finesilty sand at 36-37.5'; mica richHighly expansive clays at 30-42.5'

Highly expansive
clay in 30-35
interval sampled;
Driller pushed 2.5 ft
instead of full 5'-35
15Dual tube got stuckat 40' terminate
boring at 42.5'-40
10

Double arrows
indicate instancesof HPT/EC
responses thatexceed limits.

PIW-1 soil boring terminated at 42.5 feet. Lithologic
descriptions not available beyond this depth.

-455End of Boring at 46.2 feet bgs.

All depths referenced to ground surface.
Total Depth: 46.2 ft bgs

>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>
>>

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-2
RIG TYPE: Terra Sonic TSI 150C

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 8/15/2019 to 8/15/2019

EASTING: Not recorded

GEOLOGIST: Brandon Wiedner (Parsons)

GROUND ELEVATION: 50 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: Not Recorded

DRILLER NAME: Vern Olsen

TOTAL WELL DEPTH: 79 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 79 ft

SAMPLING METHOD: Dual Tube

50

0

45

-5

40

-10

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Fine grained Silty SAND with some organics (SW-SM); lightbrown to tannish brown; loose; moist

Comments

Hand auger to 5'.
Corresponds to
HP-27.

Fine grained Silty SAND with trace mica (SP-SM); light brown;loose; dry

Fine to medium grained Silty SAND (SW-SM); light brown;loose; dry to moist

Fine to medium grained SAND with some clay (SW-SC);orangeish brown; loose; moist; red and brown mottling
throughout

35

-15

Medium grained SAND with some mica (SW); reddish brown;loose; moist

Fine grained Silty SAND (SW-SM); tannish white to light gray;loose; moist
Clayey SAND with silt (SP-SC); gray to dark gray; dense; moist

30

-20

CLAY with mica (CL); dark gray; loose/stiff; fine-grained sandy
parting and trace lignite

Run 7" casing to 20'(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 79 ft bgs

Page 1 of 4

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-2
RIG TYPE: Terra Sonic TSI 150C

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 8/15/2019 to 8/15/2019

EASTING: Not recorded

GEOLOGIST: Brandon Wiedner (Parsons)

GROUND ELEVATION: 50 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: Not Recorded

DRILLER NAME: Vern Olsen

TOTAL WELL DEPTH: 79 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 79 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY with mica (CL); dark gray; loose/stiff; fine-grained sandy
parting and trace lignite (continued)

25

-25

Medium grained Silty SAND (SW-SM); dark gray to gray;dense; moist; oragnic rich at 28' (3" thick), clay lenses
throughout

20

-30

Fine grained Silty SAND with mica (SW-SM); gray to light gray;loose/dense; moist

Medium grained Silty SAND (SW-SM); gray; moist to wet; micarich, orangic rich layer at 35'

15-35
CLAY with silt (CL-ML); dark gray; very stiff; dry to moist; sandy
parting

10

Double arrows
indicate instancesof HPT/EC>>>> responses thatexceed limits.

-40

>>
>>
>>
Medium to coarse grained Silty SAND (SW-SM); dark gray tomedium gray; wet; mica rich

5

>>

-45

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 79 ft bgs

Page 2 of 4

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-2
RIG TYPE: Terra Sonic TSI 150C

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 8/15/2019 to 8/15/2019

EASTING: Not recorded

GEOLOGIST: Brandon Wiedner (Parsons)

GROUND ELEVATION: 50 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: Not Recorded

DRILLER NAME: Vern Olsen

TOTAL WELL DEPTH: 79 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 79 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Medium to coarse grained Silty SAND (SW-SM); dark gray tomedium gray; wet; mica rich (continued)

0-50

Medium grained Clayey SAND (SP-SC); medium gray; dense;
moist; mica rich

CLAY (CL); dark gray; hard; moist to dry
Fine to medium grained Silty SAND with mica (SW-SM); darkgray to light gray; wet; mica and orgnaic rich, possibly lignite,
clay lense at 54'

-5

-55

-10

-60

CLAY with trace mica (CL-ML); dark gray to gray; hard; wet;medium-grained sandy parting

Fine to medium grained Clayey SAND with some mica
(SW-SC); dark gray; wet; clay lense at 60' and 63' (<3mm)Very fine grained CLAY (CL-ML); dark gray; stiff; moist; lightgray, very fine grained clay parting throughout
-15

-65

-20

-70

Very fine to fine grained Silty SAND (SW-SM); light gray; loose;moist

Sandy CLAY WITH SILT with trace mica (CL); light gray; hard;dry; laminated(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 79 ft bgs

Page 3 of 4

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-2
RIG TYPE: Terra Sonic TSI 150C

PROJECT NO: TR0795

BOREHOLE DIA: 6"

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 8/15/2019 to 8/15/2019

EASTING: Not recorded

GEOLOGIST: Brandon Wiedner (Parsons)

GROUND ELEVATION: 50 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: Not Recorded

DRILLER NAME: Vern Olsen

TOTAL WELL DEPTH: 79 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 79 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Sandy CLAY WITH SILT with trace mica (CL); light gray; hard;dry; laminated (continued)

-25

-75

End of Boring at 79.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 79 ft bgs

Page 4 of 4

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-3
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 399711.752

BORING DATE: 7/2/2019 to 7/2/2019

EASTING: 2052088.802

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 50.513 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.315 (feet NAVD88)

DRILLER NAME: Nathan Mariard

TOTAL WELL DEPTH: 19 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 30 ft

0
50

-5
45

-10
40

-15
35

-20
30

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Hand auger to 5'.
Corresponds to
HP-24.

SILT (ML); brown; dry; non plastic

SILT with clay (CL-ML); reddish brown; hard; dry

Silty CLAY with some mica (CH); gray with reddish brown;
medium stiff; high plasticity

Fine to medium grained SAND with some fine to medium
gravel (SW); subangular; brown; loose to medium dense; wet;
Poorly-sorted
Fine to medium grained SAND (SP); brown; loose to medium
dense; wet; 1/2" seam of high plastic gray clay at 17.2"

Fine to medium grained SAND with some mica (SP); brown;loose; wet(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 44.55 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-3
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 399711.752

BORING DATE: 7/2/2019 to 7/2/2019

EASTING: 2052088.802

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 50.513 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.315 (feet NAVD88)

DRILLER NAME: Nathan Mariard

TOTAL WELL DEPTH: 19 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 30 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Fine to medium grained SAND with clay (SP-SC); dark gray;medium dense; wet; interbedded with high plastic, gray clay
lenses

-25
25

-30
20

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Lignitic material at
23-25'

CLAY (CH); dark gray; very hard; dry; high plasticity

PIW-3D soil boring terminated at 30.0 feet. Lithologic
descriptions not available beyond this depth.

-35
15

-40
10

End of Boring at 44.6 feet bgs.

All depths referenced to ground surface.
Total Depth: 44.55 ft bgs

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-5
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 398520.381

BORING DATE: 7/9/2019 to 7/9/2019

EASTING: 2051951.26

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 72.68 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 75.188 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 9.75 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 45 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

75

0Fine to medium grained SAND with silt (SP-SM); brown tan;loose; damp

Hand auger to 5'.
Corresponds to
HP-10.

70-5
Silty CLAY (CL-ML); reddish brown and light gray; firm; moist

Fine grained Silty SAND (SP-SM); loose; damp from 7'
65-10Medium to coarse grained SAND (SW); brown to tannish
orange; loose; wet; 3" gray clay layer from 13.75-14'

60

-15

55

-20

CLAY with trace sand (CL); black to gray; firm; moist; trace
sand at 35'(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 45 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-5
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 398520.381

BORING DATE: 7/9/2019 to 7/9/2019

EASTING: 2051951.26

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 72.68 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 75.188 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 9.75 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 45 ft

SAMPLING METHOD: Dual Tube50

Lithologic Description

CLAY with trace sand (CL); black to gray; firm; moist; trace
sand at 35' (continued)

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Double arrows>> indicate instancesof HPT/EC
responses thatexceed limits.

-25

45

-30

>>
>>
>>
>>
>>
>>
>>
>>
>>

40

-35

Medium to coarse grained SAND (SP); light gray; medium stiff;
moist; interbedded with mm-scale clay seams from 39' to 39.5'

35

-40

Silty CLAY (CL-ML); dark gray to gray; medium firm; moist
30
Fine to medium grained Silty SAND (SP-SM); dark gray to light
gray; medium to very firm; moist; interbedded with mm-scale
silty clay seams-45

End of Boring at 45.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 45 ft bgs

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-6
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 398118.144

BORING DATE: 6/28/2019 to 6/28/2019

EASTING: 2052540.567

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 49.85 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.359 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 18 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

50

0

45

-5

40

-10

35

-15

30

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

SILT with trace sand (ML); reddish brown; soft; dry; increasing
sand fraction with depth, moist at 13.5'

Comments

Hand auger to 5'.
Corresponds to
HP-08.

CLAY with silt (CH); reddish brown to olive gray; medium stiff;
moist; silt lenses (15'-25.9'), increasing moisture at 24.5'-20(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 40.6 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-6
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 398118.144

BORING DATE: 6/28/2019 to 6/28/2019

EASTING: 2052540.567

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 49.85 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.359 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 18 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY with silt (CH); reddish brown to olive gray; medium stiff;
moist; silt lenses (15'-25.9'), increasing moisture at 24.5'(continued)

25-25
CLAY (CH); dark gray; medium stiff; moist; homogenous

SAND (SP); yellowish red and gray; medium dense; moist; darkgray clay lenses from 27'-27.2'
CLAY (CH); dark gray; medium stiff; moist; medium gray sandlense at 28.6'-28.8'

20

-30

CLAY (CH); dense; moist; homogenous with suspected lignite
lenses (<1/4") from 33'-34'
Double arrows>> indicate instancesof HPT/EC
responses thatexceed limits.

15

10

-35

-40

CLAY with some mica (CL); medium gray; stiff; moist; thin darkgray banding

PIW-3D soil boring terminated at 40.0 feet. Lithologic
descriptions not available beyond this depth.
End of Boring at 40.6 feet bgs.

All depths referenced to ground surface.
Total Depth: 40.6 ft bgs

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-7
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 396787.693

BORING DATE: 6/25/2019 to 6/25/2019

EASTING: 2052595.368

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.778 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.597 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 29 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 50 ft

SAMPLING METHOD: Dual Tube

0
45

-5

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

SILT with sand (ML); reddish brown to brown; medium stiff;
moist

Comments

Hand auger to 5'.
Corresponds to
HP-10.

CLAY (CL); medium gray with yellowish red; very soft; moist

40

-10
35

-15

Fine grained SAND with silt (SP-SM); reddish brown with gray;
moist

30
CLAY with trace silt (CL); gray; very soft; moist; with yellowish
to red streaking
SAND with silt (SP-SM); gray to yellowish red; loose; moist;with some stratification between gray and yellowish red sands,
gray sands ~2" thick-20
25

Fine to medium grained SAND (SP); light gray yellowish red;loose; wet; with small lens of silty dark gray sand(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 50 ft bgs

Page 1 of 3

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-7
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 396787.693

BORING DATE: 6/25/2019 to 6/25/2019

EASTING: 2052595.368

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.778 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.597 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 29 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 50 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Fine to medium grained SAND (SP); light gray yellowish red;loose; wet; with small lens of silty dark gray sand (continued)-25
20

CLAY (CL); dark gray; medium stiff; moist; interbedded withthin (0.5" thick) bands of dark gray clay
Fine grained SAND (SP-SC); yellowish red to gray; medium
dense; moist; with stratified with thin (.5") bands of dark gray
clay
-30
15

Fine to medium grained SAND (SP); dark gray; medium dense;
wet; homogenous, with thin (0.5") band of hard black material,
possibly lignite-35
10Fine grained SAND and silt (SP-SM); gray; medium dense;
moist; with thick bands of dark gray material-40
5Fine grained SAND and silt (CL-ML); medium dense; moist;
increasing clay fraction with depth

CLAY (CH); medium gray; moist; homogenous-45
0

CLAY with trace sand (CH); greenish gray; very stiff; dry; thinbanding of darker gray material; visible micaceous grains, withother dark gray mineral banding visible in some places(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 50 ft bgs

Page 2 of 3

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-7
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 396787.693

BORING DATE: 6/25/2019 to 6/25/2019

EASTING: 2052595.368

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.778 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.597 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 29 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 50 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY with trace sand (CH); greenish gray; very stiff; dry; thinbanding of darker gray material; visible micaceous grains, withother dark gray mineral banding visible in some places(continued)-50

End of Boring at 50.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 50 ft bgs

Page 3 of 3

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-8
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 396403.378

BORING DATE: 6/26/2019 to 6/26/2019

EASTING: 2052682.019

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.919 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.518 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 35.5 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

SAMPLING METHOD: Dual Tube

0

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Hand auger to 5'.
Corresponds toHP-32.

Silty CLAY (CL-ML); reddish brown; dry

45

-5
40

-10
35

Silty CLAY (CL-ML); reddish brown with gray; soft; moist;
interbedded clay and silt throughout, clay becomes moist andmore sandy at 19.5' to 20'

-15
30

-20
25

Fine grained SAND (SP); yellowish red to reddish brown; loose;moist to wet; Black bands appear organic; fine to medium
grained from 29'; approximately 1" band of lignite at 28'(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 46.55 ft bgs

Page 1 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-8
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 396403.378

BORING DATE: 6/26/2019 to 6/26/2019

EASTING: 2052682.019

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.919 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.518 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 35.5 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Fine grained SAND (SP); yellowish red to reddish brown; loose;moist to wet; Black bands appear organic; fine to medium
grained from 29'; approximately 1" band of lignite at 28'(continued)-25

Heaving sand

20

-30
15

Fine to medium grained SAND (SP); dark gray; wet; visible
mica grains, llignite laminations at 33.1', 34.5', and 35'-35
10Increased lignitic laminations from 37.5' to 40' (~1/4" to 1.5"
thick)-40
5

PIW-8D soil boring terminated at 44.55 feet. Lithologic
descriptions not available beyond this depth.

-450End of Boring at 46.6 feet bgs.

All depths referenced to ground surface.
Total Depth: 46.55 ft bgs

Page 2 of 2

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-9
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 396155.974

BORING DATE: 7/2/2019 to 7/3/2019

EASTING: 2052250.911

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 76.748 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.529 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 40 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 49 ft

SAMPLING METHOD: Dual Tube

0

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Fine to medium grained SAND with silt (SP-SM); grayish brownwith reddish brown; loose; dry; trace rounded pebbles (`~2mm)

Comments

Hand auger to 5'.
Lithology
descriptions from
0-40' taken from
PIW-9S.
Corresponds to
HP-12.

75-5
CLAY (CL); gray with red; medium stiff; moist
Silty CLAY (CL-ML); grayish brown with reddish brown; stiff;
moist

70

Silty SAND with trace clay (SP-SC); tannish brown; loose;
moist
-10

Silty CLAY (CL-ML); reddish brown and reddish gray; soft;
moist

65

-15

Fine to medium grained SAND (SP); tannish white; loose;moist; interbedded with mm-scale clay lenses; wet at 22.5' to
23'

60

-20

55

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs

Page 1 of 3

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-9
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 396155.974

BORING DATE: 7/2/2019 to 7/3/2019

EASTING: 2052250.911

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 76.748 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.529 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 40 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 49 ft

SAMPLING METHOD: Dual Tube

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

Lithologic Description

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

CLAY with trace silt (CL); grayish black; firm; moist; trace lignite-25

Medium to coarse grained SAND (SW); tannish white; loose;
wet; intebedded with mm-scale clay lenses

50

-30

45
Coarse grained SAND (SW); blackish gray; loose; wet; 1 in clay
layer at 32.5' and lignitte appears in last inch of run

-35

40

CLAY (CL); blackish gray; moist; with mm-scale sand layers
and 0.5" lignite layer at 38'-40

Coarse grained SAND with trace mica (SP); gray with brown;loose; wet; redoximorphic features

Heaving sands

35

-45

30

CLAY (CL); blackish brown with black; stiff; moist; laminatedMedium to coarse grained SAND with trace mica (SP); darkgray; medium dense; moist(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs

Page 2 of 3

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BORING LOG
BOREHOLE ID: PIW-9
RIG TYPE: Geoprobe 7822DT

PROJECT NO: TR0795

BOREHOLE DIA: 8.25"

SITE LOCATION: Fayetteville, NC

NORTHING: 396155.974

BORING DATE: 7/2/2019 to 7/3/2019

EASTING: 2052250.911

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 76.748 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.529 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 40 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 49 ft

SAMPLING METHOD: Dual Tube

Lithologic Description

Pattern

Estimated Hydraulic Conductivity (feet/day)
20
40
60
80
Depth
(ft)

Elev.
(ft,
NAVD88)PROJECT NAME: Additional Onsite Well Installation

20

Corrected HPT Pressure (psi)
40
60

80

20

Electrical Conductivity (mS/m)
40
60

80

Comments

Medium to coarse grained SAND with trace mica (SP); darkgray; medium dense; moist (continued)-50

PIW-9D soil boring terminated at 49.0 feet. Lithologic
descriptions not available beyond this depth.

Double arrows
indicate instancesof HPT/EC
responses thatexceed limits.

25

>>
>>

-55
End of Boring at 56.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 55.95 ft bgs

Page 3 of 3

APPENDIX D
Soil Boring Logs and Well Construction Logs

TR0795

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-1S

SITE LOCATION: Fayetteville, NC

NORTHING: 387516.283

BORING DATE: 8/14/2019 to 8/14/2019

EASTING: 2050234.779

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 81.566 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 81.31 (feet NAVD88)

DRILLER NAME: James Smith

TOTAL WELL DEPTH: 10.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 16 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Fine to medium grained Silty SAND (SP-SM); tan to brown;loose; moist; orangic-rich

SAMPLING METHOD: Dual Tube

Well
Construction

Cementgrout

Comments

Hand auger to 5'

80
Bentonite
chips

-5

CLAY trace mica (CL); gray to brown; soft; moist; medium
plasticity
Fine to medium grained Silty SAND (SP-SM); tan to orange;
loose; moist; wet at 6.75'

75

2.0

Filterpack(sand)
2-inchPVC
screen(0.010inch)

CLAY WITH SILT trace organics (CL); orangeish tan to brown;
firm; moist; medium plasticity-102-inchPVC
casing

CLAY with fine sand (CH); reddish brown; firm; moist; lowplasticity; mm-layers fine-grained sand interlayers withorange laminations
9.0

70

Backfill
Plug-15

CLAY trace mica (CH); black to gray; very hard; moist; low to
medium plasticity

End of Boring at 16.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 16 ft bgs

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-1D

SITE LOCATION: Fayetteville, NC

NORTHING: 387519.56

BORING DATE: 8/13/2019 to 8/13/2019

EASTING: 2050248.831

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 81.72 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 81.52 (feet NAVD88)

DRILLER NAME: James Smith

TOTAL WELL DEPTH: 47.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 47 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Medium grained Silty SAND (SP-SM); tan to brown; loose;
moist
80

-5

75
4.0
CLAY with silt (CL); gray to brown; soft; moist-10

Medium grained Silty SAND (SP-SM); tan to brown; loose;moist; wet from 10-10.5'
Silty SAND (SM); reddish brown to orange; soft; moist;laminations of orange fine-grained sand

70

7.0

-15

CLAY with fine sand (CL); grayish red brown; hard; moist;
trace mica

Cementgrout

CLAY (CH); gray to black; stiff; moist; fat, 6" lignite layer
65

-20

60

10.0

2-inchPVC
casing(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 47 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-1D

SITE LOCATION: Fayetteville, NC

NORTHING: 387519.56

BORING DATE: 8/13/2019 to 8/13/2019

EASTING: 2050248.831

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 81.72 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 81.52 (feet NAVD88)

DRILLER NAME: James Smith

TOTAL WELL DEPTH: 47.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 47 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

CLAY (CH); gray to black; stiff; moist; fat, 6" lignite layer(continued)
55

7" casing installed

-30

50

10.0
SAND (SP); light gray to dark gray; loose; wet

Bentonite
chips

-35

45

-40
Filterpack(sand)
40

2-inchPVC
screen(0.010
inch)

-45

35
End of Boring at 47.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 47 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-2S

SITE LOCATION: Fayetteville, NC

NORTHING: 368818.784

BORING DATE: 8/16/2019 to 8/16/2019

EASTING: 2042884.349

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 143.01 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 142.62 (feet NAVD88)

DRILLER NAME: James Smith

TOTAL WELL DEPTH: 20.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 22 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Fine grained Silty SAND (SP-SM); light brown to tan; loose;moist; gray laminations

Cement
grout

140

-5
2.0
Bentonite
chips

135

-10

Medium grained Silty SAND (SC-SM); reddish brown with
gray; loose; moist
2-inchPVC
casing6.0

130

SAND some silt (SP-SM); tan; loose; saturated
Filterpack(sand)
2-inchPVC
screen(0.010
inch)

-15

125

5.0

-20
Backfill
Plug

End of Boring at 22.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 22 ft bgs

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-2D

SITE LOCATION: Fayetteville, NC

NORTHING: 368824.414

BORING DATE: 8/15/2019 to 8/15/2019

EASTING: 2042879.777

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 143.114 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 142.85 (feet NAVD88)

DRILLER NAME: James Smith

TOTAL WELL DEPTH: 75.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 77 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Fine to medium grained Silty SAND (SP-SM); whiteish tan tobrownish tan; loose; dry; organic-rich

140

-5
2.0

Medium grained Silty SAND (SP-SM); orangeish brown;loose; moist
Fine grained Clayey SAND with silt (SC); tannish gray; loose;
moist

135

-10

Medium grained Silty SAND (SP-SM); reddish brown; loose;moist; gray laminations, coarse-grained at 12-14'

8.0

130

-15

Medium to coarse grained SAND (SP); whiteish tan; loose;
wet; orange oxidized layers at 22-23'

125

-20

10.0

120

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 77 ft bgs

Page 1 of 4

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-2D

SITE LOCATION: Fayetteville, NC

NORTHING: 368824.414

BORING DATE: 8/15/2019 to 8/15/2019

EASTING: 2042879.777

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 143.114 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 142.85 (feet NAVD88)

DRILLER NAME: James Smith

TOTAL WELL DEPTH: 75.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 77 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Medium to coarse grained SAND (SP); whiteish tan; loose;
wet; orange oxidized layers at 22-23' (continued)
Silty SAND (SP-SM); orangeish tan with gray; loose; wet tomoist; gray laminations
LIGNITE with clay (CH); grayish black gray; soft; wet; medium
plasticity
CLAY (CH); grayish black; firm; moist; medium plasticity

115

-30

10.0
Cement
grout

110

-35

2-inchPVC
casing

105

-40

10.0

100

-45

95

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 77 ft bgs

Page 2 of 4

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-2D

SITE LOCATION: Fayetteville, NC

NORTHING: 368824.414

BORING DATE: 8/15/2019 to 8/15/2019

EASTING: 2042879.777

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 143.114 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 142.85 (feet NAVD88)

DRILLER NAME: James Smith

TOTAL WELL DEPTH: 75.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 77 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

CLAY (CH); grayish black; firm; moist; medium plasticity(continued)

10.0

90

-55

Medium grained SAND trace mica (SP); grayish black; loose;moist to wet; cm-scale interlayers from 56-56.5', lignite chips
at 57', coarser from 61-75.5

85

-60

6.0

80

-65

Bentonite
chips

75

-70

Filterpack(sand)
2-inchPVC
screen(0.010inch)

70(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 77 ft bgs

Page 3 of 4

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-2D

SITE LOCATION: Fayetteville, NC

NORTHING: 368824.414

BORING DATE: 8/15/2019 to 8/15/2019

EASTING: 2042879.777

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 143.114 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 142.85 (feet NAVD88)

DRILLER NAME: James Smith

TOTAL WELL DEPTH: 75.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 77 ft

Lithologic Description

CLAY (CH); light gray to gray; firm; moist; medium plasticity

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Backfill
Plug

End of Boring at 77.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 77 ft bgs

Page 4 of 4

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-3S

SITE LOCATION: Fayetteville, NC

NORTHING: 396859.62

BORING DATE: 8/20/2019 to 8/20/2019

EASTING: 2059014.363

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 79.401 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 78.84 (feet NAVD88)

DRILLER NAME: T. Ardito

TOTAL WELL DEPTH: 15.25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 16 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Fine grained SAND with silt (SP-SM); brownish orange tobrownish tan; loose; moist

SAMPLING METHOD: Dual Tube

Well
Construction

Cementgrout

Comments

Hand auger to 5'

Bentonite
chips

75
-5
1.0

Coarse grained (SW); brown to orange; loose; wet

2-inchPVC
casing70-107.0Filterpack(sand)
2-inchPVC
screen(0.010
inch)

65
-15
Clay (CL); dark brown to gray; firm; moist; medium plasticity;fat
End of Boring at 16.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 16 ft bgs

Backfill
Plug

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-3D

SITE LOCATION: Fayetteville, NC

NORTHING: 396854.291

BORING DATE: 8/19/2019 to 8/19/2019

EASTING: 2059007.993

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 79.588 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.09 (feet NAVD88)

DRILLER NAME: T. Ardito

TOTAL WELL DEPTH: 44 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 46 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Fine grained Silty SAND (SP-SM); orangeish red brown;loose; moist; trace organics

75
-5
1.0
Barrel stuck so run 16-26 ft run

70
-10
10.0

Cement
grout

65
-15

CLAY (CH); black gray; firm; moist

60
-20
10.0
2-inchPVC
casing

55

Medium grained SAND with silt (SP); black gray; firm; wet(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 46 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-3D

SITE LOCATION: Fayetteville, NC

NORTHING: 396854.291

BORING DATE: 8/19/2019 to 8/19/2019

EASTING: 2059007.993

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 79.588 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.09 (feet NAVD88)

DRILLER NAME: T. Ardito

TOTAL WELL DEPTH: 44 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 46 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

LIGNITE (OH); brown black; loose; dry to moist
Coarse grained SAND (SP); black gray; loose; wet
CLAY with fine sand (CH); black gray; firm; moist; mm-scaleinterlayers throughout

SAMPLING METHOD: Dual Tube

Comments

Keep core at 26-36 ft and 36-46 ft

50
-30
10.0

Bentonite
chips

SAND (SP-SM); light gray; loose; wet; mm-scale interlayers of
black to light gray clay, mica rich

45
-35

40
-40
10.0

35
-45

CLAY (CH); black gray; firm; moist; light gray fine-grained
sand interlayer2" brown lignite layer
End of Boring at 46.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 46 ft bgs

Filterpack(sand)
2-inchPVC
screen(0.010inch)

Backfill
Plug

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-4S

SITE LOCATION: Fayetteville, NC

NORTHING: 363260.51

BORING DATE: 8/21/2019 to 8/21/2019

EASTING: 2087638.883

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 64.645 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 64.26 (feet NAVD88)

DRILLER NAME: T. Ardito

TOTAL WELL DEPTH: 15 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 15 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

SAND (SP); brown; loose; moist; becomes tan-orange andthen beige-white with increasing depth

Cementgrout
Bentonite
chips

60

-5
1.0

Medium to coarse grained SAND with gravel (SW); tan towhite; loose; wet; rounded mm-scale gravel
2-inchPVC
casing

55

-10
9.0

Filterpack(sand)
2-inchPVC
screen(0.010inch)

Fine grained Silty SAND (SP-SM); light gray to dark gray; soft;
moist to wet; mm-scale clay layers in bottom 1", traace mica
50

-15

End of Boring at 15.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 15 ft bgs

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-4D

SITE LOCATION: Fayetteville, NC

NORTHING: 363252.434

BORING DATE: 8/21/2019 to 8/21/2019

EASTING: 2087638.292

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 64.669 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 64.23 (feet NAVD88)

DRILLER NAME: T. Ardito

TOTAL WELL DEPTH: 52 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 52 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

Comments

Hand auger to 5'

Fine grained SAND (SP); brown; loose; moist; becomestan-orange, then beige-white with increased depth60

SAMPLING METHOD: Dual Tube-5
1.0

Coarse grained SAND with gravel (SW); white to tan; loose;
wet

55

-10
10.0

Fine grained Silty SAND trace mica (SP-SM); tan to gray;moist to wet; becomes light to dark gray with increasing
depth
Redoximorphic features- oxidized

50-15
Medium to coarse grained SAND with coarse gravel (SW);brown to black; loose; wet; cm-scale coarse gravel

FAT CLAY (CH); black to gray; firm; moist
45

-20
10.0

Cementgrout

40(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 52 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-4D

SITE LOCATION: Fayetteville, NC

NORTHING: 363252.434

BORING DATE: 8/21/2019 to 8/21/2019

EASTING: 2087638.292

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 64.669 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 64.23 (feet NAVD88)

DRILLER NAME: T. Ardito

TOTAL WELL DEPTH: 52 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 52 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

FAT CLAY (CH); black to gray; firm; moist (continued)
2-inchPVC
casing35

Switch to 4x6

-30
10.0

Fine grained Silty SAND

30

-35
Coarse grained SAND (SP); gray to black; loose; wet

25

-40

CLAY (SP-SM); gray to black; soft to firm; wet; intricately
layered fine-grained silty sand in clay
10.0

Coarse grained SAND
Bentonite
chips

20

-45
FAT CLAY (CH); firm; moist; lignite layer at the base
Coarse grained SAND (SP); gray to black; loose; wet
5.0

15Filterpack(sand)
2-inchPVC(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 52 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Bladen-4D

SITE LOCATION: Fayetteville, NC

NORTHING: 363252.434

BORING DATE: 8/21/2019 to 8/21/2019

EASTING: 2087638.292

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 64.669 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 64.23 (feet NAVD88)

DRILLER NAME: T. Ardito

TOTAL WELL DEPTH: 52 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 52 ft

Lithologic Description

Coarse grained SAND (SP); gray to black; loose; wet(continued)

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: USDOT1075864

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

screen(0.010inch)

End of Boring at 52.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 52 ft bgs

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-1S

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/12/2019 to 9/13/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 25 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 25 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Medium grained Silty SAND (SP); dark brown to gray; loose;dryMedium grained Silty SAND (SP); brown; loose; moist

105

-5

Medium grained Silty SAND (SW); brown; loose; moist
Medium grained SAND with silt (SP); tan and white; loose;
moist

2.0

Cementgrout

10.0

Bentonitechips
2-inchPVC
casingFine to medium grained SAND (SP); light brown; loose; wet

100

95

-10

-15

Medium to coarse grained SAND (SP); subangular; loose; wet

90

-20

Medium grained SAND (SP); light gray; loose; wet; 2"organic-rich seam at 21'; possible lignite
Medium grained SAND (SP); dark gray; loose; wet

6.0

Filterpack(sand)
2-inchPVC
screen(0.010inch)

End of Boring at 25.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 25 ft bgs

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-1D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/12/2019 to 9/12/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 52 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 67 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Fine to medium grained Silty SAND (SP-SM); dark brown togray; loose to dry; topsoil
Fine to medium grained Silty SAND with clay (SP-SM); lightbrown and tan; loose; moist

105

-5
2.0

Coarse grained SAND (SP); tan and white; subangular to
subrounded; loose; moist

Fine to medium grained SAND (SP); light gray; loose; wet; 1 ft
bed of coarser grained sand at 14.5-15.5ft

100

-10

7.0

95

-15

Coarse grained SAND (SW); orange and reddish orange;
loose; wet; iron oxidation
Cementgrout

Coarse grained SAND (SP)
90

-20

7.0

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 67 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-1D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/12/2019 to 9/12/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 52 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 67 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

Silty CLAY with sand (CL-ML); dark gray with dark brown; soft;
moist

SAMPLING METHOD: Dual Tube

Comments

2-inchPVC
casingMedium grained SAND (SP); orange and reddish orange;
loose; wetFine grained SAND with clay (SP); gray with dark gray; loose;
wet; dark gray clay seams 1-10cm thick; mica rich

80

-30

75

-35

Lean grained CLAY (CL); dark gray; firm; moist

Bentonitechips

Fine grained SAND (SP); loose; wet; black organic-rich seams
throughout 1' clay lense at 48-49ft

70

-40

65

-45

14.6

Filterpack(sand)
2-inchPVC
screen(0.010inch)(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 67 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-1D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/12/2019 to 9/12/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 52 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 67 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Lean grained CLAY (CL); dark gray; firm; moist

Fine grained SAND (SP); loose; wet; mica rich

Lean grained CLAY (SL); dark gray; firm; moist
55-55

Fine grained SAND (SP); loose; wet; grainsize coarsens at 58'

Lean grained CLAY (CL); dark gray; firm; moist

50

Backfill
Plug

-60

10.0

45

-65

End of Boring at 67.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 67 ft bgs

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-2S

SITE LOCATION: Fayetteville, NC

NORTHING: 34.98615 approximate

BORING DATE: 9/12/2019 to 9/12/2019

EASTING: -78.752831 approximate

GEOLOGIST: Alli Vo

GROUND ELEVATION: 123 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 17 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 17 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Silty SAND (SW); light brown to brown; angular; dry

Cementgrout

120
Bentonite
chips

-5

Fine grained Clayey SAND (SW-SC); reddish gray to purplish
gray; dense; moist
Fine grained SAND (SP); dark brown to reddish brown; loose;
wet

2.0

Fine grained SAND (SP); dark brown to reddish brown;
angular; loose; wet; roots present

115

-10

2-inchPVC
casingFine grained SAND (SP); tan to orangeish brown; angular;
loose
Medium to coarse grained SAND (SP); orange and white;loose; wet
9.0

110

Coarse grained SAND (SW); white to orangeish tan; loose;wet

Filterpack(sand)
2-inchPVC
screen(0.010inch)-15

End of Boring at 17.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 17 ft bgs

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-2D

SITE LOCATION: Fayetteville, NC

NORTHING: 34.986197 approximate

BORING DATE: 9/12/2019 to 9/12/2019

EASTING: -78.752883 approximate

GEOLOGIST: Alli Vo

GROUND ELEVATION: 123 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 57 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 57 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Hand auger to 5'. Advance 8" protective casing

Silty SAND (SW); light brown; angular; loose; dry

120

-5

115

-10

Clayey SAND some silt (SW-SC); light brown and tan; dense;
moist; low plasticity
Fine grained SAND (SP); purplish gray to reddish brown;loose; moist
Fine to medium grained SAND (SW); dark brown; dense;
moist
Medium grained SAND (SW); brown; angular to subangular;loose; wet

2.0

Medium to coarse grained SAND (SP); brown; angular; loose;
wet

3.0
110

-15

Medium grained SAND (SW); light brown; loose; wet
105

Medium to coarse grained SAND (SW); tan to grayish white;loose; wet; trace silt
Fine grained SAND (SP); light brown; loose; wet-20
Medium to coarse grained SAND with gravel (SW); yellowish
tan; loose; wet

10.0

Cementgrout

100(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 57 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-2D

SITE LOCATION: Fayetteville, NC

NORTHING: 34.986197 approximate

BORING DATE: 9/12/2019 to 9/12/2019

EASTING: -78.752883 approximate

GEOLOGIST: Alli Vo

GROUND ELEVATION: 123 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 57 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 57 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Medium to coarse grained SAND with gravel (SW); yellowish
tan; loose; wet (continued)

Fine grained SAND (SP); orange to yellowish brown; soft; wet;trace mica

95

Fine grained SAND (SP); light gray to white; wet; mica-30

2-inchPVC
casingFine grained SAND (SP); dark gray; moist; mica
CLAY (CH); dark gray; hard; moist; high plasticity; mica
abundant

10.0

90

-35

CLAY (CH); dark gray; hard; moist; high plasticity; mica
abundant; trace lignite

85

-40

10.0
80
Bentonite
chips-45
SAND with clay (SW-SC); dark gray; angular; dense; wet;mica abundant75

Fine to medium grained SAND (SP); dark gray; loose; wet;mica abundant(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 57 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-2D

SITE LOCATION: Fayetteville, NC

NORTHING: 34.986197 approximate

BORING DATE: 9/12/2019 to 9/12/2019

EASTING: -78.752883 approximate

GEOLOGIST: Alli Vo

GROUND ELEVATION: 123 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 57 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 57 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Fine to medium grained SAND (SP); dark gray; loose; wet;mica abundant (continued)

CLAY (CH); dark gray; hard; moist; high plasticity; mica
abundant

70

Fine to medium grained SAND (SP); angular; loose; mica
abundant

10.0

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Filterpack(sand)
2-inchPVC
screen(0.010inch)-55

End of Boring at 57.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 57 ft bgs

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-3S

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/12/2019 to 9/12/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 14 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 14 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Medium grained SAND (SP); tan; loose; dry

Cement
grout

105

-5

Medium grained SAND (SP); tan; loose; dry; root materialpresent

2.0

2-inchPVC
casingMedium grained SAND (SP); tan to light brown; loose; wet

100

-10

Medium grained SAND (SP); brown to light brown; loose; wetFine to medium grained SAND (SP); brown; loose; wet

Bentonite
chips

3.0

Filterpack(sand)
2-inchPVC
screen(0.010inch)

End of Boring at 14.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 14 ft bgs

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-3D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/11/2019 to 9/11/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 27 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 42 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction-5

Comments

Hand auger to 5'

Medium grained SAND (SP); medium tan; loose; dry

105

SAMPLING METHOD: Dual Tube

Medium grained SAND (SP); light tan; loose; dry
2.0

100

-10

Cementgrout
Medium to coarse grained SAND with gravel (SW); brown;
subangular; loose; moist; coarsens downward

8.0

2-inchPVC
casing95-15

CLAY (CL); medium gray; stiff; moist

Coarse grained SAND with gravel (SW); light gray;subrounded; loose; wet
Bentonite
chips
90

-20
Medium to coarse grained SAND (SP); light gray; loose; wet;organic rich seam at 25'

5.0

Filter(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 42 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-3D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/11/2019 to 9/11/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 27 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 42 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Fine to medium grained Clayey SAND (SP-SC); light gray;wet; high plasticity-30

CLAY (CL); light gray; stiff; moist

75

Comments

pack(sand)
2-inchPVC
screen(0.010inch)

Medium to coarse grained SAND (SP); light gray; loose; wet;organic rich seam at 25' (continued)

80

Well
Construction

SAMPLING METHOD: Dual Tube

9.3

-35
Backfill
Plug

Fine to medium grained Clayey SAND (SP-SC); light gray;wet; high plasticity

7.0
70

-40

End of Boring at 42.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 42 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-4S

SITE LOCATION: Fayetteville, NC

NORTHING: 34.884772 approximate

BORING DATE: 9/11/2019 to 9/11/2019

EASTING: -78.739107 approximate

GEOLOGIST: Alli Vo

GROUND ELEVATION: 117 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 22 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 22 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Fine grained SAND (SP); yellowish brown; angular; loose; dry

115
Cementgrout-5Fine to medium grained SAND (SP); yellow brown to tan;angular; loose; wetFine to medium grained SAND (SP); reddish gray; angular;loose; wetFine to medium grained SAND (SP); gray to light gray;subangular; loose; wetFine grained SAND with silt (SP); dark brown to black;subangular; loose; wet

110

2.2
Bentonite
chips

-10

9.0

105

-15

100

2-inchPVC
casingFilterpack(sand)
2-inchPVC
screen(0.010inch)

Fine grained SAND (SP); dark reddish brown; loose; wetFine grained SAND (SP); dark reddish brown; loose; wet

10.0

-20

Fine grained Silty SAND (SW-SM); reddish brown; dense; wet

95

End of Boring at 22.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 22 ft bgs

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-4D

SITE LOCATION: Fayetteville, NC

NORTHING: 34.884788 approximate

BORING DATE: 9/10/2019 to 9/10/2019

EASTING: -78.737069 approximate

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 117 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 67 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 67 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Fine to medium grained SAND (SP); reddish brown to brown;
subangular; loose; dry

115

-5

Fine to medium grained SAND (SP); tan to light brown; loose;moist; organic rich seam at 5.5'
Fine to medium grained SAND (SP); orangeish brown to tan;loose; moist; trace silt
Fine to medium grained SAND (SP); light brown to reddish
gray; loose; wetFine to medium grained SAND (SP); light brown to gray;subangular; loose to soft; moist
Fine grained SAND (SP); dark brown; subangular; loose; wet

110

Heaving sands
2.0

-10

8.0

105

-15

100

Fine grained SAND (SP); brown to dark brown-20

Fine grained SAND (SP); dark brown to reddish brown; loose;
wet

95

10.0

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 67 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-4D

SITE LOCATION: Fayetteville, NC

NORTHING: 34.884788 approximate

BORING DATE: 9/10/2019 to 9/10/2019

EASTING: -78.737069 approximate

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 117 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 67 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 67 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

Fine grained SAND (SP); dark brown to reddish brown; loose;wet (continued)

Comments

Large wood debris present

Fine grained SAND (SP); dark brown; loose; wet90

SAMPLING METHOD: Dual Tube

Cementgrout

Fine to medium grained SAND (SP); dark brown then reddish
brown; loose; wet

-30

85

7.0

2-inchPVC
casing-35

SILT (ML); tan to orange brown; hard; moist; trace mica

Fine to medium grained SAND (SP); yellowish brown; loose;
wet
Silty SAND (SW-SM); orangeish brown; subangular; loose;
wet

80

-40

75

Fine grained SAND some (SW); orangeish brown; soft; moist;
trace fine gravel

7.0

Fine to medium grained SAND some silt (SW); orangeishbrown; loose; moist; trace gravel
Coarse grained SAND clay (SP); orangeish brown;
subangular; loose; wet

-45

70

Fine grained SAND (SP-SM); orangeish brown; angular; soft;
wet

SAND with (SP-SM); light gray; firm; moist; trace mica
Fine to medium grained SAND clay (SP); light gray to darkgray; angular; loose; wet; trace mica
Fine grained SAND (SP); angular; dense; wet; clay lenses(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 67 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-4D

SITE LOCATION: Fayetteville, NC

NORTHING: 34.884788 approximate

BORING DATE: 9/10/2019 to 9/10/2019

EASTING: -78.737069 approximate

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 117 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 67 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 67 ft

SAND (SP-SC); dark gray to gray; angular; wet; some mica
CLAY (CH); dark gray; hard; moist; high plasticity; mica
abundant
Fine to medium grained SAND (SW); gray; angular; loose;
wet; mica abundant
CLAY (CH); dark gray; hard; moist; high plasticity; gray mica

65

-55

60

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

10.0

Bentonite
chips

SAND (SW-SM); gray; dense; wet; mica abundant; dark graymm-scale clay lenses throughout; trace lignite

Fine to medium grained SAND (SP); gray; loose; wet; mica
abundant-60

Medium to coarse grained SAND (SW); gray to dark gray;loose; wet; mica abundant

CLAY with (CH); gray; hard; moist; high plasticity; micapresent
Medium to coarse grained SAND clay (SW); gray; loose; wet;mica abundant

55

-65

50

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

10.0

Filterpack(sand)
2-inchPVC
screen(0.010inch)

CLAY (CH); dark gray; hard; moist; high plasticity; micapresent

Medium to coarse grained SAND (SW-SC); dark gray; dense;
wet; mica abundant, little gravel
End of Boring at 67.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 67 ft bgs

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-5S

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/11/2019 to 9/11/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 24 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 24 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Sandy SILT with gravel (ML); grayish brown; loose; dry;asphalt & gravel 0.5ft-1.5ft

Medium grained SAND (SP); light brown to tan; subangular;loose; moist
Medium grained SAND (SP); brown to dark brown;
subangular; loose; moist

105

-5
0.5

Cementgrout

SAND with gravel (SW); light gray to dark gray; loose; wet
Silty CLAY (CL-ML); dark brown; soft; wet; high plasticity

100

-10
Medium to coarse grained Gravelly SAND (SP); brown;
subangular; loose; wet

95

Bentonite
chips
5.0

-15

Coarse grained SAND with gravel (SW); light brown; loose;
wet; fine grain size with depth

90

2-inchPVC
casing-20
5.0Filterpack(sand)
2-inchPVC
screen(0.010inch)

Medium grained SAND (SP); light brown; loose; wet

End of Boring at 24.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 24 ft bgs

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-5D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/11/2019 to 9/11/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 57 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 57 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Sandy SILT (ML); organic rich layers of concrete 1-2" thick andgravel at 1ft and 2.5ft
Medium grained SAND (SP); light brown to tan; subangular to
subrounded; loose; moist; root material present
Medium grained SAND (SP); dark brown; subangular to
subrounded; loose; moist; root material present

105

-5

Medium grained SAND with gravel (SW); light gray to darkgray; loose; wet

Silty CLAY (CL-ML); dark brown; soft; wet; high plasticity; root
material
100-10Medium to coarse grained SAND (SP); brown; subangular;loose; wet
5.0

95

-15

Coarse grained SAND (SP); light brown; angular tosubangular; loose; wet
Coarse grained SAND with gravel (SW); light brown; loose;
wet
90

-20

Coarse grained SAND with gravel (SW); light brown to light
gray; loose; wet

8.0

Cementgrout

CLAY (CH); medium gray; stiff; moist; high plasticity; sandlenses throughout(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 57 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-5D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/11/2019 to 9/11/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 57 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 57 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

CLAY (CH); medium gray; stiff; moist; high plasticity; sandlenses throughout (continued)

Fine grained SAND with clay (SP-SC); light gray to medium
gray; loose; wet; mica rich; lignite throughout

80

2-inchPVC
casing

-30

9.5

75

-35

CLAY (CH); medium gray; stiff; moist; high plasticity; sandlenses throughout

Fine grained SAND (SP); light gray; loose; wet; organic richlaminations; some lignite present

70

-40

65

-45

Bentonite
chips(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 57 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Cumberland-5D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/11/2019 to 9/11/2019

EASTING: Not recorded

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: Not Recorded

DRILLER NAME: Will KeyesTOTAL WELL DEPTH: 57 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 57 ft

Lithologic Description

Fine grained SAND (SP); light gray; loose; wet; organic richlaminations; some lignite present (continued)

55

Recovery (ft)

BOREHOLE DIA: 4"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8150 LS (GV5)

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Filterpack(sand)

2-inchPVC
screen(0.010inch)-55

End of Boring at 57.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 57 ft bgs

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Robeson-1S

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/9/2019 to 9/9/2019

EASTING: Not recorded

GEOLOGIST: Allison Vo

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: 110 (feet NAVD88)

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 27 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 27 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Hand auger to 5'

Fine to medium grained Silty SAND (SP-SM); tan brown;loose; moist

Fine grained Silty SAND some clay (SP-SC); light brownorangeish tan; dense; moist to dry

105

-5
1.6
Cementgrout

Coarse grained Clayey SILT some sand (ML); light reddish
gray; firm; moist to dry; medium plasticity; red and orange
laminations

100

-10

Sandy SILT with clay (ML); light reddish gray; firm; moist todry; red and orange laminations

Fine grained SAND with some silt (SP-SM); light grayorangeish tan; dense
Fine grained Silty SAND (SP-SM); whiteish tan becomesorangeish tan; loose; moist

95

10.0

2-inchPVC
casingBentonite
chips

-15

Fine grained SAND (SP); yellowish brown with gray; loose;
wet; pink and gray laminations
Fine grained SAND with clay (SP-SC); pinkish orange withlight gray; firm; wet; coarse sand layer

90-20
Fine grained SAND (SP); light gray with orangeish pink;dense; wet; trace mica

10.0

Filterpack(sand)
2-inchPVC
screen(0.010inch)(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 27 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Robeson-1S

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/9/2019 to 9/9/2019

EASTING: Not recorded

GEOLOGIST: Allison Vo

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: 110 (feet NAVD88)

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 27 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 27 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Fine grained SAND with clay (SP); orange; soft; wet
CLAY (CH); dark gray; stiff; moist
End of Boring at 27.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 27 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Robeson-1D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/4/2019 to 9/4/2019

EASTING: Not recorded

GEOLOGIST: Amy Kenwell

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: 110 (feet NAVD88)

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 53 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 53 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction-5

Comments

Hand auger to 5'

SAND with silt (SP); light tan with orangeish brown; loose tofine; moist; 8" topsoil

105

SAMPLING METHOD: Dual Tube

CLAY with sand (CL); orangeish tan; firm; moist; low plasticity
1.6
CLAY with some sand (CL); light gray with orange; firm; moist;
orange streaks

5.0
100

-10

Fine grained Silty SAND (SP-SM); pinkish tan with lightorangeish gray; loose; wet; medium grains near bottom

5.0
95

-15

Fine grained Silty SAND (SP-SM); light gray and orangeish
gray; loose; wet; trace mica

90

Cement
grout

-20

10.0

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 53 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Robeson-1D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/4/2019 to 9/4/2019

EASTING: Not recorded

GEOLOGIST: Amy Kenwell

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: 110 (feet NAVD88)

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 53 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 53 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

CLAY with some sand (CH); light orange; soft; wet; highplasticity; trace mica
SAND with silt and clay (SP-SM); light orange; loose; wet

2-inchPVC
casingCoarse grained SAND (SP); firm; wet; with lignite

Installed 8" protective casing to 29' followed by 4 x 6

CLAY (CH); gray; firm to hard; moist; high plasticity
80-30

Clayey SAND (SP-SC); dark gray; dense; wet; medium grain
CLAY with sand (CH); dark gray; hard; moist; high plasticity;less sand toward top
75-35

SAND with silt (SP); light gray; loose; wet; fine to medium
grained; lignite at 46ft

70

-40

Bentonite
chips

10.0

65

-45

Filterpack(sand)
2-inchPVC
screen(0.010inch)

Coarse grained SAND (SW); light gray; loose; wet

Coarse grained SAND with silt (SP); gray; loose; wet(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 53 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: Robeson-1D

SITE LOCATION: Fayetteville, NC

NORTHING: Not recorded

BORING DATE: 9/4/2019 to 9/4/2019

EASTING: Not recorded

GEOLOGIST: Amy Kenwell

GROUND ELEVATION: 110 (feet NAVD88) (approximate)

DRILLING CONTRACTOR: SAEDACCOTOC ELEVATION: 110 (feet NAVD88)

DRILLER NAME: Brent Romec

TOTAL WELL DEPTH: 53 ft

DRILLING METHOD: Sonic

TOTAL BORING DEPTH: 53 ft

Lithologic Description

Coarse grained SAND with silt (SP); gray; loose; wet(continued)

Recovery (ft)

BOREHOLE DIA: 6"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 8140LS

Elev.
(ft,
NAVD88)PROJECT NAME: Offsite Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

6.0

CLAY with sand (CH); dark gray; soft; wet; high plasticity;
sand is fine grained
End of Boring at 53.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 53 ft bgs

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-1S

SITE LOCATION: Fayetteville, NC

NORTHING: 400540.611

BORING DATE: 6/27/2019 to 6/27/2019

EASTING: 2051792.586

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 50.78 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 54.198 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 17.8 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 42.5 ft

050

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction-5

Comments

2-inchPVC
casingWell
Cover

Fine grained SAND with fine to coarse gravel (SW); lightbrown; color transitions to gray at 3'

Hand auger to 5'.
Cementgrout

Possible road fill material

SAND with clay (SC); black
Fine to medium grained Silty SAND (SP); brown

45

SAMPLING METHOD: Dual Tube

Bentonitechips

Clayey SILT with sand (CL-ML); light brown; soft; damp; Clay
content increases around 7.75' moisture content increases at
13.5; mm scale sand layers

3.5

-10
40

3.3

-15

CLAY (CL); light gray; very soft; wet; high plasticity

Filterpack(sand)
2-inchPVC
screen(0.010
inch)

35

3.0

-20
30

CLAY (CL); light brown; very stiff; moist; 1in sand lense at
19.5 ft.
Fine to medium grained SAND (SP-SC); grayish brown withlight brown; wet; mm to cm scale clay lense(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 46.2 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-1S

SITE LOCATION: Fayetteville, NC

NORTHING: 400540.611

BORING DATE: 6/27/2019 to 6/27/2019

EASTING: 2051792.586

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 50.78 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 54.198 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 17.8 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 42.5 ft

Lithologic Description

Fine to medium grained SAND (SP-SC); grayish brown withlight brown; wet; mm to cm scale clay lense (continued)

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

4.0

-25
25

4.0

Coarse grained SAND (SP); brown; subangular; wet; 4" oflignite, black platey cleavage-30
20

CLAY with mica (CH); light gray; very stiff; damp; Lense of finesilty sand at 36-37.5'; mica richHighly expansive clays at 30-42.5'

3.0Highly expansive clay in 30-35 interval sampled; Driller pushed
2.5 ft instead of full 5'

3.0

-35

5.0

15

4.5

-40

4.5

Dual tube got stuck at 40' terminate boring at 42.5'

10

PIW-1 soil boring terminated at 42.5 feet. Lithologic
descriptions not available beyond this depth.

-455End of Boring at 46.2 feet bgs.

All depths referenced to ground surface.
Total Depth: 46.2 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-1D

SITE LOCATION: Fayetteville, NC

NORTHING: 400547.772

BORING DATE: 6/27/2019 to 6/27/2019

EASTING: 2051801.42

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 49.529 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 52.33 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 24.5 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 42.5 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Well
Cover

50
0
Hand auger to 5'.

3.5

SAND with clay (SC); black
Fine to medium grained Silty SAND (SP); brown

45-5

Clayey SILT with sand (CL-ML); light brown; soft; damp; Clay
content increases around 7.75' moisture content increases at
13.5; mm scale sand layers

3.3

40
-10

Cementgrout
2-inchPVC
casing35-15

CLAY (CL); light gray; very soft; wet; high plasticity

3.0

30
-20

CLAY (CL); light brown; very stiff; moist; 1in sand lense at
19.5 ft.
Fine to medium grained SAND (SP-SC); grayish brown withlight brown; wet; mm to cm scale clay lense
Bentonite
chips(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 42.5 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-1D

SITE LOCATION: Fayetteville, NC

NORTHING: 400547.772

BORING DATE: 6/27/2019 to 6/27/2019

EASTING: 2051801.42

GEOLOGIST: Sarah Walker

GROUND ELEVATION: 49.529 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 52.33 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 24.5 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 42.5 ft

Lithologic Description

Fine to medium grained SAND (SP-SC); grayish brown withlight brown; wet; mm to cm scale clay lense (continued)

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

4.0

25
-25

Filterpack(sand)
2-inchPVC
screen(0.010inch)

Coarse grained SAND (SP); brown; subangular; wet; 4" oflignite, black platey cleavage
20-30

CLAY with mica (CH); light gray; very stiff; damp; Lense of finesilty sand at 36-37.5'; mica richHighly expansive clays at 30-42.5'

4.0
3.0

3.0

15
-35
5.0

4.5

10
-40
5.0

End of Boring at 42.5 feet bgs.

All depths referenced to ground surface.
Total Depth: 42.5 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-3D

SITE LOCATION: Fayetteville, NC

NORTHING: 399711.752

BORING DATE: 7/2/2019 to 7/2/2019

EASTING: 2052088.802

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 50.513 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.315 (feet NAVD88)

DRILLER NAME: Nathan Mariard

TOTAL WELL DEPTH: 19 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 30 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Well
Cover

0
50

-5
45

Hand auger to 5'.

SILT (ML); brown; dry; non plastic

SILT with clay (CL-ML); reddish brown; hard; dry

5.0

-10
40

Cementgrout
2-inchPVC
casingSilty CLAY with some mica (CH); gray with reddish brown;
medium stiff; high plasticity

4.5

-15
35

Fine to medium grained GRAVEL with some fine to medium
sand (GP); brown; loose to medium dense; wet;
Poorly-sorted
Fine to medium grained SAND (SP); brown; loose to medium
dense; wet; 1/2" seam of high plastic gray clay at 17.2"

Bentonite
chips
4.5

-20
30

Fine to medium grained SAND with some mica (SP); brown;loose; wet; well-sorted

Filterpack(sand)
2-inch(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 44.55 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-3D

SITE LOCATION: Fayetteville, NC

NORTHING: 399711.752

BORING DATE: 7/2/2019 to 7/2/2019

EASTING: 2052088.802

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 50.513 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.315 (feet NAVD88)

DRILLER NAME: Nathan Mariard

TOTAL WELL DEPTH: 19 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 30 ft

Lithologic Description

Fine to medium grained SAND with clay (SP-SC); dark gray;medium dense; wet; interbedded with high plastic, gray clay
lenses-25
25

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

5.0

SAMPLING METHOD: Dual Tube

Well
Construction

PVC
screen(0.010inch)

Comments

Lignitic material at 23-25'

CLAY (CH); dark gray; very hard; dry; high plasticity

0.3

-30
20

PIW-3D soil boring terminated at 30.0 feet. Lithologic
descriptions not available beyond this depth.

-35
15

-40
10

End of Boring at 44.6 feet bgs.

All depths referenced to ground surface.
Total Depth: 44.55 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-4D

SITE LOCATION: Fayetteville, NC

NORTHING: 398817.363

BORING DATE: 7/1/2019 to 7/1/219

EASTING: 2052102.819

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 50.367 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.041 (feet NAVD88)

DRILLER NAME: Nathan Mariard

TOTAL WELL DEPTH: 32.3 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Well
Cover

50

45

0

-5

Hand auger to 5'

Silty CLAY with trace sand (SC); brown; moist

Silty CLAY (CL-ML); brown; very hard; moist; low plasticity
Silty CLAY (CL); gray; very hard; moist; medium plasticity

4.1

Sandy CLAY with trace gravel (CL-ML); gray;subrounded-rounded; very soft; wet; medium plasticity

40

-10

CLAY (CH)
CLAY (CH); dark gray; hard; moist; high plasticity; fine tomedium grained sand 10.3-10.8' with trace wood at 10.5'

3.5

35

-15

Cementgrout
2-inchPVC
casing

CLAY (CH); dark gray; very hard; moist; high plasticity; 0.25"
sand seams 16'-17', fine grained medium gray sand,micaeous 16'-17'

5.0

30

-20

CLAY with mica (CH); dark gray; very hard; moist; highplasticity; fine-grained micaceous sand ~2" thick at 23.8', 3"
thick at 24.6'(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 40 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-4D

SITE LOCATION: Fayetteville, NC

NORTHING: 398817.363

BORING DATE: 7/1/2019 to 7/1/219

EASTING: 2052102.819

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 50.367 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.041 (feet NAVD88)

DRILLER NAME: Nathan Mariard

TOTAL WELL DEPTH: 32.3 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

Lithologic Description

CLAY with mica (CH); dark gray; very hard; moist; highplasticity; fine-grained micaceous sand ~2" thick at 23.8', 3"
thick at 24.6' (continued)

25

-25

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

5.0

CLAY with mica (CH); dark gray; hard; moist; high plasticity;
increasing sand fraction below 28.5', trace to some lignite at
29.2"

4.5

Bentonite
chips

20

-30

Fine to medium grained SAND with trace silt (SP-SM); darkgray; medium dense; wet; W ell-sorted, trace clay lenses at30-31, increasing sand from below 31', trace lignite at 30.5'

4.2

15

-35

Filterpack(sand)
2-inchPVC
screen(0.010inch)

Fine to medium grained SAND (SP); medium dense; wet;
Well-sorted, trace lignite at 37-38'

3.0

Sandy CLAY (CL); light gray; moist; low to medium plasticity-40

End of Boring at 40.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 40 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-5S

SITE LOCATION: Fayetteville, NC

NORTHING: 398520.381

BORING DATE: 7/9/2019 to 7/9/2019

EASTING: 2051951.26

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 72.68 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 75.188 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 9.75 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 45 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

75

Well
Cover

0

Hand auger to 5'. Corresponds to HP-10.

Fine to medium grained SAND with silt (SP-SM); brown tan;loose; damp

70

Cementgrout
2-inchPVC
casing-5
Silty CLAY (CL-ML); reddish brown and light gray; firm; moist
Bentonitechips

Fine grained Silty SAND (SP-SM); loose; damp from 7'
65-10Medium to coarse grained SAND (SW); brown to tannish
orange; loose; wet; 3" gray clay layer from 13.75-14'60Filterpack(sand)
2-inchPVC
screen(0.010
inch)

-15

55

-20

CLAY with trace sand (CL); black to gray; firm; moist; trace
sand at 35'(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 45 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-5S

SITE LOCATION: Fayetteville, NC

NORTHING: 398520.381

BORING DATE: 7/9/2019 to 7/9/2019

EASTING: 2051951.26

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 72.68 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 75.188 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 9.75 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 45 ft

50

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

CLAY with trace sand (CL); black to gray; firm; moist; trace
sand at 35' (continued)

-25

45

-30

40

-35

Medium to coarse grained SAND (SP); light gray; medium
stiff; moist; interbedded with mm-scale clay seams from 39'
to 39.5'

35-40

Silty CLAY (CL-ML); dark gray to gray; medium firm; moist
30
Fine to medium grained Silty SAND (SP-SM); dark gray tolight gray; medium to very firm; moist; interbedded with
mm-scale silty clay seams-45

End of Boring at 45.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 45 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-6S

SITE LOCATION: Fayetteville, NC

NORTHING: 398118.144

BORING DATE: 6/28/2019 to 6/28/2019

EASTING: 2052540.567

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 49.85 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.359 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 18 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Well
Cover

50

45

0

Hand auger to 5'. Corresponds to HP-08.

SILT with trace sand (ML); reddish brown; soft; dry; increasing
sand fraction with depth, moist at 13.5'

-5

3.5

40

Cementgrout
2-inchPVC
casing

-10

3.5

35

-15

Bentonite
chips

CLAY with silt (CL); reddish brown to olive gray; medium stiff;
moist; silt lenses (15'-25.9'), increasing moisture at 24.5'

4.3

30

-20

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 40.6 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-6S

SITE LOCATION: Fayetteville, NC

NORTHING: 398118.144

BORING DATE: 6/28/2019 to 6/28/2019

EASTING: 2052540.567

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 49.85 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 53.359 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 18 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

Lithologic Description

CLAY with silt (CL); reddish brown to olive gray; medium stiff;
moist; silt lenses (15'-25.9'), increasing moisture at 24.5'(continued)

25

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

3.8

-25

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Filterpack(sand)
2-inchPVC
screen(0.010inch)

CLAY (CH); dark gray; medium stiff; moist; homogenous

SAND (SP); yellowish red and gray; medium dense; moist;
dark gray clay lenses from 27'-27.2'

5.0

CLAY (CH); dark gray; medium stiff; moist; medium gray sandlense at 28.6'-28.8'

20

-30

CLAY (CH); dense; moist; homogenous with suspected lignite
lenses (<1/4") from 33'-34'

5.0

15

-35

CLAY with some mica (CL); medium gray; stiff; moist; thindark gray banding

3.0

10

-40

PIW-3D soil boring terminated at 40.0 feet. Lithologic
descriptions not available beyond this depth.
End of Boring at 40.6 feet bgs.

All depths referenced to ground surface.
Total Depth: 40.6 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-7S

SITE LOCATION: Fayetteville, NC

NORTHING: 396786.995

BORING DATE: 6/25/2019 to 6/25/2019

EASTING: 2052589.486

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.809 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.392 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 7 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 18 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Well
Cover

0
45

SILT with sand (ML); reddish brown to brown; medium stiff;
moist

Hand auger to 5'.
Cementgrout
2-inchPVC
casingBentonite
chips

-5

CLAY (CL); medium gray with yellowish red; very soft; moist

40

3.4

-10
35

3.8

-15

Fine grained SAND with silt (SP-SM); reddish brown with
gray; moist

Filterpack(sand)
2-inchPVC
screen(0.010inch)

30
CLAY with trace silt (CL); gray; very soft; moist; with yellowish
to red streaking
SAND with silt (SP-SM); gray to yellowish red; loose; moist;with some stratification between gray and yellowish red
sands, gray sands ~2" thickEnd of Boring at 18.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 18 ft bgs

3.9

Page 1 of 1

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-7D

SITE LOCATION: Fayetteville, NC

NORTHING: 396787.693

BORING DATE: 6/25/2019 to 6/25/2019

EASTING: 2052595.368

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.778 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.597 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 29 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 50 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Well
Cover

0
45

-5

Hand auger to 5'.

SILT with sand (ML); reddish brown to brown; medium stiff;
moist

CLAY (CL); medium gray with yellowish red; very soft; moist

40

3.4

-10
35

Cement
grout
3.8

-15

2-inchPVC
casingFine grained SAND with silt (SP-SM); reddish brown with
gray; moist

30
CLAY with trace silt (CL); gray; very soft; moist; with yellowish
to red streaking
SAND with silt (SP-SM); gray to yellowish red; loose; moist;with some stratification between gray and yellowish red
sands, gray sands ~2" thick

-20
25

3.9

Fine to medium grained SAND trace clay (SP-SC); light grayyellowish red; loose; wet; with small lens of silty dark graysand(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 50 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-7D

SITE LOCATION: Fayetteville, NC

NORTHING: 396787.693

BORING DATE: 6/25/2019 to 6/25/2019

EASTING: 2052595.368

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.778 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.597 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 29 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 50 ft

Lithologic Description

Fine to medium grained SAND trace clay (SP-SC); light grayyellowish red; loose; wet; with small lens of silty dark graysand (continued)

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

5.0

Bentonite
chips

-25
20

CLAY (CL); dark gray; medium stiff; moist; interbedded withthin (0.5" thick) bands of dark gray clay
Fine grained SAND (SP-SC); yellowish red to gray; medium
dense; moist; with stratified with thin (.5") bands of dark gray
clay
-30
15

5.0

Filterpack(sand)

Fine to medium grained SAND (SP); dark gray; medium
dense; wet; homogenous, with thin (0.5") band of hard blackmaterial, possibly lignite

3.22-inchPVC
screen(0.010
inch)

-35
10

4.0

Fine grained SAND and silt (SP-SM); gray; medium dense;
moist; with thick bands of dark gray material-40
5Fine grained SAND and silt (CL-ML); medium dense; moist;
increasing clay fraction with depth

4.5

CLAY (CH); medium gray; very stiff; moist; homogenous-45
0

CLAY with trace sand (CH); greenish gray; very stiff; dry; thinbanding of darker gray material; visible micaceous grains,with other dark gray mineral banding visible in some places(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 50 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-7D

SITE LOCATION: Fayetteville, NC

NORTHING: 396787.693

BORING DATE: 6/25/2019 to 6/25/2019

EASTING: 2052595.368

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.778 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.597 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 29 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 50 ft

Lithologic Description

CLAY with trace sand (CH); greenish gray; very stiff; dry; thinbanding of darker gray material; visible micaceous grains,with other dark gray mineral banding visible in some places(continued)
-50

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

3.5

End of Boring at 50.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 50 ft bgs

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-8D

SITE LOCATION: Fayetteville, NC

NORTHING: 396403.378

BORING DATE: 6/26/2019 to 6/26/2019

EASTING: 2052682.019

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.919 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.518 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 35.5 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

Well
Cover

0

Silty CLAY (CL-ML); reddish brown; dry

Hand auger to 5'.

45

-5
40

4.8

-10
35

Silty CLAY (CL-ML); reddish brown with gray; soft; moist;
interbedded clay and silt throughout, clay becomes moist andmore sandy at 19.5' to 20'

5.0

Cement
grout

-15
30

4.4

-20
25

2-inchPVC
casingFine grained SAND (SP); yellowish red to reddish brown;loose; moist to wet; Black bands appear organic; fine tomedium grained from 29'; approximately 1" band of lignite at
28'(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 46.55 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-8D

SITE LOCATION: Fayetteville, NC

NORTHING: 396403.378

BORING DATE: 6/26/2019 to 6/26/2019

EASTING: 2052682.019

GEOLOGIST: Ryan Gabelman

GROUND ELEVATION: 45.919 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 48.518 (feet NAVD88)

DRILLER NAME: Daniel Ferrell

TOTAL WELL DEPTH: 35.5 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

Lithologic Description

Fine grained SAND (SP); yellowish red to reddish brown;loose; moist to wet; Black bands appear organic; fine tomedium grained from 29'; approximately 1" band of lignite at28' (continued)

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

3.0-25

Heaving sand

20

3.2

-30
15

Fine to medium grained SAND (SP); dark gray; wet; visible
mica grains, lignite laminations at 33.1', 34.5', and 35'

Bentonite
chips

3.9

-35
10

Filterpack(sand)

Increased lignitic laminations from 37.5' to 40' (~1/4" to 1.5"
thick)-40
5

4.1

2-inchPVC
screen(0.010inch)

PIW-8D soil boring terminated at 44.55 feet. Lithologic
descriptions not available beyond this depth.

-450End of Boring at 46.6 feet bgs.

All depths referenced to ground surface.
Total Depth: 46.55 ft bgs

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-9S

SITE LOCATION: Fayetteville, NC

NORTHING: 396148.111

BORING DATE: 6/26/2019 to 6/26/2019

EASTING: 2052251.101

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 76.801 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.532 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 24.75 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD:

Well
Construction

Comments

Well
Cover

0

Hand auger to 5'

Fine to medium grained SAND with silt (SP-SM); grayish
brown with reddish brown; loose; dry; trace rounded pebbles(`~2mm)75-5
CLAY (CL); gray with red; medium stiff; moist
Silty CLAY (CL-ML); grayish brown with reddish brown; stiff;
moist

70

4.3

Silty SAND with trace clay (SP-SC); tannish brown; loose;moist

Cementgrout-102-inchPVC
casingSilty CLAY (CL-ML); reddish brown and reddish gray; soft;
moist

65

4.0

-15

Fine to medium grained SAND trace clay (SP-SC); tannish
white; loose; moist; interbedded with mm-scale clay lenses;
wet at 22.5' to 23'

60
3.0

-20
Bentonite
chips

55

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 40 ft bgs

Page 1 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-9S

SITE LOCATION: Fayetteville, NC

NORTHING: 396148.111

BORING DATE: 6/26/2019 to 6/26/2019

EASTING: 2052251.101

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 76.801 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.532 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 24.75 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 40 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD:

Comments

3.3

CLAY with trace silt (CL); grayish black; firm; moist; trace
lignite-25

Medium to coarse grained SAND (SW); tannish white; loose;
wet; intebedded with mm-scale clay lenses

50
3.8

Filterpack(sand)
2-inchPVC
screen(0.010
inch)

-30

45
Coarse grained SAND (SW); blackish gray; loose; wet; 1 inclay layer at 32.5' and lignitte appears in last inch of run

4.0

-35

Backfill

CLAY (CL); blackish gray; moist; with mm-scale sand layers
and 0.5" lignite layer at 38'

40

-40

End of Boring at 40.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 40 ft bgs

5.0

Page 2 of 2

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-9D

SITE LOCATION: Fayetteville, NC

NORTHING: 396155.974

BORING DATE: 7/2/2019 to 7/3/2019

EASTING: 2052250.911

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 76.748 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.529 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 40 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 49 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Well
Cover

0

Hand auger to 5'. Lithology descriptions from 0-40' taken from
PIW-9S.

Fine to medium grained SAND with silt (SP-SM); grayish
brown with reddish brown; loose; dry; trace rounded pebbles(`~2mm)75-5
CLAY (CL); gray with red; medium stiff; moist
Silty CLAY (CL-ML); grayish brown with reddish brown; stiff;
moist

70

4.3

Silty SAND with trace clay (SP-SC); tannish brown; loose;
moist
-10

Silty CLAY (CL-ML); reddish brown and reddish gray; soft;
moist

65

4.0

-15

Fine to medium grained SAND with trace clay (SP-SC);tannish white; loose; moist; interbedded with mm-scale clay
lenses; wet at 22.5' to 23'

60
3.0

Cementgrout
2-inchPVC
casing

-20

55
3.3

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-9D

SITE LOCATION: Fayetteville, NC

NORTHING: 396155.974

BORING DATE: 7/2/2019 to 7/3/2019

EASTING: 2052250.911

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 76.748 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.529 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 40 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 49 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

CLAY with trace silt (CL); grayish black; firm; moist; trace
lignite-25

Medium to coarse grained SAND (SW); tannish white; loose;
wet; intebedded with mm-scale clay lenses

50
3.8

-30

45
Coarse grained SAND (SW); blackish gray; loose; wet; 1 inclay layer at 32.5' and lignitte appears in last inch of run

4.0

-35

40

CLAY (CL); blackish gray; moist; with mm-scale sand layers
and 0.5" lignite layer at 38'

-40

5.0

Coarse grained SAND with trace mica (SP); gray with brown;loose; wet; redoximorphic features

Heaving sands
Filterpack(sand)
2-inchPVC
screen(0.010
inch)

35

-45

30

Bentonite
chips

CLAY (CL); blackish brown with black; stiff; moist; laminatedMedium to coarse grained SAND with trace mica (SP); darkgray; medium dense; moist

Backfill(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-9D

SITE LOCATION: Fayetteville, NC

NORTHING: 396155.974

BORING DATE: 7/2/2019 to 7/3/2019

EASTING: 2052250.911

GEOLOGIST: Brandon Peach

GROUND ELEVATION: 76.748 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 79.529 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 40 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 49 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Medium to coarse grained SAND with trace mica (SP); darkgray; medium dense; moist (continued)-50

PIW-9D soil boring terminated at 49.0 feet. Lithologic
descriptions not available beyond this depth.

25-55
End of Boring at 56.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 55.95 ft bgs

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-10S

SITE LOCATION: Fayetteville, NC

NORTHING: 395104.674

BORING DATE: 6/24/2019 to 6/24/2019

EASTING: 2052297.041

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 73.304 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.451 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 7 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 59 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

75

Comments

Well
Cover

0

CLAY with sand (CL); reddish brown with gray; stiff; moist

Hand auger to 5'.
Cementgrout
2-inchPVC
casing70

Bentonite
chips

-5

5.0

65
Silty SAND (SW-SM); orangeish brown to light brown; moist;homogenous-10

Fine to medium grained Silty SAND (SW-SC); gray; damp;
mm-scale interlayers of gray silty clay

3.5

CLAY trace gravel (CL); black and gray; very stiff; moist;
medium plasticity

5.0

60

Filterpack(sand)
2-inchPVC
screen(0.010
inch)

-15

55

-20

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-10S

SITE LOCATION: Fayetteville, NC

NORTHING: 395104.674

BORING DATE: 6/24/2019 to 6/24/2019

EASTING: 2052297.041

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 73.304 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.451 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 7 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 59 ft

Lithologic Description

CLAY trace gravel (CL); black and gray; very stiff; moist;
medium plasticity (continued)

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

5.0

50

-25
CLAY trace fine to medium sand (CL); black and gray; stiff;
moist

5.0

Medium to coarse grained SAND (SP); black and gray; loose;
wet

45

-30

CLAY (CH); black and gray; stiff; moist; mica-rcih interlayer at
31'

5.0

40

-35

0.0

35

-40

5.0

30

-45

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-10S

SITE LOCATION: Fayetteville, NC

NORTHING: 395104.674

BORING DATE: 6/24/2019 to 6/24/2019

EASTING: 2052297.041

GEOLOGIST: Rohit Warrier

GROUND ELEVATION: 73.304 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.451 (feet NAVD88)

DRILLER NAME: Brian Thomas

TOTAL WELL DEPTH: 7 ft

DRILLING METHOD: Direct Push/ Hollow Stem Auger

TOTAL BORING DEPTH: 59 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

SAMPLING METHOD: Dual Tube

Well
Construction

Comments

CLAY (CH); black and gray; stiff; moist; mica-rcih interlayer at31' (continued)
25
Lithology described from sonic cores 49-59'-50

Medium to coarse grained SAND (SP); black and gray;medium stiff; moist; quartz rich grains and trace mica, lignite
present, well-sorted

15' of heaving sands

20

-55

15

CLAY (CL); gray; stiff to dense; medium plasticity
End of Boring at 59.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 3 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-10D

SITE LOCATION: Fayetteville, NC

NORTHING: 395098.787

BORING DATE: 7/2/2019 to 7/2/2019

EASTING: 2052293.844

GEOLOGIST: Allison Vo

GROUND ELEVATION: 73.339 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.199 (feet NAVD88)

DRILLER NAME: Isaac Young

TOTAL WELL DEPTH: 53 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 59 ft

Lithologic Description

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

Well
Cover

75

0

Hand auger to 5'. Lithologic descriptions from soil borings
co-located with PIW-10S.

CLAY with sand (CL); reddish brown with gray; stiff; moist; lowplasticity

70

-5

5.0

65
Silty SAND (SW-SM); orangeish brown to light brown; moist;homogenous, well-sorted-102-inchPVC
casingFine to medium grained Silty SAND (SW-SC); moist;
interbedded with gray silty clay

3.5

CLAY with trace gravel (CL); black and gray; very stiff; moist;
medium plasticity

5.0

60

-15

55

-20

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 1 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-10D

SITE LOCATION: Fayetteville, NC

NORTHING: 395098.787

BORING DATE: 7/2/2019 to 7/2/2019

EASTING: 2052293.844

GEOLOGIST: Allison Vo

GROUND ELEVATION: 73.339 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.199 (feet NAVD88)

DRILLER NAME: Isaac Young

TOTAL WELL DEPTH: 53 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 59 ft

Lithologic Description

CLAY with trace gravel (CL); black and gray; very stiff; moist;
medium plasticity (continued)

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

5.0

50
Cementgrout-25
CLAY (CL); black and gray; stiff; moist; medium plasticity;interbedded with fine to medium grained sand and silt

5.0

Medium to coarse grained SAND (SP); black and gray; wet

45

CLAY (CH); black and gray; stiff; moist; mica-rcih seam at 31'
-30

5.0

40

-35

0.0

35

-40

5.0

30

-45

(Continued Next Page)
All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 2 of 3

BORING LOG

Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: 919-870-0576

BOREHOLE ID: PIW-10D

SITE LOCATION: Fayetteville, NC

NORTHING: 395098.787

BORING DATE: 7/2/2019 to 7/2/2019

EASTING: 2052293.844

GEOLOGIST: Allison Vo

GROUND ELEVATION: 73.339 (feet NAVD88)

DRILLING CONTRACTOR: Cascade

TOC ELEVATION: 76.199 (feet NAVD88)

DRILLER NAME: Isaac Young

TOTAL WELL DEPTH: 53 ft

DRILLING METHOD: Direct Push / Sonic

TOTAL BORING DEPTH: 59 ft

Lithologic Description

CLAY (CH); black and gray; stiff; moist; mica-rcih seam at 31'(continued)

Recovery (ft)

BOREHOLE DIA: 8.25"

Pattern

PROJECT NO: TR0795

Depth
(ft)

RIG TYPE: Geoprobe 7822DT

Elev.
(ft,
NAVD88)PROJECT NAME: Onsite Black Creek Characterization

Well
Construction

SAMPLING METHOD: Dual Tube

Comments

5.0

25
Lithology described from sonic cores 49-59'-50

Medium to coarse grained SAND (SP); black and gray;medium stiff; moist; quartz rich grains and trace mica
Medium grained SAND (SP); black and gray; moist;
well-sorted, lignite, micaceous

Bentonite
chips

20

-55

15

Filterpack(sand)
2-inchPVC
screen(0.010inch)

CLAY (CL); gray; stiff; medium plasticity
End of Boring at 59.0 feet bgs.

All depths referenced to ground surface.
Total Depth: 59 ft bgs

Page 3 of 3

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/30/2019: 7/30/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

GRAPHIC

Project Number: 449338

Depth
in
feet

146.630145.631

144.632

143.633

4

142.634

5141.635

140.636

7

139.637

8138.638

9137.63910136.6310

135.6311

134.6312

133.6313

132.6314

131.6315130.6316

129.6317

128.6318

19

127.631920

126.6320

125.6321

DESCRIPTION

USCS

Surf.
Elev.
146.627

Depth
in
feet

0
1

0-2' SILTY SAND: Light tan/gray.

SM

2
3

2-12' CLAYEY SAND: Yellowish brown(7.5YR 5/4), soft, sub-angular, damp.

LOG OF BORING: PW-01(Page 1 of 1)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-01
TOC Elev: : 149.547
Expandable
Plug
PVC
Casing: NC SP Coordinates: 399064.799: 2049654.303
: 21'
: 22'
: 146.627 / 149.547

Well Construction
Information
WELL RISER
Material
Diameter

Bentonite
Grout

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (11-21')

WELL CONSTRUCTION

6

Clay content decreases with depth.

Riser

SC

11
12
13
14

At 11', intermittent oxidation color
change to yellowish brown (10YR 6/4).

SC

12-20.5' SAND WITH SILT:
Pale brown (10YR 6/3), very fine to finegrained sand, very firm, loose/soft,
damp/moist.

15

09-11-2019 F:\Logs\Fayetteville\PW-01.bor

16
17
18

21
22

Medium to coarse grained at 16'.

SP

Color change to light pale purple at 18'.

20.5-22' CLAY: Black/very dark brown(10YR 2/1), stiff/firm, plastic, damp.
Lignite layer at 21.5'.
End of boring at 22'.

Bentonite
Seal

CL

22

Sand
Filer Pack
ScreenBentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-7': 7-9': 9-21'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started: 7/29/2019

Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/30/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-02(Page 1 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-02
TOC Elev: : 146.431

Depth
in
feet

143.760142.761

141.762

140.763

139.764

5138.765

6137.7667

136.767

135.768

9134.76910133.761011132.76

11

BentoniteGrout131.76

12

Riser

13

130.7613

14

129.7614

15

128.7615

127.7616

126.7617125.7618

124.7619

123.7620

122.7621

121.7622

120.7623

119.762401

DESCRIPTION
0-2' SILTY SAND:Light tan/gray, loose, very fine to finegrained.

USCS

Surf.
Elev.
143.764

Depth
in
feet

SM

2
3
4

2-15' CLAYEY SAND:
Yellowish brown (7.5YR 5/4),
soft, sub-angular, very fine to finegrained, damp.

8

Expandable
Plug
PVC
Casing16
17

Increasing to medium grained withdepth.

15-23' SILTY CLAY:
Dark grayish brown (7.5YR 4/2) withsand and mica, stiff, firm, damp.

09-10-2019 F:\Logs\Fayetteville\PW-02.bor

18
19

CH

20
21
22
23
24
25

Clayey sand lens at 21'.

23-24' SILTY CLAY: Very dark gray
(10YR 3/1).
24-30' CLAY: Black (10YR 2/1), stiff,
firm, plastic, damp.

CH
CL
25

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (50-60')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

SC

12: NC SP Coordinates: 399779.064: 2050649.466
: 60'
: 67'
: 143.764 / 146.431: 0-45.5': 45.5-47.5': 47.5-60'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/29/2019: 7/30/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

GRAPHIC

Project Number: 449338

Depth
in
feet

25

118.7625

26

117.7626

116.7627

28

115.7628

29

114.762930

113.7630

31112.7631

111.7632

110.7633

34

109.763435

108.7635

36

107.7636

106.7637

38

105.7638

39

104.7639

40

103.764041102.764142101.764243100.76

43

44

99.76

44

45

98.76

45

97.76

46

96.76

47

95.76

48

94.76

49

DESCRIPTION

USCS

Surf.
Elev.
143.764

Depth
in
feet

27

LOG OF BORING: PW-02(Page 2 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-02
TOC Elev: : 146.431

33

30-45' CLAYEY SAND:
Moderate to dark reddish brown (5R 4/3& 3/4), very fine to fine grained, soft,
loose, moist to saturated.

37

09-10-2019 F:\Logs\Fayetteville\PW-02.bor

SC

46
47
48
49
50

45-60' SILTY SAND:Light brownish gray (10YR 6/2) from45-51', very fine to fine grained, loose,
soft, moist to saturated.

Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (50-60')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout

Riser

Bentonite
Seal

SM

50

Well Construction
Information
WELL RISER

CL32: NC SP Coordinates: 399779.064: 2050649.466
: 60'
: 67'
: 143.764 / 146.431

Sand
Filer Pack

: 0-45.5': 45.5-47.5': 47.5-60'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/29/2019: 7/30/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

GRAPHIC

Project Number: 449338

Depth
in
feet

93.76

50

92.76

51

91.76

52

90.76

53

89.76

54

88.76

55

87.76

56

86.76

57

58

85.76

58

59

84.76

59

60

83.76

60

82.76

61

81.76

62

63

80.76

63

64

79.76

64

78.76

65

77.76

66

76.76

67

68

75.76

68

69

74.76

69

70

73.76

70

71

72.76

71

72

71.76

72

73

70.76

73

74

69.76

74

DESCRIPTION

USCS

Surf.
Elev.
143.764

Depth
in
feet

50

LOG OF BORING: PW-02(Page 3 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-02
TOC Elev: : 146.431

SM51

Oxidation layer (orange) at 51'.

52
53

SM

54
55

Color change to brownish gray at 55'.

56
57
SM

61
62

60-65' CLAY: Black (10YR 2/1), stiff,
firm, mica present, damp. Lignite layer
at 61'.
CL

65
66

09-10-2019 F:\Logs\Fayetteville\PW-02.bor

67

75

65-67' SILTY SAND:
Very dark gray (10YR 3/1), soft, loose,micaceous, damp to moist.
End of boring at 67'.

SM

75

: NC SP Coordinates: 399779.064: 2050649.466
: 60'
: 67'
: 143.764 / 146.431

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN

Sand
Filer Pack
ScreenMaterial
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (50-60')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-45.5': 45.5-47.5': 47.5-60'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/23/2019: 7/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 1 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-03
TOC Elev: : 147.967

Depth
in
feet

144.970

143.971

142.972

141.973140.974

139.975

6138.976

7137.97

7

136.978

135.979

134.9710

11133.97

11

Bentonite
Grout

12

132.97

12

Riser

131.9713130.9714129.9715

16

128.9716

17127.9717

126.9718

125.9719

124.9720

21

123.9721

22122.972223

121.9723

24

120.9724

DESCRIPTION

USCS

Surf.
Elev.
144.968

Depth
in
feet

0
1

0-2' SILTY SAND: Sand with silt.

SM

2

4

2-7.5' CLAYEY SAND: Yellowish red
brown (7.5YR 5/4), fine to medium tocoarse grained, loose to stiff, friable,
red oxidation, damp.

5

Clay lens at 5'.

3

8
9
10

13

7.5-12.5' SAND: Yellowish brown(10YR 5/3), poorly sorted, medium tocoarse grained, soft, loose, damp to
moist. At 9', yellowish red (10YR 6/6),
fine grained sand, well sorted,
saturated.

1412.5-16' CLAY WITH SAND:Light brownish gray (10YR 3/1), redoxidation (7.5YR 5/8) reddish yellow.

15

Sand lens at 15'.

18
09-10-2019 F:\Logs\Fayetteville\PW-03.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-03

19

SC

SP

CL

16-28' CLAY:
Dark gray (10YR 3/1), very stiff, hard,moderate to high plasticity, sub-angular
blocks, damp.

20
CL

25

25

Expandable
Plug
PVC
Casing: NC SP Coordinates: 397339.809: 2050765.319
: 45'
: 67'
: 144.968 / 147.967

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (35-45')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-31': 31-33': 33-45'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/23/2019: 7/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

25

DESCRIPTION
25-35' CLAY continued:

26
27

Surf.
Elev.
144.968

Depth
in
feet

119.9725

118.9726

117.9727

116.9728

115.9729

114.9730

31113.9731

32

112.9732

33

111.9733

34110.973435

109.9735

108.9736

107.9737

106.9738

105.9739

104.9740

103.9741102.974243101.974344100.97

44

45

99.97

45

98.97

46

97.97

47

48

96.97

48

49

95.97

49

28

Clay with gravel and lignite layer at 28'.

29
30

36
37
38

Clay with silt and trace of mica at 30'.

CL

35-45' SILTY SAND:
Bluish light gray, well sorted, very fine
to fine grained, soft, loose, trace of
mica, moist.

39
40

SM

41
42

09-10-2019 F:\Logs\Fayetteville\PW-03.bor

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338

46
47

Lignite layer at 42'.

45-50' CLAY:
Black, firm, stiff, damp.
CL

50

50

LOG OF BORING: PW-03(Page 2 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-03
TOC Elev: : 147.967: NC SP Coordinates: 397339.809: 2050765.319
: 45'
: 67'
: 144.968 / 147.967

Well Construction
Information
WELL RISER

Bentonite
Grout

Material
Diameter

: PVC
: 2"

WELL SCREEN

Riser

Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (35-45')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Seal

Sand
Filer Pack
Screen: 0-31': 31-33': 33-45'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/23/2019: 7/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

GRAPHIC

Project Number: 449338

Depth
in
feet

94.97

50

93.97

51

92.97

52

91.97

53

90.97

54

89.97

55

88.97

56

57

87.97

57

58

86.97

58

85.97

59

84.97

60

83.97

61

82.97

62

63

81.97

63

64

80.97

64

65

79.97

65

66

78.97

66

77.97

67

68

76.97

68

69

75.97

69

70

74.97

70

71

73.97

71

72

72.97

72

73

71.97

73

74

70.97

74

DESCRIPTION

USCS

Surf.
Elev.
144.968

Depth
in
feet

50
51
52
53

50-54' SILTY SAND:
Medium to dark gray, well sorted,
medium to coarse grained, trace of
mica, loose, stiff, intermittent lignite
lenses, moist to saturated.

SM

54
55
56

59
60
61

54-58' CLAY:
Black with blue mottling, firm, stiff,
intermittent sand lenses, damp.

CL58-67' SAND:Light gray to olive gray with intermittent
dark gray lignite layers, well sorted,very fine to fine grained, trace of mica,
moist to saturated.

62
SP

09-10-2019 F:\Logs\Fayetteville\PW-03.bor

67

75

End of boring at 67'.

75

LOG OF BORING: PW-03(Page 3 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-03
TOC Elev: : 147.967: NC SP Coordinates: 397339.809: 2050765.319
: 45'
: 67'
: 144.968 / 147.967

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (35-45')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-31': 31-33': 33-45'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/23/2019: 7/24/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

0
1
2
3
4

DESCRIPTION
0-18' SAND:
Brown (10YR 5/3), fine to coarse
grained, poorly sorted, loose, soft,
damp to moist.
Becomes more coarse with depth.
Intermittent clay lenses.

Surf.
Elev.
94.736

Depth
in
feet

94.74

0

93.74

1

92.74

2

91.74

3

90.74

4

5

89.74

5

6

88.74

6

7

87.74

7

8

86.74

8

85.74

9

84.74

10

83.74

11

82.74

12

81.74

13

80.74

14

79.74

15

SP

9
10
11
12
13
14

Color change at 12', clean sand.
Reddish yellowish oxidation at 14'.

15
16

78.74

16

Color change to olive/dark brown andbecomes coarser grained at 17'.

77.74

17

76.74

18

18-27' SILTY SAND:
Bluish light gray to olive, medium tocoarse grained, loose, soft, trace of
mica, moist.

75.74

19

74.74

20

73.74

21

72.74

22

71.74

23

70.74

24

25

69.74

25

26

68.74

26

27

67.74

27

66.74

28

65.74

29

64.74

30

63.74

31

17
18
19
20
21
22

SM

23
24
09-11-2019 F:\Logs\Fayetteville\PW-04.bor

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338

28
29
30
31
32

Very fine to fine grained at 24'.

27-30' CLAY:
Dark gray/black, trace of mica, firm,
stiff, moist.
30-32' SILTY SAND:Light gray, very fine to fine grained.
End of boring at 32'.

CL

SM

32

LOG OF BORING: PW-04(Page 1 of 1)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-04
TOC Elev: : 97.751
Expandable
Plug
PVC
Casing: NC SP Coordinates: 394659.549: 2050940.657
: 27'
: 32'
: 94.736 / 97.751

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN

Bentonite
Grout

Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (17-27')

WELL CONSTRUCTION

Riser

Bentonite
Seal

Sand
Filer Pack
ScreenBentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-13': 13-15': 15-27'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started: 7/26/2019

Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/26/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 1 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-05
TOC Elev: : 150.336: NC SP Coordinates: 395873.1: 2047812.929
: 75'
: 77'
: 147.158 / 150.336

Depth
in
feet

147.160

146.161

145.162

Material
Diameter

144.16

3

WELL SCREEN

143.164

142.16

5

Material
DiameterSlot Size
Length6141.166

7140.167

8139.168

9138.169

10137.161011136.161112135.1612

134.1613

133.1614

132.1615

131.1616130.1617

129.1618

19

128.161920

127.1620

126.1621

125.1622

124.1623

123.1624

122.1625

26

121.1626

27

120.1627

28

119.1628

29

118.1629

DESCRIPTION

USCS

Surf.
Elev.
147.158

Depth
in
feet

0
1

0-2' SILTY SAND: Brown, loose, damp.

SM

2
3
4
5

13
14
15
16
17
18

21
22
09-10-2019 F:\Logs\Fayetteville\PW-05.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-05

23

2-12.5' CLAYEY SAND: Yellowish
brown (7.5YR 5/6), fine to medium
grained, loose, sub-angular blocky
grains, damp.

SC12.5-14' CLAYEY SILT WITH SAND:
Pinkish gray (7.5YR 6/2), sub-angular
blocky grains, pink oxidation, damp.
14-20' SAND WITH SILT:
Well sorted, (5Y 6/3), very fine to finegrained sand, loose, soft, damp.
Very pale brown (10YR 8/2) at 15'.
Yellow (10YR 8/6) at 16'.

ML

SM

Silt decreases with depth.

20-45.5' SAND WITH SILT:Light gray (10YR 7/1), medium tocoarse grained, intermittment orange
oxidation layers.

24
25

30

SM

30

Expandable
Plug
PVC
CasingWell Construction
Information
WELL RISER
: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (65-75')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout
Riser

: 0-60.5': 60.5-63': 63-75'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/26/2019: 7/26/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 2 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-05
TOC Elev: : 150.336: NC SP Coordinates: 395873.1: 2047812.929
: 75'
: 77'
: 147.158 / 150.336

Depth
in
feet

30

117.1630

31116.1631

WELL RISER

32

115.1632

Material
Diameter

114.1633

WELL SCREEN

113.163435

112.1635

Material
DiameterSlot Size
Length36111.163637110.1637

109.1638

39

108.1639

40

107.1640

41106.164142105.164243104.1643

44103.164445102.1645

46

101.1646

100.16

47

99.16

48

98.16

49

50

97.16

50

51

96.16

51

52

95.16

52

94.16

53

93.16

54

92.16

55

91.16

56

57

90.16

57

58

89.16

58

59

88.16

59

DESCRIPTION

USCS

Surf.
Elev.
147.158

Depth
in
feet

33
34

38

47
48
49

09-11-2019 F:\Logs\Fayetteville\PW-05.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-05

53
54
55
56

60

Medium to coarse grained with depth.

Moisture content increases with depth.

45.5-52' SILTY CLAY:
Very dark gray (5Y 3/1) , trace amountof sand and mica present, soft, firm,
plastic, damp to moist.

SMCH

52-70' SAND:
Yellowish brown (10YR 6/6), silt andmica present, well sorted, very fine tofine grained, loose, soft, micaceous,moist to saturated.
SP

60

Well Construction
Information

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (65-75')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout
Riser

: 0-60.5': 60.5-63': 63-75'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/26/2019: 7/26/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 3 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-05
TOC Elev: : 150.336: NC SP Coordinates: 395873.1: 2047812.929
: 75'
: 77'
: 147.158 / 150.336

Depth
in
feet

60

87.16

60

61

86.16

61

62

85.16

62

63

84.16

63

WELL SCREEN

83.16

64

65

82.16

65

Material
DiameterSlot Size
Length

66

81.16

66

67

80.16

67

79.16

68

78.16

69

77.16

70

76.16

71

75.16

72

74.16

73

73.16

74

72.16

75

71.16

76

70.16

77

78

69.16

78

79

68.16

79

80

67.16

80

81

66.16

81

82

65.16

82

83

64.16

83

84

63.16

84

85

62.16

85

86

61.16

86

87

60.16

87

88

59.16

88

89

58.16

89

DESCRIPTION

64

68

SP

Color change to dark gray at 68'.

69
70
71
72
73

USCS

Surf.
Elev.
147.158

Depth
in
feet

SP
70-71' CLAY: Dark gray, firm.
71-75' SAND:
Dark gray, well sorted, medium tocoarse grained, very loose, micaceous,lignite with clay layer at 73', very moist.

CL

SP

74
75
76
77

09-10-2019 F:\Logs\Fayetteville\PW-05.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-05

90

75-77' CLAY.
End of boring at 77'.

CL

90

Bentonite
Grout

Bentonite
Seal
Riser

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (65-75')

WELL CONSTRUCTION

Sand
Filer Pack

ScreenBentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-60.5': 60.5-63': 63-75'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started: 7/29/2019

Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/29/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

01

DESCRIPTION
0-5' SILTY SAND:Light gray, poorly sorted.

2
3
4
5
6
7
8
9
10
11

16
17

09-10-2019 F:\Logs\Fayetteville\PW-06.bor

35
36
37
38
39
40

142.76141.76137.76136.76135.76134.76

Coarseness increases with depth.

133.76SP

132.76131.76130.76129.76

Orange oxidation layer at 16'.

128.76127.76126.76125.76124.76

Light tan, well sorted, very fine to finegrained at 20'.

123.76122.76

SP

121.76120.76
119.76118.76117.76116.7627-35' SILTY CLAY:
Black to very dark brown (10YR 2/1),
stiff, firm, plastic, damp to moist.

115.76

Lignite layer at 34'.
35-37' SAND WITH SILT:
Very dark gray (10YR 3/1), loose, soft,
very fine to fine grained, micaceous,damp to moist.
End of boring at 37'.

SP

4
5
6
7
8
9

Well: PW-06
TOC Elev: : 147.691
Expandable
Plug
PVC
Casing

Riser

Bentonite
Seal

18
19
20
21
22
23
24
25
26
27
28
29

33

110.7634

109.76107.763536
37106.7638

105.7639
40

Well Construction
Information
WELL RISER
: PVC
: 2"

WELL SCREEN

Bentonite
Grout

14
15
16
17

: NC SP Coordinates: 392868: 2045288.765
: 29'
: 37'
: 144.755 / 147.691

Material
Diameter

12
13

111.76108.76

NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

10
11112.76113.76(Page 1 of 1)

2
3

30
31
32

114.76

CH

33
34

0
1

138.76

26
27

30
31
32

144.76139.76

5-27' SAND WITH SILT:Light grayish brown (10YR 6/2), loose,
soft, fine to coarse grained, poorly
sorted, damp to moist.

23
24
25

28
29

Depth
in
feet

140.76

18
19
20
21
22

Surf.
Elev.
144.755

143.76

ML

12
13
14
15

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338

LOG OF BORING: PW-06

Sand
Filer Pack
ScreenMaterial
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (19-29')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-15': 15-17': 17-29'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/24/2019: 7/24/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Brandon Weidner: Brandon Weidner

Depth
in
feet

144.9

0

143.9

1

142.9

2

141.9

3

140.9

4

139.9

5

138.9

6

137.9

7

136.9

8

135.9

9

134.9

10

133.9

11

132.9

12

131.9

13

14

130.9

14

15

129.9

15

128.9

16

127.9

17

126.9

18

125.9

19

124.9

20

21

123.9

21

22

122.9

22

23

121.9

23

120.9

24

DESCRIPTION

USCS

Surf.
Elev.
144.9

Depth
in
feet

0
1
2
3
4

0-2.5' SILTY SAND:
Red yellow (7.5YR 5/8), fine grained,
damp.

SM

2.5-7' SAND:
Red yellow (7.5YR 5/8), trace of clay,
intermittent clay lens throughout, damp.
SP

5
6
7
8

7-10' SAND:
Brown (7.5YR 5/3), fine to medium
grained, wet.

10
11
12
13

16
17
18

10-27' SAND:
Pinkish gray (7.5YR 8/2) to light gray at
14', fine to medium sand at 13' thenback to fine sand at 14', intermittent claylens throughout (>3mm), dry.
Light gray (7.5YR 8/2), fine grained
sand at 15'.

At 16', orange brown, very fine sand,damp.
Light gray to gray, fine grained sand,
damp.

SP

NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-07
TOC Elev: : 148.16
Expandable
Plug
PVC
CasingSandy clay at 20'.

25

White (8/1), very fine sand, heavy
metals present.

SP
25

Well Construction
Information
WELL RISER
: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (28-38')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout

Riser

SP

24

: NC SP Coordinates: 390847.706: 2049258.256
: 38
: 47'
: 144.9 / 148.16

Material
Diameter

SP

19
20

(Page 1 of 2)SP

9

09-10-2019 F:\Logs\Fayetteville\PW-07.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-07

BentoniteSeal: 0-23.5: 23.5-26': 26-38'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/24/2019: 7/24/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Brandon Weidner: Brandon Weidner

Depth
in
feet

119.9

25

118.9

26

117.9

27

116.9

28

115.9

29

30

114.9

30

31

113.9

31

112.9

32

33

111.9

33

34

110.9

34

109.9

35

108.9

36

107.9

37

106.9

38

105.9

39

104.9

40

103.9

41

102.9

42

101.9

43

44

100.9

44

45

99.9

45

98.9

46

97.9

47

48

96.9

48

49

95.9

49

25
26
27
28
29

32

35

DESCRIPTION
Red yellow (7.5YR 7/8), medium
grained sand, coarse grained at 26.5'.
Gray (7.5YR 7/1), wet.
Heavy metals present.

USCS

Surf.
Elev.
144.9

Depth
in
feet

SP

27-37' SAND:
Gray (7.5YR 6/1), medium to coarse
grained, saturated.

At 32', pinkish white (7.5YR),
sub-angular, medium grained, moist.

SP

Light gray at 35'.

36
37
38
39
40
41
42

At 37', orange yellow very fine sand,mica present.
38-39' SAND:
Brown (7.5YR 5/6), fine grained, wet.
39-40' SAND WITH SILT:
Clay lens at 39.5', mica present, damp.

46
47

50

SP
ML

40-46' CLAY WITH SAND:
Dark gray, medium stiff, light gray withmica sand layers throughout.

43
09-10-2019 F:\Logs\Fayetteville\PW-07.bor

GRAPHIC

Project Number: 449338

SC

Brown medium grained sand at 46-47'.
End of boring at 47'.

SC50

LOG OF BORING: PW-07(Page 2 of 2)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-07
TOC Elev: : 148.16

Bentonite
Seal
Riser

: NC SP Coordinates: 390847.706: 2049258.256
: 38
: 47'
: 144.9 / 148.16

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (28-38')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Sand
Filer Pack
Screen: 0-23.5: 23.5-26': 26-38'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started: 8/12/2019

Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/12/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner

LOG OF BORING: PW-09(Page 1 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

DESCRIPTION

0
1
2

Surf.
Elev.

Depth
in
feet

0
1

0-8' SILTY SAND:Light brown to tan, fine grained to 7',
medium grained at 8-9', loose, dry.

SP

5

6

6

7

7

10
11
12

8-9' SAND WITH SILT: Light brown,
medium grained, 1/2" clay lens at 8.5',
damp.
9-11' SAND: Brown, medium grained,
1/2" organic layer at 10', wet.

15

2" organic layer at 15', abundant mica
starting at 15'.

SM

20

Riser

15

18
19

19-21.5': Brown to light brown, fine tomedium grained, abundant mica, wet.
SM

20
21

22

21-5-22.5' SILTY SAND: Gray, fine tomedium grained, abundant mica, wet.

23

2" gray clay lens at 23' and 23.5', firm,
damp.

25

12

17
18-19': Brown, fine grained, abundantmica, wet.

21

24

Bentonite
Grout

16

17

19

11

14

16

18

24-29' SAND: Fine grained, abundantorganics, abundant mica.

Bentonite Grout
Bentonite Seal
Sand Filter Pack

10

13

22
SM

23
24

SP
25

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (44-54')

WELL CONSTRUCTION

9

13
14

Material
DiameterSlot Size
Length8

11-18' SILTY SAND:
Brown, medium grained, trace of mica
from 11-15', wet throughout.

WELL RISER

WELL SCREEN

SP
SP

Well Construction
Information

Material
Diameter

4

5

9Expandable
Plug
PVC
Casing3

4

8

Well: PW-09
TOC Elev: :2

3

09-10-2019 F:\Logs\Fayetteville\PW-09.bor

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates
:
:
: 54'
: 69'
:

: 0-40': 40-42': 42-54'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/12/2019: 8/12/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner

LOG OF BORING: PW-09(Page 2 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

DESCRIPTIONGRAPHIC

Depth
in
feet

USCS

Project Number: 449338

Surf.
Elev.

Depth
in
feet

25

25

26

26

Well: PW-09
TOC Elev: :28

Material
Diameter27
2" clay lens at 28'.

30
31
32
33
34
35
36
37

31-32' SILTY SAND: Gray, fine grained,
abundant mica, 4" clay lens at 31',
coarse sand at 32', firm, moist.
32-34' CLAYEY SAND:
Gray, abundant mica, organics present.
34-35' CLAY: Gray, firm, very finegrained sand lens throughout.
35-39': Dark gray, fine sand layers
throughout, stiff, mica rich, organic richfrom 36-38', damp.

SM

40
41
42

09-10-2019 F:\Logs\Fayetteville\PW-09.bor

43
44
45

31

SC

48

Bentonite
Grout

33
34

CL

Riser

35
36
CL

37
38
39

39-41' SAND WITH CLAY: Dark gray,medium to coarse grained, small claylens throughout, wood fragments at
39.5', wet.
41-42': Coarse grained sand, veryloose, wet.
42-43': Clayey sand, wood fragments,
lignite present, approximate 2" clay lens
at 42.5', wet.

SC

43-46' SAND:
Dark gray, fine grained, loose, micapresent, approximate 3" clay lens at
43.5', wet.

SP

40
41

43
44

46
46-51.5' CLAY:
Dark gray, stiff, trace of mica, damp.

Bentonite
Seal

42

45

47
CL

48

49

49

50

50

: Schedule 40 PVC: 2": 0.010": 10' (44-54')

WELL CONSTRUCTION

32

46
47

30

ML

38
39

Material
DiameterSlot Size
LengthSP2929-31' SILTY SAND:
Brown, fine grained, mica present, wet.

: PVC
: 2"

WELL SCREEN

28

29

Well Construction
Information
WELL RISER

SP
27: NC SP Coordinates
:
:
: 54'
: 69'
:

Sand
Filer Pack

ScreenBentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-40': 40-42': 42-54'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/12/2019: 8/12/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner

LOG OF BORING: PW-09(Page 3 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

DESCRIPTION

50

53
54
55

51.5-53' CLAYEY SAND WITH SILT:
Dark gray, coarse grained, 2" clay lens
at 52', wet.
53-56' CLAY:
Dark gray, stiff, damp.

SC

58
59

51
52

54
CL
55
56

56-59' CLAYEY SAND WITH SILT:Light gray, fine to medium grained, traceof mica, damp.
59-62': Very fine to fine grained.

57
58
SC

59

60

60

61

61

62

62

63
64

62-65.5' SILTY CLAY:
Light gray, stiff, mica present, damp.

63
CH

65
66
67
68
09-10-2019 F:\Logs\Fayetteville\PW-09.bor

Depth
in
feet

53

56
57

Surf.
Elev.

69

Well: PW-09
TOC Elev: :Well Construction
Information

50
CL

51
52

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates
:
:
: 54'
: 69'
:

64
65

65.5-69' CLAYEY SAND WITH SILT:
Fine to medium grained, loose at 68.5',
abundant mica, heavy minerals
abundant, moist.

End of boring at 69'.

66
SC

67
68
69

70

70

71

71

72

72

73

73

74

74

75

75

WELL RISER

Sand
Filer Pack
ScreenMaterial
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (44-54')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-40': 40-42': 42-54'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/8/2019: 8/9/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner(Page 1 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-10R
TOC Elev: 75.9

: NC SP Coordinates: 398516.115: 2051936.585
: 68'
: 79'
: 73.28 / 75.9

Depth
in
feet

73.28

0

72.28

1

71.28

2

Material
Diameter

3

70.28

3

WELL SCREEN

4

69.28

4

68.28

5

Material
DiameterSlot Size
Length

67.28

6

7

66.28

7

8

65.28

8

64.28

9

63.28

10

62.28

11

61.28

12

60.28

13

14

59.28

14

15

58.28

15

57.28

16

56.28

17

55.28

18

54.28

19

53.28

20

52.28

21

51.28

22

50.28

23

49.28

24

48.28

25

47.28

26

27

46.28

27

28

45.28

28

29

44.28

29

DESCRIPTION

USCS

Surf.
Elev.
73.28

Depth
in
feet

0
1
2

5
6

9
10

0-3.5' SILTY SAND:
Brown, fine grained, loose, organicroots present, damp.

SM

3.5-9' CLAYEY SAND:Light brown, fine grained, firm chunks
that break apart, 3" clay lens at 8', dry.
SC

9-11' CLAYEY SAND:
Gray, fine grained, mica present, damp.

SC

11
12

11-15.5' SAND:
Orange brown, medium grained, moist.

13

16

SP

15.5-18' SAND: Gray, medium grained,
lignite layers at 17.5' and 16', moist.

17
18
19
20
21

SP

18-20' CLAY:
Dark gray with light gray, fine sand lensthroughout, firm.

CL20-21' SAND: Brown, medium grained,
wet.

SP

22
09-24-2019 F:\Logs\Fayetteville\PW-10R.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-10R

23
24
25
26

30

21-34' CLAY: Dark gray clay with finegrained and light gray sand lens, firm.
CL30

Expandable
Plug
PVC
CasingWell Construction
Information
WELL RISER
: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (57-67')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout
Riser

: 0-52.5': 52.5-54.5': 54.5-68'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/8/2019: 8/9/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner(Page 2 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-10R
TOC Elev: 75.9

: NC SP Coordinates: 398516.115: 2051936.585
: 68'
: 79'
: 73.28 / 75.9

Depth
in
feet

30

43.28

30

31

42.28

31

WELL RISER

41.28

32

Material
Diameter

33

40.28

33

WELL SCREEN

34

39.28

34

38.28

35

Material
DiameterSlot Size
Length

37.28

36

36.28

37

35.28

38

34.28

39

33.28

40

32.28

41

31.28

42

30.28

43

29.28

44

28.28

45

27.28

46

26.28

47

25.28

48

49

24.28

49

50

23.28

50

51

22.28

51

52

21.28

52

53

20.28

53

54

19.28

54

55

18.28

55

56

17.28

56

57

16.28

57

15.28

58

14.28

59

DESCRIPTION

32

35
36
37

USCS

Surf.
Elev.
73.28

Depth
in
feet

CL

34-38.5' SAND: Dark gray, fine grained,moist, wood fragments at 35', abundantmica, light gray layer at 37.5', wood
fragments at 38.5'.

SP

38
39
40
41
42
43
44

38.5-39.5' CLAYEY SAND: Dark gray,fine grained, damp, wood fragment
present, abundant mica.

SC39.5-42' CLAY: Dark gray, firm, sandlayer at 41', wood fragments at 39.5',
damp.
42-44.5': Layers of light gray, finesands, interbedded.

45
46
47

44.5-57': Fine sand from 45.5-45' and at46', damp.

48

09-24-2019 F:\Logs\Fayetteville\PW-10R.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-10R

58
59
60

CL

57-59' SAND: Dark gray, medium
grained, abundant mica, moist.
59-60' CLAY: Dark gray, firm, micapresent.

SP
CL

60

Well Construction
Information

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (57-67')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout

Riser

Bentonite
Seal

Sand
Filer Pack

Screen: 0-52.5': 52.5-54.5': 54.5-68'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/8/2019: 8/9/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner(Page 3 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-10R
TOC Elev: 75.9

: NC SP Coordinates: 398516.115: 2051936.585
: 68'
: 79'
: 73.28 / 75.9

Depth
in
feet

13.28

60

12.28

61

WELL RISER

11.28

62

Material
Diameter

10.28

63

9.28

64

65

8.28

65

66

7.28

66

67

6.28

67

68

5.28

68

4.28

69

3.28

70

71

2.28

71

72

1.28

72

.28

73

-.72

74

-1.72

75

-2.72

76

-3.72

77

-4.72

78

-5.72

79

-6.72

80

81

-7.72

81

82

-8.72

82

83

-9.72

83

84

-10.728485-11.7285

86-12.7286

87-13.7287

88-14.7288

89-15.7289

DESCRIPTION

USCS

Surf.
Elev.
73.28

Depth
in
feet

60
61
62

60-67.5' CLAYEY SAND: Light gray,medium grained, moist.

63
SC

64

69
70

73
74
75
76

67.5-72' SILTY CLAY:
Light gray, hard.

CH

72-75' CLAYEY SAND: Light gray, finegrained transitioning to medium grained
at 75', firm from 72-74.5', loose at 75'.
75-78.5': Light gray, fine grained, firm.

SC

77
78
79
80

09-24-2019 F:\Logs\Fayetteville\PW-10R.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-10R

90

78.5-79' SILTY CLAY: Light gray, hard.
End of boring at 79'.

CH

90

Sand
Filer Pack
ScreenWell Construction
Information

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (57-67')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-52.5': 52.5-54.5': 54.5-68'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/25/2019: 7/26/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 1 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-11
TOC Elev: : 73.263: NC SP Coordinates: 394354.363: 2052226.721
: 64'
: 77'
: 70.187 / 73.263

Depth
in
feet

70.19

0

69.19

1

68.19

2

Material
Diameter

3

67.19

3

WELL SCREEN

4

66.19

4

65.19

5

Material
DiameterSlot Size
Length

64.19

6

63.19

7

62.19

8

61.19

9

60.19

10

59.19

11

58.19

12

13

57.19

13

14

56.19

14

15

55.19

15

54.19

16

53.19

17

18

52.19

18

19

51.19

19

50.19

20

21

49.19

21

22

48.19

22

23

47.19

23

46.19

24

25

45.19

25

26

44.19

26

27

43.19

27

28

42.19

28

29

41.19

29

DESCRIPTION

USCS

Surf.
Elev.
70.187

Depth
in
feet

0
1
2

5

0-4' SILTY SAND: Brown (10YR 5/3),
trace of clay, very fine to fine grained,
sub-angular blocky, damp.

4-6' SAND WITH SILT: Light brown(10YR 6/4), very fine to fine grained,
loose, damp.

SM

SP

6
7
8

6-10' SILTY SAND WITH CLAY:
Grayish brown (10YR 5/1), very fine tofine grained, sub-angular blocky, damp.

SM

9
10
11
12

10-65' SAND WITH SILT:Light yellowish brown (10YR 6/4), traceof clay, loose, sub-angular, damp.

16
17

At 17, medium to coarse grained withdepth, intermittent clay lenses.

20

09-10-2019 F:\Logs\Fayetteville\PW-11.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-11

24

30

SP

At 24', intermittent light gray to lightyellowish brown.

30

Expandable
Plug
PVC
CasingWell Construction
Information
WELL RISER
: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (53-63')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout
Riser

: 0-49': 49-51': 51-64'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/25/2019: 7/26/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 2 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-11
TOC Elev: : 73.263: NC SP Coordinates: 394354.363: 2052226.721
: 64'
: 77'
: 70.187 / 73.263

Depth
in
feet

40.19

30

39.19

31

WELL RISER

38.19

32

Material
Diameter

37.19

33

WELL SCREEN

34

36.19

34

35

35.19

35

Material
DiameterSlot Size
Length

36

34.19

36

37

33.19

37

DESCRIPTION

USCS

Surf.
Elev.
70.187

Depth
in
feet

30
31
32
33

SP
At 32', color change to dark yellowish
brown (10YR 4/5), medium to coarse
grained increases with depth.

38

32.19

38

39

31.19

39

40

30.19

40

41

29.19

41

28.19

42

27.19

43

26.19

44

25.19

45

24.19

46

23.19

47

48

22.19

48

49

21.19

49

50

20.19

50

51

19.19

51

18.19

52

17.19

53

54

16.19

54

55

15.19

55

14.19

56

13.19

57

58

12.19

58

59

11.19

59

42

SP

43
44

4" black clay layer at 44', firm, stiff,
damp.

45
46
47

52
09-10-2019 F:\Logs\Fayetteville\PW-11.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-11

53

56
57

60

At 46.5', sand with silt, medium tocoarse grained, color change (10YR
3/1).

At 52', very dark gray, moist.
Thick lignite and clay layer.

At 56', intermittent organic matter, blackcolor with wood chips present, lignite
layers.

SP

60

Well Construction
Information

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (53-63')

WELL CONSTRUCTION

Bentonite
Grout

Riser

Bentonite
Seal

Sand
Filer Pack

ScreenBentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-49': 49-51': 51-64'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/25/2019: 7/26/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 3 of 3)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-11
TOC Elev: : 73.263: NC SP Coordinates: 394354.363: 2052226.721
: 64'
: 77'
: 70.187 / 73.263

Depth
in
feet

60

10.19

60

61

9.19

61

62

8.19

62

7.19

63

WELL SCREEN

64

6.19

64

65

5.19

65

Material
DiameterSlot Size
Length

4.19

66

3.19

67

2.19

68

1.19

69

.19

70

71

-.81

71

72

-1.81

72

73

-2.81

73

74

-3.81

74

-4.81

75

-5.81

76

-6.81

77

78

-7.81

78

79

-8.81

79

80

-9.81

80

81

-10.8181

82-11.8182

83-12.8183

84-13.8184

85-14.8185

86-15.8186

87-16.8187

88-17.8188

89-18.8189

DESCRIPTION

SP

63

66
67
68
69

65-75' SILTY SAND:Light bluish gray (2.5Y 6/1), clay andtraces of mica present, sub-angular
blocky, very stiff and dense, damp to
moist.
Friable when dry.
SM

70

75
76
77

90

USCS

Surf.
Elev.
70.187

Depth
in
feet

09-10-2019 F:\Logs\Fayetteville\PW-11.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-11

75-77' CLAYEY SILT: Bluish dark gray
(2.5Y 4/1), sand and trace of micapresent, sub-angular, stiff, damp.
End of boring at 77'.

ML

90

Sand
Filer Pack
ScreenWell Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (53-63')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-49': 49-51': 51-64'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/30/2019: 8/1/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

Depth
in
feet

148.050

147.051

146.052145.053

144.054

143.055142.05

6

141.057140.0589139.05910138.0510

11

137.0511

12136.0512

12-35' SAND WITH SILT:
Yellowish brown (7.5YR 6/3), very fine
to fine grained, loose, soft, damp to
moist.

135.0513134.0514133.0515

At 16', changes to medium to coarse
grained, color lightens.

132.051601

DESCRIPTION
0-2' SILTY SAND:Light gray and tan, loose.

USCS

Surf.
Elev.
148.054

Depth
in
feet

SM

2
3
4
5

2-12' CLAYEY SAND:
Yellowish brown (7.5YR 5/4), very fine
to fine grained, soft, sub-angular
blocky, damp.

6
SC

7
8

13
14
15
16
17

Clay content decreases with depth.

131.051718130.051819129.0519

128.0520127.052122126.0522

23

125.0523

124.0524

25

123.0525

26

122.0526

121.0527

28

120.0528

29

119.052930

118.0530

31

117.0531

116.0532

115.0533

114.0534

20
21

At 20', pale brown (10YR 6/3), coarse
grained sand.

SP

24

09-10-2019 F:\Logs\Fayetteville\PW-12.bor

GRAPHIC

Project Number: 449338

27

32
33
34
35

At 27', Intermittent thin clay lenses.

6" black clay layer at 33', firm, stiff,
damp, followed by a 6" dark gray silty
clay layer that has orange oxidationveins, firm, stiff, damp.

35

LOG OF BORING: PW-12(Page 1 of 5)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-12
TOC Elev: : 150.61
Expandable
Plug
PVC
Casing: NC SP Coordinates: 399500.447: 2047063.51: 119': 147': 148.054 / 150.61

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (109-119')WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout
Riser

: 0-103': 103-106': 106-119'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/30/2019: 8/1/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 2 of 5)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-12
TOC Elev: : 150.61: NC SP Coordinates: 399500.447: 2047063.51: 119': 147': 148.054 / 150.61

Depth
in
feet

113.0535

112.0536

WELL RISER

111.0537

Material
Diameter

38

110.0538

39

109.0539

108.0540

107.0541

106.0542105.0543104.0544103.0545102.0546

101.0547100.05

48

49

99.05

49

50

98.05

50

51

97.05

51

35
36
37

40
41
42
43
44
45
46
47
48

52

DESCRIPTION
34-39' SAND:
Yellowish brown, fine to medium
grained, loose, soft, damp to moist.

39-44' CLAYEY SAND WITH SILT:
Dark to very dark gray (10YR 3/1),
soft, loose, damp to moist.
Intermittent clay with mica lenses
throughout, black, stiff, firm, damp to
moist.

USCS

Surf.
Elev.
148.054

Depth
in
feet

SP

SC

44-82' SAND WITH SILT:
Yellowish brown (10YR 5/6), fine tomedium grained, loose, damp to moist.
Intermittent laminated silty clay, darkgray lenses throughout.

At 51.5', lignite layer, color change toolive black/brownish black (5Y 2/1).

96.05

52

53

95.05

53

54

94.05

54

55

93.05

55

56

92.05

56

91.05

57

90.05

58

59

89.05

59

60

88.05

60

61

87.05

61

86.05

62

85.05

63

64

84.05

64

65

83.05

65

66

82.05

66

81.05

67

80.05

68

79.05

69

57
58

09-10-2019 F:\Logs\Fayetteville\PW-12.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-12

62
63

67
68
69
70

At 57', light olive gray (5Y 6/1), loose,saturated.

At 62.5', Lignite layer followed byinterbedded laminated silty clay
lenses/layers.

Lignite layer at 68'.
Very fine to fine grained at 68.5'.

SP70

Well Construction
Information

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (109-119')WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout
Riser

: 0-103': 103-106': 106-119'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/30/2019: 8/1/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 3 of 5)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-12
TOC Elev: : 150.61: NC SP Coordinates: 399500.447: 2047063.51: 119': 147': 148.054 / 150.61

Depth
in
feet

78.05

70

77.05

71

WELL RISER

76.05

72

Material
Diameter

73

75.05

73

74

74.05

74

75

73.05

75

72.05

76

71.05

77

70.05

78

69.05

79

DESCRIPTION

70
71
72

USCS

Surf.
Elev.
148.054

Depth
in
feet

SP
Changes to medium to coarse grainedwith depth.

76

SP

77
78
79
80

At 79', interbedded laminated silty clay
layer then back to very fine to finegrained.

68.05

80

81

67.05

81

82

66.05

82

83

65.05

83

64.05

84

63.05

85

62.05

86

61.05

87

60.05

88

59.05

89

58.05

90

57.05

91

56.05

92

55.05

93

54.05

94

53.05

95

52.05

96

51.05

97

98

50.05

98

99

49.05

99

84
85

84-94' CLAY:
Olive gray (5YR 2/1), stiff, plastic, firm,
damp.

86
87
CL

88
89
90

At 90', intermittent lignite and sand layer.

91
92
93

At 92', Lignite layer.

94
95
96
09-11-2019 F:\Logs\Fayetteville\PW-12.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-12

97

100

94-123' SAND WITH SILT:
Olive gray (5Y 4/1), very fine to finegrained, interbedded laminated silty
clay.

SP

48.05

100

101

47.05

101

102

46.05

102

103

45.05

103

104

44.05

104

105

105

Well Construction
Information

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (109-119')WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Grout

Riser

BentoniteSeal: 0-103': 103-106': 106-119'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/30/2019: 8/1/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado

Depth
in
feet

43.05

105

42.05

106

41.05

107

40.05

108

39.05

109

110

38.05

110

111

37.05

111

112

36.05

112

113

35.05

113

114

34.05

114

33.05

115

116

32.05

116

117

31.05

117

118

30.05

118

29.05

119

28.05

120

27.05

121

26.05

122

25.05

123

24.05

124

23.05

125

22.05

126

21.05

127

20.05

128

19.05

129

130

18.05

130

131

17.05

131

16.05

132

133

15.05

133

134

14.05

134

DESCRIPTION

105

USCS

Surf.
Elev.
148.054

Depth
in
feet

SP

106
107
108
109

Lignite layer at 108'.
Increasing grain size with depth.

SP

115

119
120

Coarse grained 118-119'.
Large pieces of lignite with clay
119-122'.

121
122

Sand lense 122-123'.

123
124
125
126
127

123-130' CLAY:
Olive gray, stiff, plastic, firm, damp.
Coarse grained sand layer at 126'.
Lignite layer from 127-129'.

CL

128
129

09-10-2019 F:\Logs\Fayetteville\PW-12.bor

GRAPHIC

Project Number: 449338

132

Silty clay from 129-130'.
130-143' CLAYEY SAND WITH SILT:Light olive gray, very fine to finegrained, loose, moist.

SC

135

13.05

135

136

12.05

136

137

11.05

137

10.05

138

9.05

139

138
139
140

Clay lense at 139'.

140

LOG OF BORING: PW-12(Page 4 of 5)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-12
TOC Elev: : 150.61: NC SP Coordinates: 399500.447: 2047063.51: 119': 147': 148.054 / 150.61

Well Construction
Information

Bentonite
Seal

WELL RISER

Riser

Material
Diameter

: PVC
: 2"

WELL SCREEN

Sand
Filer Pack

ScreenMaterial
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (109-119')WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-103': 103-106': 106-119'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 7/30/2019: 8/1/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Danielle Delgado: Danielle Delgado(Page 5 of 5)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-12
TOC Elev: : 150.61: NC SP Coordinates: 399500.447: 2047063.51: 119': 147': 148.054 / 150.61

Depth
in
feet

140

8.05

140

141

7.05

141

WELL RISER

6.05

142

Material
Diameter

5.05

143

4.05

144

3.05

145

2.05

146

1.05

147

.05

148

149

-.95

149

150

-1.95

150

151

-2.95

151

152

-3.95

152

153

-4.95

153

154

-5.95

154

155

-6.95

155

156

-7.95

156

157

-8.95

157

158

-9.95

158

159

-10.95159

160-11.95160

161-12.95161

162-13.95162

163-14.95163

164-15.95164

165-16.95165

166-17.95166

167-18.95167

168-19.95168

169-20.95169

170-21.95170

171-22.95171

172-23.95172

173-24.95173

174-25.95174

DESCRIPTION

USCS

Surf.
Elev.
148.054

Depth
in
feet

SC

142
143
144
145

143-147' SILTY CLAY WITH SAND:
Olive gray (5Y 4/1), firm, hard, damp.

146
147
148

09-10-2019 F:\Logs\Fayetteville\PW-12.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-12

175

End of boring at 147'.

CH

175

Well Construction
Information

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (109-119')WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-103': 103-106': 106-119'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/20/2019: 8/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Bret Nemeth: Bret Nemeth

LOG OF BORING: PW-13(Page 1 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

DESCRIPTION

01
2

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338

Surf.
Elev.

Depth
in
feet

0
0-5' CLAYEY SAND:
Brown, medium dense, trace of gravel,
poorly sorted, medium grained, moist.

1

4

4

5

5
CL

7
8
9

Bentonite Grout
Bentonite Seal
Sand Filter Pack

9

10

10

11

11

Bentonite
Grout

12

12

Riser

13

14

14

15

15

16

16

17

Becoming coarse grained and medium
dense at 17'.

17

18

18

19

19

20

20

21
22
23

21
20-27' SAND:
Brown and tan, medium dense, coarse
grained, well sorted, moist.

22
SW
23

24

24

25

25

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (120-130')

WELL CONSTRUCTION

6

SW

09-11-2019 F:\Logs\Fayetteville\PW-13.bor

Material
DiameterSlot Size
Length813

WELL RISER

WELL SCREEN

7
7-20' SAND:
Tan, loose, fine grained, well sorted,moist.

Well Construction
Information

Material
Diameter

2
3

6

Expandable
Plug
PVC
CasingSC

3

5-7' SANDY CLAY:
Brown, stiff, slightly plastic, moist.

Well: PW-13
TOC Elev: :: NC SP Coordinates::: 130': 147':: 0-115': 115-118': 118-130'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/20/2019: 8/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Bret Nemeth: Bret Nemeth

LOG OF BORING: PW-13(Page 2 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

DESCRIPTION

25

28
29

SW

32
33

Depth
in
feet

Material
Diameter

SW

28

28.75-29.5' CLAY: Brown, highly
plastic, soft, wet.

CH

29

Material
DiameterSlot Size
Length30
29.5-40' SAND: Brown, loose, coarse
grained, well sorted, moist.
Becoming more tan at 30.5'.

Bentonite Grout
Bentonite Seal
Sand Filter Pack

32
33

Becoming more tan at 33'.

34

35

35

36

36

Bentonite
Grout

37

Riser

SW
38

38
Becomes brown/tan mottled at 38.75'.

39

40

40

41

41

42

40-45.5': Brown/tan mottled, loose, wellsorted, coarse grained, moist.

42

43

43

44

44

45

45

46
47
48
49
50

45.5-47' CLAYEY SAND: Brown,
medium dense, well sorted, medium
grained, moist.
47-51' SAND: Brown, loose, wellsorted, coarse grained, moist.
Becoming red/brown/tan mottled at 49'.

SC

46
47
48

SW
49
50

: Schedule 40 PVC: 2": 0.010": 10' (120-130')

WELL CONSTRUCTION

31

Becoming more brown at 32'.

: PVC
: 2"

WELL SCREEN

34

39

Well Construction
Information
WELL RISER

27

37

09-11-2019 F:\Logs\Fayetteville\PW-13.bor

Well: PW-13
TOC Elev: :26

27-28.75' SAND: Brown, medium dense,coarse grained, well sorted with traceof gravel, moist.

30
31

Surf.
Elev.

25

26
27

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates::: 130': 147':: 0-115': 115-118': 118-130'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/20/2019: 8/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Bret Nemeth: Bret Nemeth

LOG OF BORING: PW-13(Page 3 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

DESCRIPTION

50GRAPHIC

Depth
in
feet

USCS

Project Number: 449338

Surf.
Elev.

Depth
in
feet

Well: PW-13
TOC Elev: :52

WELL RISER

51

51-62' SILTY SAND: Red, medium
dense, coarse grained, well sorted,moist.

Material
Diameter

52

53

53

54

54

55

At 55.5', becoming more brown, wet.

Material
DiameterSlot Size
LengthBentonite Grout
Bentonite Seal
Sand Filter Pack

56
57

58

58

59

59

60
61
62
63
64
65

60

60-62': Reddish brown, medium dense,coarse grained, well sorted, trace ofclay at 61'.
62-64' CLAY: Gray, stiff, moderately
plastic, moist.

CH

09-11-2019 F:\Logs\Fayetteville\PW-13.bor

68
69
70
71
72

Bentonite
Grout

62

Riser

64

64-66.5' SAND: Gray, dense, medium
grained, well sorted, trace of silt, moist.
SW

66
67

61

63

65
66

66.5-67' CLAY: Dark gray, stiff, highly
plastic, moist.
67-69' SILTY SAND: Dark gray, dense,
medium grained, well sorted, wet.

CH
SM

67
68
69

69-79.5' CLAY: Gray, stiff, highly
plastic, moist.

70

At 70', dark gray, very stiff, micaceous.

71
CH

72

73

73

74

74

75

75

: Schedule 40 PVC: 2": 0.010": 10' (120-130')

WELL CONSTRUCTIONSM
At 57', becoming reddish brown.

: PVC
: 2"

WELL SCREEN

55

56
57

Well Construction
Information

50
SW

51

: NC SP Coordinates::: 130': 147':: 0-115': 115-118': 118-130'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/20/2019: 8/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Bret Nemeth: Bret Nemeth

LOG OF BORING: PW-13(Page 4 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

75
76

DESCRIPTION

Depth
in
feet

CH

79

79

82
83
84
85
86

79.5-81' SILTY SAND: Dark gray,dense, coarse grained, well sorted,
wet.

SM

81-82.75' CLAY: Dark gray, very stiff,
highly plastic, micaceous, moist.

CH82

82.75-83.5' SILTY SAND: Dark gray,dense, coarse grained, well sorted,wet.
83.5-85' CLAY: Dark gray, very stiff,
highly plastic, micaceous, moist.
85-86.5' SILTY SAND: Dark gray,dense, coarse grained, well sorted withtrace of clay, moist.

SM8386.5-91' CLAY: Dark gray, very stiff,
highly plastic, micaceous, moist.

89

CH

Bentonite
Grout

87

Riser

CH

89

91

91

92

92

94

93
SM

94

95

95

96

96

97
98
99
100

97
97-99' CLAY: Dark gray, very stiff,
highly plastic, micaceous, moist.
99-110.5' SILTY SAND: Dark gray,dense, coarse grained, well sorted,some clay, wet.

Bentonite Grout
Bentonite Seal
Sand Filter Pack

86

88

CH

98
99

SM
100

: Schedule 40 PVC: 2": 0.010": 10' (120-130')

WELL CONSTRUCTION

84

90

91-97' SILTY SAND: Gray, dense,coarse grained, well sorted, trace oforganic erratics, moist.

Material
DiameterSlot Size
Length

85
SM

: PVC
: 2"

WELL SCREEN

80

90

93

Material
Diameter

81

87
88

Well Construction
Information
WELL RISER

77
78

81

Well: PW-13
TOC Elev: :

76

78

80

09-11-2019 F:\Logs\Fayetteville\PW-13.bor

Surf.
Elev.

75

Gray to dark gray, very stiff, highly
plastic, micaceous, moist.

77

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates::: 130': 147':: 0-115': 115-118': 118-130'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/20/2019: 8/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Bret Nemeth: Bret Nemeth

LOG OF BORING: PW-13(Page 5 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

100
101

DESCRIPTION

Surf.
Elev.

Depth
in
feet

102

103

103

104

104
SM

106

107

107

108

108

109

109

110

110

112
113
114

CH
SC

117
118
119
120
121

117.75-118.5' CLAY: Dark gray, very
stiff, highly plastic, moist to wet.
118.5-118.75' SAND: Red, dense,
medium grained, well sorted, wet.

Bentonite
Grout

Riser

111
112

114

SW

116
117

CH
SW

119
Sand
Filer Pack

121
CH

122

123

123

124

124
Becoming wet at 125'.

Bentonite
Seal

118

120

125

: Schedule 40 PVC: 2": 0.010": 10' (120-130')

WELL CONSTRUCTION

113

118.75-125.5' CLAY: Dark gray, very
stiff, highly plastic, micaceous, moist.

122

125

Material
DiameterSlot Size
Length115
115-117.75' SAND: Light gray, medium
dense, medium grained, well sorted,moist.

: PVC: 2"

WELL SCREEN

CH

115
116

Material
Diameter

105

106

110.5-111.5' CLAY: Dark gray, very
stiff, highly plastic, micaceous, moist.
111.5-112' SAND WITH CLAY: Dark
gray, dense, medium grained, wellsorted, wet.
112-115' CLAY: Dark gray, very stiff,
highly plastic, micaceous, moist.

Well Construction
Information
WELL RISER

101

102

111

Well: PW-13
TOC Elev: :100

100-110.5': Dark gray silty sand withsome clay, dense, coarse grained, wellsorted, wet.

105

09-11-2019 F:\Logs\Fayetteville\PW-13.bor

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates::: 130': 147':

ScreenBentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-115': 115-118': 118-130'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/20/2019: 8/23/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Bret Nemeth: Bret Nemeth

LOG OF BORING: PW-13(Page 6 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

DESCRIPTION

125
126
127
128
129

125.5-126' SILTY SAND: Gray, dense,
medium grained, well sorted, wet.
126-127' CLAY: Dark gray, very stiff,
highly plastic, moist to wet.
127-130' SILTY SAND: Light gray,dense, medium grained, well sorted,
wet.

CH
SM

132
133

Depth
in
feet

126

128
SM
129

130-140' SILTY CLAY: Gray, stiff,
moderately plastic, moist.

131
132

Cape Fear Confining at 132'.
Becoming light gray.

133
134
CL

135

136

136

137

137

138

138

139

139

140

140

141
142
143
144

140-142' SILTY CLAY: Light gray, stiff,
moderately plastic, moist.
142-142.5' SILTY SAND: Light gray,dense, fine grained, well sorted, wet.

SM

142

144
CL

146

141

143

142.5-147' SILTY CLAY: Light gray,stiff, moderately plastic, moist.

145

147

CL

145
146

End of boring at 147' bgs.

Well Construction
Information

125

130

135

Well: PW-13
TOC Elev: :Sand
Filer Pack

127

134

09-11-2019 F:\Logs\Fayetteville\PW-13.bor

Surf.
Elev.

CH

130
131

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates::: 130': 147'
:

147

148

148

149

149

150

150

ScreenWELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (120-130')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-115': 115-118': 118-130'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/26/2019: 8/27/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Ken Stuart/Bret Nemeth: Ken Stuart/Bret Nemeth

LOG OF BORING: PW-14(Page 1 of 8)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

0
1
2
3
4

DESCRIPTION
0-1' SAND: First inch, topsoil, grass,
and rock then light tan medium grained
sand with little sand silt pockets, slightly
damp.
1-2': No organics.

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338

Surf.
Elev.

Depth
in
feet

0
SP

2-3': Orangish brown fine sand withvery little clay, damp.
3-4': Orangish brown with few rocks,
fine grained sand with little orange
mottling, slightly damp.

Well: PW-14
TOC Elev: :Expandable
Plug
PVC
Casing6
7
8

7-7.5': Tan, fine to medium grained withlittle clay, damp.
7.5-8': Orange, medium grained, damp.
8-8.25': Tan, fine grained, damp.

2

WELL SCREEN

3

Material
DiameterSlot Size
Length108.25-12' SAND:
Gray, fine grained with very little silt,
damp.

7
SP
8

SP

11

12

12
12-15' SAND: Light tan, fine to medium
grained, saturated.

13
SP

14
15
09-11-2019 F:\Logs\Fayetteville\PW-14.bor

10

11

13

16
17
18
19
20

14

15-16' SAND/SANDY CLAY: Orangish
brown fine to coarse sand with very
little clay, saturated, grades to fine tomedium grained sandy clay, soft.
16-17' CLAY: Dark gray withdecreasing sand.
17-17.5' CLAYEY SAND: Tan, fine tomedium grained, damp.

15
SC
16
CL
SC

17
18

CL
17.5-22' CLAY:
Dark gray, stiff, slightly damp.

Bentonite Grout
Bentonite Seal
Sand Filter Pack

6

9

19
20

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (136-146')

WELL CONSTRUCTION

59WELL RISER
Material
Diameter

44-7': Fine to medium grained sand withvery little silt, loose, no organics, slightly
damp.

Well Construction
Information

1

SP
5

: NC SP Coordinates::: 146': 157':

Bentonite
Grout
Riser

: 0-131': 131-134': 134-146'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/26/2019: 8/27/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Ken Stuart/Bret Nemeth: Ken Stuart/Bret Nemeth

LOG OF BORING: PW-14(Page 2 of 8)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

20

DESCRIPTION

23

Depth
in
feet

22.5-27': Slightly stiff, slightly damp.

Material
Diameter

22

WELL SCREEN

23

Material
DiameterSlot Size
Length

24

25

25

26

26
27-28': Fine sand and organic material,
black throughout.

28

28-29.5': Dark gray, fine sandy clay
with black organic material, wood andsand, orange and black.

CL

30
31

29.5-35': Dark gray, stiff, slightly damp.

32

32

33

33

34

34

35
36
37
38
39
40

35

35-36.5': Micaceous, very fine sandyclay.
36.5-37.5': SAND: Light tan, loose,medium grained with very few orangish
brown clay nodules.
37.5-38': SANDY CLAY: Dark gray, finegrained, slightly damp.
38-40' SAND: Gray, loose, fine tomedium grained, micaceous, damp.

Bentonite Grout
Bentonite Seal
Sand Filter Pack

28
29

36
SP
CL

SP

37
38
39
40

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (136-146')

WELL CONSTRUCTION

27

30
31

Well Construction
Information
WELL RISER

22-22.5': Little silt present.

27

Well: PW-14
TOC Elev: :

21

24

29

09-11-2019 F:\Logs\Fayetteville\PW-14.bor

Surf.
Elev.

20

20-22' CLAY: Dark gray, stiff, slightly
damp.

21
22

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates::: 146': 157':

Bentonite
Grout
Riser

: 0-131': 131-134': 134-146'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/26/2019: 8/27/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Ken Stuart/Bret Nemeth: Ken Stuart/Bret Nemeth

LOG OF BORING: PW-14(Page 3 of 8)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

40

DESCRIPTION

CL

42
43

41.5-46.5' SILTY SAND:Light gray, fine grained, micaceous,loose.

44

ML

Depth
in
feet

Material
Diameter

42

WELL SCREEN

43

Material
DiameterSlot Size
Length

44

46

46

49

50

50

51

51

52

52

53

52-53.25' CLAYEY SAND:
Dark gray, slightly damp. Fine to medium
grained, damp.

54
53.25-56.5': Medium to coarse grained.

53

SC

54

55

55

56

56

57

57

58

Bentonite Grout
Bentonite Seal
Sand Filter Pack48

CL

56.5-62' CLAY: Dark gray, stiff.
CL

58

59

59

60

60

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (136-146')

WELL CONSTRUCTION

47
46.5-52' CLAY:
Dark gray, tight, slightly damp.

49

Well Construction
Information
WELL RISER

45

48

Well: PW-14
TOC Elev: :

41

45

47

09-11-2019 F:\Logs\Fayetteville\PW-14.bor

Surf.
Elev.

40

40-41.5': Stiff clay with fine sand.

41

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates::: 146': 157':

Bentonite
Grout
Riser

: 0-131': 131-134': 134-146'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/26/2019: 8/27/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Ken Stuart/Bret Nemeth: Ken Stuart/Bret Nemeth

LOG OF BORING: PW-14(Page 4 of 8)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

DESCRIPTION

60

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338

Surf.
Elev.

Depth
in
feet

Well: PW-14
TOC Elev: :62

62-62.5': Fine to medium grained sandy
clay with lignite at last 2" (chunks >1"),
soft, damp.

CL

63
64

62.5-69' SAND:
Loose, fine to medium grained, very
damp to wet.

WELL RISER

61

Material
Diameter

62

WELL SCREEN

63

Material
DiameterSlot Size
Length

64

65

65

66

66

67

Bentonite Grout
Bentonite Seal
Sand Filter Pack

67

68

70
71
72

68
69-71': Gray, fine to medium sand withmany lignite chunks throughout and little
clay lens, loose, damp.

69
70

Dark gray silty clay with mica present at
71-71.5', stiff.

71

71.5-72.25': Medium to coarse grained,
loose, micaceous.

72

73
74

09-11-2019 F:\Logs\Fayetteville\PW-14.bor

75

73

72.25-77' SILTY CLAY:
Dark gray, stiff.

74
CL

75

76

76

77

77

78
79
80

77-89.5' CLAY: Dark gray, moderately
plastic, very stiff, fissile, micaceous,moist.

78
CH
79
80

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (136-146')

WELL CONSTRUCTION

SC

69

Well Construction
Information

60
CL

61

: NC SP Coordinates::: 146': 157':

Bentonite
Grout
Riser

: 0-131': 131-134': 134-146'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/26/2019: 8/27/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Ken Stuart/Bret Nemeth: Ken Stuart/Bret Nemeth

LOG OF BORING: PW-14(Page 5 of 8)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

80
81

DESCRIPTIONGRAPHIC

Depth
in
feet

USCS

Project Number: 449338

Surf.
Elev.

Depth
in
feet

Well: PW-14
TOC Elev: :Well Construction
Information

80

80-89.5' CLAY:
Dark gray, moderately plastic, very stiff,
fissile, micaceous, moist.

WELL RISER

81

Material
Diameter

82

82

WELL SCREEN

83

83

Material
DiameterSlot Size
Length

84

84

85

85

86

86

87

87

88

88

89

89
89.5-90': Becomes wet, medium stiff.

90
91

90
90-92': Becomes moist and stiff.

91

92

92
92-93': Becomes medium stiff, wet.

93

93-94.5' SAND: Gray, coarse grained,
well sorted, dense, moist.

94
95
96
97
98
99
100

94.5-96.5' CLAY: Dark gray, highly
plastic, stiff, fissile, micaceous, moist.
Becoming very stiff at 96'.
Becoming medium stiff and moderately
plastic at 96.5'.
96.5-97' SAND: Dark gray, coarse
grained, well sorted sand with clay,
dense, moist.
97-97.5' CLAY: Dark gray, medium stiff,
highly plasic, micaceous moist.
97.5-99' SAND: Light gray, medium stiff,coarse grained, dense, well sorted,moist.
99-101' CLAY:

93
SW

94
95

CH
96
SW
CH
SW

97
98
99

CH
100

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (136-146')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter PackCH

09-11-2019 F:\Logs\Fayetteville\PW-14.bor: NC SP Coordinates::: 146': 157':

Bentonite
Grout
Riser

: 0-131': 131-134': 134-146'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/26/2019: 8/27/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Ken Stuart/Bret Nemeth: Ken Stuart/Bret Nemeth

LOG OF BORING: PW-14(Page 6 of 8)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

100
101

DESCRIPTION
Dark gray, medium stiff, highly plastic,
fissile, micaceous, wet.

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338

Surf.
Elev.

Depth
in
feet

Well: PW-14
TOC Elev: :Well Construction
Information

100
CH

WELL RISER

101

Material
Diameter

102

102

WELL SCREEN

103

103

Material
DiameterSlot Size
Length101-108' SAND: Gray, medium grained,
dense, well sorted, micaceous, wet.

Becoming lighter gray at 103.5'.
104

104

105

105

106

106

107
108
109
110
111
112

Trace of silt at 107.5'.

108-108.5' CLAY: Dark gray, very stiff,
highly plastic, micaceous, moist.
108.5-108.75' SANDY CLAY: Dark gray,soft, moderately plastic, wet.
108.75-110' CLAY: Dark gray, very
stiff, highly plastic, fissile, micaceous,moist.
110-111' CLAYEY SAND: Dark gray,dense, medium grained, well sorted,
micaceous, wet.

108
109

CH
110
SC
111
112

113
114

113
111-121.5' CLAY: Dark gray, very stiff,
highly plastic, fissile, micaceous, moist.

114

115

115
CH

116
117

116
Becomes stiff at 117'.

Bentonite Grout
Bentonite Seal
Sand Filter Pack

107

CH
CL

117

118

118

119

119

120

120

: PVC
: 2"

: Schedule 40 PVC: 2": 0.010": 10' (136-146')

WELL CONSTRUCTION

SW

09-11-2019 F:\Logs\Fayetteville\PW-14.bor: NC SP Coordinates::: 146': 157':

Bentonite
Grout
Riser

: 0-131': 131-134': 134-146'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/26/2019: 8/27/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Ken Stuart/Bret Nemeth: Ken Stuart/Bret Nemeth

LOG OF BORING: PW-14(Page 7 of 8)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

120

DESCRIPTION
Dark gray clay, very stiff to stiff, highly
plastic, fissile, micaceous, moist.

121

Surf.
Elev.

Depth
in
feet

Well: PW-14
TOC Elev: :Well Construction
Information

120
CH

WELL RISER

121

Material
Diameter

122

122

WELL SCREEN

123

123

Material
DiameterSlot Size
Length124

121.5-132' SAND:Light gray, medium dense, medium
grained, well sorted, micaceous, moist.

124

125

125

126

126
SW

127

128

129

129

130

130

131

131

132

132

134

132-136.5' SILTY SAND:
Dark gray, medium dense, medium
grained, well sorted, micaceous, moist.

133

SM

135

136

136

138

137
136.5-139.75' CLAY:
Dark gray, stiff, highly plastic, fissile,
micaceous, moist.

CH

139
140

138
139

139.75-143' SILTY SAND:

SM

Riser

Bentonite
Seal

134

135

137

Bentonite
Grout

127

128

133

09-11-2019 F:\Logs\Fayetteville\PW-14.bor

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates::: 146': 157':

140

Sand
Filer Pack

Screen: PVC: 2": Schedule 40 PVC: 2": 0.010": 10' (136-146')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-131': 131-134': 134-146'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/26/2019: 8/27/2019: Sonic: Continuous Core
: Cascade: James Smith: 4472-A: Ken Stuart/Bret Nemeth: Ken Stuart/Bret Nemeth

LOG OF BORING: PW-14(Page 8 of 8)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

140
141

DESCRIPTION
139.75-143' SILTY SAND: Gray,medium dense, coarse grained, wellsorted, becomes medium grained andmicaceous at 140.5', wet.

148

142
143
143-146' CLAYEY SAND: Light gray,medium dense, medium to fine grained,
well sorted, wet.

144
SC
145
146

146-150' SILTY CLAY: Light gray, very
stiff, moderately plastic with finegrained sand, moist.

147
148
149

150

150

151

09-11-2019 F:\Logs\Fayetteville\PW-14.bor

151
150-157': Stiff, slightly plastic with finesand, moist to wet.

CL
152

153

153

154

154

155

155

156

156

157

End of boring at 157' bgs.

Well Construction
Information

Material
Diameter

SM

149

152

Well: PW-14
TOC Elev: :WELL RISER

146
147

Depth
in
feet

141

143

145

Surf.
Elev.

140

142

144

GRAPHIC

Depth
in
feet

USCS

Project Number: 449338: NC SP Coordinates::: 146': 157'
:

157

158

158

159

159

160

160

Sand
Filer Pack
Screen: PVC: 2"WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (136-146')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-131': 131-134': 134-146'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/13/2019: 8/14/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner

GRAPHIC

Project Number: 449338(Page 1 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-15R
TOC Elev: 136.14

Depth
in
feet

133.330132.33

1

131.332

130.333

129.33

4

128.33

5

127.33

6

126.337

125.338

124.33

9

123.33

10122.33

11

Bentonite
Grout

12

121.33

12

Riser

13

120.33

13

119.3314118.3315

16

117.3316

17116.331718

115.3318

114.3319

113.3320

112.3321

111.3322110.3323

109.3324

DESCRIPTION

USCS

Surf.
Elev.
133.33

Depth
in
feet

0
1

0-4' SILTY SAND:
Tan, fine grained, very loose, dry.

2

SM

3
4
5
6
7
8
9
10

4-5' CLAYEY SAND:
Fine grained, damp.
5-6': Orange yellow gray, medium
grained, damp.
6-7' CLAY: Gray, medium stiff, damp.
7-9':
Dark gray, stiff, trace of mica, damp.

9-19':
Dark gray clay with spots of orange
brown at 9-11'.

15

19
20

Dark gray clay interbedded sand layer,
medium coarse, trace of organics, wet
at 14'.

CL

19-25':
Dark gray, medium stiff, organic rich at
19-21'.

21
22
23
24
25

Light gray, interbedded fine sands at
22-23' (>1mm), damp.

CL25

Well Construction
Information
WELL RISER
: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (110-120')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

CL
CL

: NC SP Coordinates: 398900.875: 2051011.753: 120': 139': 133.33 / 136.14

Material
DiameterSC

Stiff, crumbles from 11-12'.

14

Expandable
Plug
PVC
CasingSC

1109-24-2019 F:\Logs\Fayetteville\PW-15R.bor

LOG OF BORING: PW-15R: 0-106': 106-108': 108-120'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/13/2019: 8/14/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner(Page 2 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-15R
TOC Elev: 136.14

Depth
in
feet

108.3325

107.3326

106.3327

105.3328

104.3329

103.3330

102.3331

101.3332

100.33

33

99.33

34

98.33

35

97.33

36

Bentonite
Grout

96.33

37

Riser

95.33

38

94.33

39

93.33

40

92.33

41

91.33

42

90.33

43

44

89.33

44

45

88.33

45

87.33

46

86.33

47

85.33

48

84.33

49

DESCRIPTION

USCS

Surf.
Elev.
133.33

Depth
in
feet

25
26

25-29':
Light gray, damp.

27

CL

28
29
30
31
32
33
34
35

29-31' CLAYEY SAND:
Dark gray, medium grained, wet.

31-32' SAND:
Gray to greenish gray, medium tocoarse grained, loose.
32-33': Light brown, moist.
33-36':White to tan fine grained sand, veryloose.

SC

37
38
39
40

36-39' SILTY SAND:
Yellowish orange, light brown to brown
and red brown color, fine grained,
loose, clay at 36', damp at 39'.
39-41' SAND:
Medium to coarse grained, clay lensthroughout (>1"), wet.

SP

41
42
43

46
47

41-45' CLAY:
Dark gray, medium stiff, interbeddedwith fine sand (>1mm).

45-49' CLAYEY SAND:
Brown, clay lens throughout, ranging
from >1mm to 1".

CL

SC

48
49
50

49-51.5' SILTY SAND: Brown, tan,orange-yellowish, mica rich, moist,
medium to fine grained at bottom.

SM
50

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (110-120')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

SP

SM

Well Construction
Information

Material
DiameterSP

1" clay lens at 36', dry.

: NC SP Coordinates: 398900.875: 2051011.753: 120': 139': 133.33 / 136.14

WELL RISER

SP

36

09-24-2019 F:\Logs\Fayetteville\PW-15R.bor

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-15R: 0-106': 106-108': 108-120'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/13/2019: 8/14/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner

GRAPHIC

Project Number: 449338(Page 3 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-15R
TOC Elev: 136.14

Depth
in
feet

83.33

50

82.33

51

81.33

52

80.33

53

79.33

54

78.33

55

77.33

56

76.33

57

58

75.33

58

59

74.33

59

60

73.33

60

61

72.33

61

Bentonite
Grout

62

71.33

62

Riser

70.33

63

69.33

64

68.33

65

66

67.33

66

67

66.33

67

68

65.33

68

69

64.33

69

63.33

70

62.33

71

61.33

72

60.33

73

59.33

74

DESCRIPTION

USCS

Surf.
Elev.
133.33

Depth
in
feet

50
SM

51
52
53
54
55

51.5-52': Tan, light brown, very finegrained.
52-52.5': Gray color.

SM52.5-62' CLAY:
Dark gray, stiff, interbedded very finelight gray sand, damp.

56
57

63
64
65

CL

62-69' CLAYEY SAND:
Dark gray, fine to medium grained, micarich. Loose sand layers, medium
grained at 65' and 67', both layers are 1'
thick, moist.
SC09-24-2019 F:\Logs\Fayetteville\PW-15R.bor

LOG OF BORING: PW-15R

70
71

69-75' SILTY SAND:
Dark gray, medium grained, moist.
2" organic layer at 70'.
5" clay lens at 71'.
Very fine sand at 72'.

72
73

SM
3" clay lens at 73'.

74
75

7" clay lens at 75'.

75

: NC SP Coordinates: 398900.875: 2051011.753: 120': 139': 133.33 / 136.14

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (110-120')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-106': 106-108': 108-120'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/13/2019: 8/14/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner

GRAPHIC

Project Number: 449338

LOG OF BORING: PW-15R(Page 4 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-15R
TOC Elev: 136.14

Depth
in
feet

58.33

75

57.33

76

56.33

77

78

55.33

78

79

54.33

79

53.33

80

52.33

81

51.33

82

50.33

83

84

49.33

84

85

48.33

85

86

47.33

86

Bentonite
Grout

87

46.33

87

Riser

88

45.33

88

44.33

89

43.33

90

91

42.33

91

92

41.33

92

40.33

93

94

39.33

94

95

38.33

95

96

37.33

96

36.33

97

35.33

98

34.33

99

75
76

DESCRIPTION
75-79' SILTY SAND:
Organic rich layer at 78.5'.

77

80
81

USCS

Surf.
Elev.
133.33

Depth
in
feet

SM

79-88' CLAY:
Dark gray, stiff, mica present,interbedded fine sand layers >1mm
throughout, damp.

82
83

90

88-97' SILTY SAND:
Dark gray to light gray, medium grained,
trace of micas, poorly sorted, moist.

93
09-24-2019 F:\Logs\Fayetteville\PW-15R.bor

SM9797-99': Fine grained.

98
99
100

99-103': Light gray to gray, medium
grained, mica present.

SM
100

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (110-120')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

CL

89

: NC SP Coordinates: 398900.875: 2051011.753: 120': 139': 133.33 / 136.14: 0-106': 106-108': 108-120'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/13/2019: 8/14/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner

GRAPHIC

Project Number: 449338

Depth
in
feet

100

33.33

100

101

32.33

101

DESCRIPTION

USCS

Surf.
Elev.
133.33

Depth
in
feet

SM
102

31.33

102

103

30.33

103

29.33

104

28.33

105

27.33

106

107

26.33

107

108

25.33

108

109

24.33

109

110

23.33

110

22.33

111

21.33

112

20.33

113

19.33

114

115

18.33

115

116

17.33

116

117

16.33

117

15.33

118

14.33

119

13.33

120

12.33

121

11.33

122

10.33

123

9.33

124

104
105

103-109' SILTY SAND:
Trace of clay at 103'.

106

SM

111
112

109-119':
Gray to light gray, medium grained, micapresent, moist, 2" clay lens at 118'.

113
114
SM

09-24-2019 F:\Logs\Fayetteville\PW-15R.bor

118
119
120
121
122
123
124
125

Clay lens at 118'.
119-120': Fine grained.
120-121' CLAY: Dark gray, stiff.
121-123' SILTY SAND:
Dark gray to gray, fine grained, micapresent, moist, approximately 1" claylens at 122.5'.

CLMS

123-125': Medium grained, moist.

125

LOG OF BORING: PW-15R(Page 5 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-15R
TOC Elev: 136.14: NC SP Coordinates: 398900.875: 2051011.753: 120': 139': 133.33 / 136.14

Well Construction
Information
WELL RISER

Bentonite
Grout

Material
Diameter

: PVC
: 2"

WELL SCREEN

Riser

Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (110-120')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

Bentonite
Seal

Sand
Filer Pack
Screen: 0-106': 106-108': 108-120'

DRAFT - Pending
PARSONS INFRASTRUCTURE
4704 Hedgemore Drive

Charlotte, North Carolina 28209
The Chemours Company FC, LLC
Fayetteville
P16 - P18 Delineation Well Drilling Project

Date Started
Date Completed
Drilling Method
Sampling Method
Drilling Firm
Lead Driller
Lead Driller License #Geologist
Boring Log By: 8/13/2019: 8/14/2019: Sonic: Continuous Core
: Cascade: Vern Olsen: 2774-A: Brandon Weidner: Brandon Weidner

GRAPHIC

Project Number: 449338

Depth
in
feet

8.33

125

7.33

126

6.33

127

5.33

128

4.33

129

3.33

130

2.33

131

1.33

132

.33

133

-.67

134

-1.67

135

-2.67

136

137

-3.67

137

138

-4.67

138

-5.67

139

140

-6.67

140

141

-7.67

141

142

-8.67

142

143

-9.67

143

144

-10.67144

145-11.67145

146-12.67146

147-13.67147

148-14.67148

149-15.67

149

125
126
127
128
129
130
131
132
133
134

DESCRIPTION
125-126' CLAY:
Stiff, damp.
126-128' SILTY SAN D:
Dark gray to gray, medium grained,moist, clay lens at 127'.
128-129' CLAY: Stiff, damp,
interbedded light gray, fine grained sand>1mm.
129-132' SILTY SAND:
Very light gray, medium grained, poorly
sorted, wet.

USCS

Surf.
Elev.
133.33

Depth
in
feet

CL
SM
CL

SM

Finer grained at 132'.
132-136' SILTY CLAY:
Light gray, trace of very fine sand, stiff,
damp.

135
CL
136

09-24-2019 F:\Logs\Fayetteville\PW-15R.bor

139

150

136-139': Light gray, stiff, damp.

End of boring at 139'.

150

LOG OF BORING: PW-15R(Page 6 of 6)
NAD83 1983
Northing
Easting
Completed Depth:
Boring Depth
Elevation/TOC

Well: PW-15R
TOC Elev: 136.14: NC SP Coordinates: 398900.875: 2051011.753: 120': 139': 133.33 / 136.14

Well Construction
Information
WELL RISER
Material
Diameter

: PVC
: 2"

WELL SCREEN
Material
DiameterSlot Size
Length: Schedule 40 PVC: 2": 0.010": 10' (110-120')

WELL CONSTRUCTION
Bentonite Grout
Bentonite Seal
Sand Filter Pack

: 0-106': 106-108': 108-120'

APPENDIX E
Slug Test Data

TR0795TABLE E-1
ESTIMATED HYDRAULIC CONDUCTIVITY
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants of NC P.C.

LTW-01
Test 1

Well Information

ManualSlug OutAQTESOLV Input
Slug Test
Results

2.08

2.24

LTW-033

Test 2
ManualSlug Out

Well Diameter (in)Initial Boring Diameter (in)Screen interval (ft BTOC)
Well Depth (ft BTOC)
Confined or Unconfined Aquifer
Aquifer Unit
Ground Surface Elevation
TOC Elevation (ft NAVD 88)
Static Water Level (ft BTOC)
Static Water Level (ft BLS)
Initial Displacement (ft) [AQTESOLV H(0)]TR07953

3

Test 3
Test 4ManualManualSlug Out
Slug Out
2
6
11-26
26
Unconfined
Floodplain Deposits
51.22
53.83
16.24
13.63
2.10

2.13

3

Test 5ManualSlug Out

Test 1

Test 2

ManualSlug In

ManualSlug Out3

LTW-04
3

Test 3ManualSlug In

Test 4ManualSlug Out

3

Test 5ManualSlug In

3

Test 6ManualSlug Out

2

Test 1
ManualSlug In

2
6
15-30
30
Unconfined
Floodplain Deposits
50.33
52.91
12.85
10.27
2.14

-3.06

2.03

-2.82

2.62

Test 2 2
ManualSlug In

Test 3 2
ManualSlug Out

2
6
12-27
27
Unconfined
Floodplain Deposits
49.34
51.86
8.71
6.19
-3.00

2.53

-3.13

-3.10

2.28

Static Water Column Height (ft) [AQTESOLV H]

9.76

17.15

18.29

Formation Saturated Thickness (ft) [AQTESOLV b]

16

13

41

Vertical-to-Horizontal hydraulic conductivity
anisotropy ratio [AQTESOLV Kv/Kh]

0.1

0.1

0.1

Water level above top of well screen [AQTESOLV
d]

-5.24

2.15

3.29

Screen Length (ft) [AQTESOLV "L"]

15

15

15

Inside Radius of Well Casing (ft) [AQTESOLV r(c)]

0.17

0.17

0.17

Radius of Well (ft) [AQTESOLV r(w)]

0.5

0.5

0.5

Well Skin Radius (ft) [AQTESOLV r(sk)]

0.5

0.5

0.5

Bouwer-Rice (1976)
Hvorslev (1951)
Geometric Mean
Geometric Mean

K (cm/sec)
K (cm/sec)
K (cm/sec)
K (feet/day)

6.10E-04
8.99E-04

1.44E-04
1.94E-04

1.81E-04
2.41E-04
2.43E-04
0.69

1.12E-04
1.79E-04

2.03E-04
2.68E-04

1.30E-03
2.91E-03

Page 1 of 5

1.66E-03
3.34E-03

1.26E-04
1.40E-04
3.02E-04
3.12E-04
4.20E-04
1.19

Test 4 2
ManualSlug In

1.23E-04
2.00E-04

1.28E-04
2.76E-04

1.43E-05
2.04E-05

8.39E-05
3.70E-05
1.17E-04
4.62E-05
5.43E-05
0.15

-2.56

1.05E-04
1.49E-04

September 2019

TABLE E-1
ESTIMATED HYDRAULIC CONDUCTIVITY
Chemours Fayetteville Works, North Carolina

Well Information

2

AQTESOLV Input
Slug Test
Results

TR0795

Test 1
ManualSlug In

Test 3

Test 4ManualSlug Out

ManualSlug In

ManualSlug Out

-2.41

1.91

-2.89

1.91

Test 6ManualManualSlug In
Slug Out
2
6
88-98
98
Confined
Black Creek Aquifer
116.33113.72
83.99
86.60

Well Diameter (in)Initial Boring Diameter (in)Screen interval (ft BTOC)
Well Depth (ft BTOC)
Confined or Unconfined Aquifer
Aquifer Unit
Ground Surface Elevation
TOC Elevation (ft NAVD 88)
Static Water Level (ft BTOC)
Static Water Level (ft BLS)
Initial Displacement (ft) [AQTESOLV H(0)]SMW-12
Test 5

Test 2

-2.56

1.91

Geosyntec Consultants of NC P.C.

LTW-02
Test 3

Test 7

Test 8

Test 9Test 1

Test 2

Pneumaticpsi

Pneumaticpsi

Pneumaticpsi

Pneumaticpsi

Pneumatic
psi

2.67

3.55

3.44

3.99

3.57

Pneumatic Pneumatic
psi
psi
2
6
28-38
38
Confined
Black Creek Aquifer
50.03
52.48
10.31
7.86
3.89

Static Water Column Height (ft) [AQTESOLV H]

14.01

27.69

Formation Saturated Thickness (ft) [AQTESOLV b]

20

15

Vertical-to-Horizontal hydraulic conductivity
anisotropy ratio [AQTESOLV Kv/Kh]

0.1

0.1

Water level above top of well screen [AQTESOLV
d]

4.01

17.69

Screen Length (ft) [AQTESOLV "L"]

10

10

Inside Radius of Well Casing (ft) [AQTESOLV r(c)]

0.17

0.17

Radius of Well (ft) [AQTESOLV r(w)]

0.5

0.5

Well Skin Radius (ft) [AQTESOLV r(sk)]

0.5

0.5

Bouwer-Rice (1976)
Hvorslev (1951)
Geometric Mean
Geometric Mean

K (cm/sec)
K (cm/sec)
K (cm/sec)
K (feet/day)

2.15E-02
2.88E-02

1.72E-02
2.40E-02

2.67E-03
3.56E-03

4.05E-03
5.55E-03

3.84E-03
5.19E-03
1.00E-02
28.38

Page 2 of 5

4.14E-03
5.64E-03

1.72E-02
2.25E-02

1.60E-02
2.17E-02

1.49E-02
2.03E-02

9.45E-03
1.30E-02

Test 4

1.09E-02
1.37E-02

1.05E-02
1.32E-02
1.18E-02
33.32

Test 5
Pneumatic
psi

3.34

4.43

1.04E-02
1.32E-02

1.12E-02
1.30E-02

September 2019Well Information

TABLE E-1
ESTIMATED HYDRAULIC CONDUCTIVITY
Chemours Fayetteville Works, North Carolina

AQTESOLV Input
Slug Test
Results

TR0795

Test 1

Test 2

Test 3

LTW-05
Test 4
Test 5

Test 6

Test 7

Test 8

Test 1

Test 2

ManualSlug In

ManualSlug Out

ManualSlug In

ManualSlug Out

ManualSlug Out

Pneumaticpsi

Pneumaticpsi

Pneumaticpsi

Pneumatic
psi

4.29

3.72

6.72

3.97

ManualSlug In

-1.99

1.99

-2.22

1.82

-2.45

2.01

BCA-01
Test 3

3.84

Static Water Column Height (ft) [AQTESOLV H]

34.38

43.04

Formation Saturated Thickness (ft) [AQTESOLV b]

38

31

Vertical-to-Horizontal hydraulic conductivity
anisotropy ratio [AQTESOLV Kv/Kh]

0.1

0.1

Water level above top of well screen [AQTESOLV
d]

19.38

33.04

Screen Length (ft) [AQTESOLV "L"]

15

10

Inside Radius of Well Casing (ft) [AQTESOLV r(c)]

0.17

0.17

Radius of Well (ft) [AQTESOLV r(w)]

0.5

0.5

Well Skin Radius (ft) [AQTESOLV r(sk)]

0.5

0.5

Bouwer-Rice (1976)
Hvorslev (1951)
Geometric Mean
Geometric Mean

K (cm/sec)
K (cm/sec)
K (cm/sec)
K (feet/day)

1.78E-03
2.25E-03

1.89E-03
2.32E-03

2.67E-03
3.26E-03

1.78E-03
2.40E-03
1.99E-03
2.99E-03
2.02E-03
5.73

Page 3 of 5

1.38E-03
1.71E-03

1.57E-03
2.01E-03

1.46E-03
1.81E-03

4.60E-03
5.23E-03

Test 4

Pneumatic Pneumatic
psi
psi
2
6
101-91
101
Confined
Black Creek Aquifer
143.26146.30
57.96
54.93

2
6
29-44
44
Confined
Floodplain Deposits / Black Creek Aquifer
49.29
52.01
9.62
6.90

Well Diameter (in)Initial Boring Diameter (in)Screen interval (ft BTOC)
Well Depth (ft BTOC)
Confined or Unconfined Aquifer
Aquifer Unit
Ground Surface Elevation
TOC Elevation (ft NAVD 88)
Static Water Level (ft BTOC)
Static Water Level (ft BLS)
Initial Displacement (ft) [AQTESOLV H(0)]Geosyntec Consultants of NC P.C.

3.39E-03
3.62E-03

7.97E-03
9.45E-03
4.07E-03
11.54

Test 5
Pneumatic
psi

3.90

4.99

1.94E-03
2.11E-03

3.57E-03
3.85E-03

September 2019Well Information

TABLE E-1
ESTIMATED HYDRAULIC CONDUCTIVITY
Chemours Fayetteville Works, North Carolina

AQTESOLV Input
Slug Test
Results

TR0795

Test 2

Pneumaticpsi

Pneumatic
psi

4.52

4.31

Test 4

Pneumatic Pneumatic
psi
psi
2
6
102-92
102
Confined
Black Creek Aquifer
145.20148.4273.40
70.18

Well Diameter (in)Initial Boring Diameter (in)Screen interval (ft BTOC)
Well Depth (ft BTOC)
Confined or Unconfined Aquifer
Aquifer Unit
Ground Surface Elevation
TOC Elevation (ft NAVD 88)
Static Water Level (ft BTOC)
Static Water Level (ft BLS)
Initial Displacement (ft) [AQTESOLV H(0)]BCA-02
Test 3

Test 1

6.80

4.99

Geosyntec Consultants of NC P.C.

BCA-04
Test 3

Test 5

Test 1

Test 2

Pneumaticpsi

Pneumaticpsi

Pneumatic
psi

5.10

3.93

3.72

Pneumatic Pneumatic
psi
psi
2
6
104-94
104
Confined
Black Creek Aquifer
147.069
150.241
27.52
24.35
3.52

Static Water Column Height (ft) [AQTESOLV H]

28.60

76.48

Formation Saturated Thickness (ft) [AQTESOLV b]

33

34

Vertical-to-Horizontal hydraulic conductivity
anisotropy ratio [AQTESOLV Kv/Kh]

0.1

0.1

Water level above top of well screen [AQTESOLV
d]

18.60

66.48

Screen Length (ft) [AQTESOLV "L"]

10

10

Inside Radius of Well Casing (ft) [AQTESOLV r(c)]

0.17

0.17

Radius of Well (ft) [AQTESOLV r(w)]

0.5

0.5

Well Skin Radius (ft) [AQTESOLV r(sk)]

0.5

0.5

Bouwer-Rice (1976)
Hvorslev (1951)
Geometric Mean
Geometric Mean

K (cm/sec)
K (cm/sec)
K (cm/sec)
K (feet/day)

7.97E-03
9.77E-03

6.93E-03
8.64E-03

5.80E-03
7.11E-03
7.02E-03
19.90

Page 4 of 5

5.80E-03
7.11E-03

5.47E-03
6.71E-03

2.48E-02
3.06E-02

Test 4

2.69E-02
2.96E-02

2.66E-02
2.92E-02
2.78E-02
78.74

Test 5
Pneumatic
psi

3.49

3.86

2.67E-02
2.93E-02

2.60E-02
2.86E-02

September 2019

TABLE E-1
ESTIMATED HYDRAULIC CONDUCTIVITY
Chemours Fayetteville Works, North Carolina

Geosyntec Consultants of NC P.C.

Notes:
1. Pneumatic slug tests were performed only at locations where well screen was fully saturated. Manual slug tests were performed at all other well locations.
2. Initial displacement suspected to display oscillatory response likely due to inertial effects.
3. Initial displacement response curve suspected to display double-straight line effect due to drainage from filter pack. Analytical solutions are fit to the second-straight line displacement curve representing post-filter drainage, aquifer response.
4. Displacement time curves and AQTESOLV outputs used to summarize results here are included in this Appendix.
5. Abbreviations:
cm/sec - centimeter per second
ft BLS - feet below land surface
NAVD 88 - North American Vertical Datum 1988
ft BTOC - feet below top of casingin - inches
ft - feetft/day - feet per day
K - hydraulic conductivity

TR0795

Page 5 of 5

September 2019

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T1_br.aqt
Date: 08/15/19
Time: 10:40:05
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T1)

Initial Displacement: 6.722 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.0046 cm/sec

y0 = 3.532 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T1_h.aqt
Date: 08/15/19
Time: 10:38:05
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T1)

Initial Displacement: 6.722 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.005228 cm/sec

y0 = 3.275 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T2_br.aqt
Date: 08/15/19
Time: 10:45:01
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T2)

Initial Displacement: 3.967 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.003392 cm/sec

y0 = 1.561 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T2_h.aqt
Date: 08/15/19
Time: 10:44:03
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T2)

Initial Displacement: 3.967 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.003621 cm/sec

y0 = 1.359 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T3_br.aqt
Date: 08/15/19
Time: 10:54:34
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T3)

Initial Displacement: 3.84 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.007972 cm/sec

y0 = 3.63 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T3_h.aqt
Date: 08/15/19
Time: 10:50:10
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T3)

Initial Displacement: 3.84 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.009452 cm/sec

y0 = 3.547 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T4_br.aqt
Date: 08/15/19
Time: 11:13:38
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T4)

Initial Displacement: 3.899 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.001941 cm/sec

y0 = 0.7547 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T4_h.aqt
Date: 08/15/19
Time: 11:12:33
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T4)

Initial Displacement: 3.899 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.002112 cm/sec

y0 = 0.7329 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T5_br.aqt
Date: 08/15/19
Time: 11:25:53
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T5)

Initial Displacement: 4.989 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.003568 cm/sec

y0 = 1.893 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-01\BCA-01-T5_h.aqt
Date: 08/15/19
Time: 11:17:48
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-01
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 31. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-01-T5)

Initial Displacement: 4.989 ft
Total Well Penetration Depth: 43.04 ft
Casing Radius: 0.17 ft

Static Water Column Height: 43.04 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.003847 cm/sec

y0 = 1.724 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T1_br.aqt
Date: 08/15/19
Time: 11:23:09
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T1)

Initial Displacement: 4.519 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.007974 cm/sec

y0 = 4.522 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T1_h.aqt
Date: 08/15/19
Time: 11:23:41
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T1)

Initial Displacement: 4.519 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.009772 cm/sec

y0 = 4.52 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T2_br.aqt
Date: 08/15/19
Time: 11:32:06
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T2)

Initial Displacement: 4.309 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.006933 cm/sec

y0 = 4.115 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T2_h.aqt
Date: 08/15/19
Time: 11:28:23
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T2)

Initial Displacement: 4.309 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.008641 cm/sec

y0 = 4.234 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T3_br.aqt
Date: 08/15/19
Time: 11:30:35
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T3)

Initial Displacement: 6.8 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.005797 cm/sec

y0 = 6.741 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T3_h.aqt
Date: 08/15/19
Time: 11:31:50
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T3)

Initial Displacement: 6.8 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.007108 cm/sec

y0 = 6.741 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T4_br.aqt
Date: 08/15/19
Time: 11:35:36
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T4)

Initial Displacement: 4.991 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.005799 cm/sec

y0 = 4.926 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T4_h.aqt
Date: 08/15/19
Time: 11:35:14
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T4)

Initial Displacement: 4.991 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.007111 cm/sec

y0 = 4.926 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T5_br.aqt
Date: 08/15/19
Time: 11:39:21
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T5)

Initial Displacement: 5.101 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.005472 cm/sec

y0 = 5.132 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-02\BCA-02-T5_h.aqt
Date: 08/15/19
Time: 11:40:04
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-02
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 33. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-02-T5)

Initial Displacement: 5.101 ft
Total Well Penetration Depth: 28.6 ft
Casing Radius: 0.17 ft

Static Water Column Height: 28.6 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.006709 cm/sec

y0 = 5.132 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

30.

60.

90.

120.

150.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T1_br.aqt
Date: 08/15/19
Time: 11:47:45
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T1)

Initial Displacement: 3.929 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.02481 cm/sec

y0 = 3.756 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

30.

60.

90.

120.

150.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T1_br.aqt
Date: 08/15/19
Time: 11:48:15
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T1)

Initial Displacement: 3.929 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.03059 cm/sec

y0 = 3.992 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T2_br.aqt
Date: 08/15/19
Time: 11:59:00
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T2)

Initial Displacement: 3.724 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.02691 cm/sec

y0 = 3.77 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T2_h.aqt
Date: 08/15/19
Time: 11:58:24
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T2)

Initial Displacement: 3.724 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02957 cm/sec

y0 = 3.769 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T3_br.aqt
Date: 08/15/19
Time: 12:01:03
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T3)

Initial Displacement: 3.524 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.02661 cm/sec

y0 = 3.511 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T3_h.aqt
Date: 08/15/19
Time: 12:01:58
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T3)

Initial Displacement: 3.524 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02924 cm/sec

y0 = 3.511 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T4_br.aqt
Date: 08/15/19
Time: 12:03:50
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T4)

Initial Displacement: 3.488 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.02671 cm/sec

y0 = 3.49 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T4_h.aqt
Date: 08/15/19
Time: 12:04:30
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T4)

Initial Displacement: 3.488 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02934 cm/sec

y0 = 3.49 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\BCA-04-T5_BR_con.aqt
Date: 08/15/19
Time: 12:06:17
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T5)

Initial Displacement: 3.864 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.026 cm/sec

y0 = 3.958 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\BCA-04\BCA-04-T5_h.aqt
Date: 08/15/19
Time: 12:07:13
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: BCA-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 34. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BCA-04-T5)

Initial Displacement: 3.864 ft
Total Well Penetration Depth: 76.48 ft
Casing Radius: 0.17 ft

Static Water Column Height: 76.48 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02857 cm/sec

y0 = 3.959 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

140.

280.

420.

560.

700.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T1_br.aqt
Date: 08/14/19
Time: 13:14:54
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T1)

Initial Displacement: 2.082 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.0006097 cm/sec

y0 = 0.4163 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

140.

280.

420.

560.

700.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T1_h.aqt
Date: 08/14/19
Time: 13:15:42
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T1)

Initial Displacement: 2.082 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0008987 cm/sec

y0 = 0.4312 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T2_br.aqt
Date: 08/14/19
Time: 13:17:05
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T2)

Initial Displacement: 2.238 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.0001438 cm/sec

y0 = 0.302 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T2_h.aqt
Date: 08/14/19
Time: 13:18:06
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T2)

Initial Displacement: 2.238 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0001935 cm/sec

y0 = 0.2922 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T3_br.aqt
Date: 08/14/19
Time: 13:19:28
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T3)

Initial Displacement: 2.099 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.0001814 cm/sec

y0 = 0.3695 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T3_h.aqt
Date: 08/14/19
Time: 13:20:21
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T3)

Initial Displacement: 2.099 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0002405 cm/sec

y0 = 0.3523 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T4_br.aqt
Date: 08/14/19
Time: 13:23:01
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T4)

Initial Displacement: 2.131 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0001787 cm/sec

y0 = 0.3372 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

300.

600.

900.

1.2E+3

1.5E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T5_br.aqt
Date: 08/14/19
Time: 13:31:12
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T5)

Initial Displacement: 2.136 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.0002025 cm/sec

y0 = 0.4146 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

300.

600.

900.

1.2E+3

1.5E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-01\LTW-01-T5_h.aqt
Date: 08/14/19
Time: 13:32:08
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-01
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 16. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-01-T5)

Initial Displacement: 2.136 ft
Total Well Penetration Depth: 15. ft
Casing Radius: 0.17 ft

Static Water Column Height: 9.76 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0002677 cm/sec

y0 = 0.412 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T1_br.aqt
Date: 08/14/19
Time: 13:59:07
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T1)

Initial Displacement: 3.989 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.009449 cm/sec

y0 = 3.104 ft

10.

Displacement (ft)

1.

0.1

0.01
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T1_h.aqt
Date: 08/14/19
Time: 14:00:50
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T1)

Initial Displacement: 3.989 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.01296 cm/sec

y0 = 3.292 ft

10.

Displacement (ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T2_br.aqt
Date: 08/14/19
Time: 14:10:14
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T2)

Initial Displacement: 3.57 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.01088 cm/sec

y0 = 3.022 ft

10.

Displacement (ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T2_h.aqt
Date: 08/14/19
Time: 14:09:14
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T2)

Initial Displacement: 3.57 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.01366 cm/sec

y0 = 2.92 ft

10.

Displacement (ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T3_br.aqt
Date: 08/14/19
Time: 14:16:20
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T3)

Initial Displacement: 3.891 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.0105 cm/sec

y0 = 3.24 ft

10.

Displacement (ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T3_h.aqt
Date: 08/14/19
Time: 14:16:55
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T3)

Initial Displacement: 3.891 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.01319 cm/sec

y0 = 3.255 ft

10.

Displacement (ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T4_br.aqt
Date: 08/14/19
Time: 14:23:21
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T4)

Initial Displacement: 3.34 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.01039 cm/sec

y0 = 3.255 ft

10.

Displacement (ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T4_h.aqt
Date: 08/14/19
Time: 14:24:08
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T4)

Initial Displacement: 3.34 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.01322 cm/sec

y0 = 3.239 ft

10.

Displacement (ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T5_br.aqt
Date: 08/14/19
Time: 14:28:11
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T5)

Initial Displacement: 4.43 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.0112 cm/sec

y0 = 3.853 ft

10.

Displacement (ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-02\LTW-02-T5_h.aqt
Date: 08/14/19
Time: 14:28:43
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-02
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 15. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-02-T5)

Initial Displacement: 4.43 ft
Total Well Penetration Depth: 27.69 ft
Casing Radius: 0.17 ft

Static Water Column Height: 27.69 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.01299 cm/sec

y0 = 3.609 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T1_br.aqt
Date: 08/14/19
Time: 14:38:58
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T1)

Initial Displacement: -3.061 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.001303 cm/sec

y0 = -1.604 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T1_h.aqt
Date: 08/14/19
Time: 14:38:19
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T1)

Initial Displacement: -3.061 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.002914 cm/sec

y0 = -1.63 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T2_br.aqt
Date: 08/15/19
Time: 09:00:23
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T2)

Initial Displacement: 2.026 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.001657 cm/sec

y0 = 1.824 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T2_h.aqt
Date: 08/15/19
Time: 09:01:28
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T2)

Initial Displacement: 2.026 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.003344 cm/sec

y0 = 1.808 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-03-T3_BR_unc (4).aqt
Date: 09/18/19
Time: 12:00:34
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T4)

Initial Displacement: -2.825 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 4.128E-6 ft/sec

y0 = -0.2622 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-03-T3_H_unc.aqt
Date: 09/18/19
Time: 12:00:00
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T4)

Initial Displacement: -2.825 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 9.924E-6 ft/sec

y0 = -0.3112 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T4_br.aqt
Date: 08/14/19
Time: 15:10:45
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T4)

Initial Displacement: 2.624 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.0001401 cm/sec

y0 = 0.3456 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T4_h.aqt
Date: 08/14/19
Time: 15:16:18
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T4)

Initial Displacement: 2.624 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0003117 cm/sec

y0 = 0.3735 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

800.

1.6E+3

2.4E+3

3.2E+3

4.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T5_br.aqt
Date: 08/14/19
Time: 15:21:11
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T5)

Initial Displacement: -3.003 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.0001225 cm/sec

y0 = -0.3784 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

800.

1.6E+3

2.4E+3

3.2E+3

4.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T5_h.aqt
Date: 08/14/19
Time: 15:22:05
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T5)

Initial Displacement: -3.003 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0001996 cm/sec

y0 = -0.3345 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T6_br.aqt
Date: 08/14/19
Time: 15:26:22
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T6)

Initial Displacement: 2.532 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.0001277 cm/sec

y0 = 0.3572 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

600.

1.2E+3

1.8E+3

2.4E+33.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-03\LTW-03-T6_h.aqt
Date: 08/14/19
Time: 15:29:39
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-03
Test Date: 07/18/2019
AQUIFER DATA
Saturated Thickness: 13. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-03-T6)

Initial Displacement: 2.532 ft
Total Well Penetration Depth: 17.15 ft
Casing Radius: 0.17 ft

Static Water Column Height: 17.15 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0002756 cm/sec

y0 = 0.3743 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

1.8E+3

3.6E+3

5.4E+3

7.2E+39.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-04\LTW-04-T2_h.aqt
Date: 08/14/19
Time: 15:47:07
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04T2)

Initial Displacement: -3.104 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0001168 cm/sec

y0 = -0.9781 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

4.0E+38.0E+3

1.2E+4

1.6E+42.0E+4

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-04\LTW-04-T1_br.aqt
Date: 08/15/19
Time: 12:27:18
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/15/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04)

Initial Displacement: -3.126 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 1.387E-5 cm/sec

y0 = -0.7751 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

4.0E+38.0E+3

1.2E+4

1.6E+42.0E+4

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-04\LTW-04-T1_h.aqt
Date: 08/14/19
Time: 15:40:20
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/15/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04)

Initial Displacement: -3.126 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 2.038E-5 cm/sec

y0 = -0.8037 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

1.8E+3

3.6E+3

5.4E+3

7.2E+39.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-04-T2_BR_unc (1).aqt
Date: 08/14/19
Time: 15:44:24
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04T2)

Initial Displacement: -3.104 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 8.393E-5 cm/sec

y0 = -1.046 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

1.8E+3

3.6E+3

5.4E+3

7.2E+39.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-04\LTW-04-T2_h.aqt
Date: 08/14/19
Time: 15:56:04
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04T2)

Initial Displacement: -3.104 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0001168 cm/sec

y0 = -0.9781 ft

Displacement (ft)

10.

1.

0.1
0.

1000.

2.0E+33.0E+3

4.0E+3

5.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-04\LTW-04-T3_br.aqt
Date: 08/14/19
Time: 16:03:44
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04T3)

Initial Displacement: 2.276 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 3.7E-5 cm/sec

y0 = 0.9612 ft

Displacement (ft)

10.

1.

0.1
0.

1000.

2.0E+33.0E+3

4.0E+3

5.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-04\LTW-04-T3_br.aqt
Date: 08/14/19
Time: 16:02:13
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04T3)

Initial Displacement: 2.276 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 4.618E-5 cm/sec

y0 = 0.8823 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

1000.

2.0E+33.0E+3

4.0E+3

5.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-04\LTW-04-T4_br.aqt
Date: 08/14/19
Time: 16:06:55
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04-T4)

Initial Displacement: -2.559 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Bouwer-Rice

K = 0.0001048 cm/sec

y0 = -1.664 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

1000.

2.0E+33.0E+3

4.0E+3

5.0E+3Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\LTW-04\LTW-04-T4_h.aqt
Date: 08/14/19
Time: 16:07:42
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-04
Test Date: 07/17/2019
AQUIFER DATA
Saturated Thickness: 41. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-04-T4)

Initial Displacement: -2.559 ft
Total Well Penetration Depth: 18.29 ft
Casing Radius: 0.17 ft

Static Water Column Height: 18.29 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Unconfined

Solution Method: Hvorslev

K = 0.0001486 cm/sec

y0 = -1.676 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

25.

50.

75.

100.

125.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T1_br.aqt
Date: 09/18/19
Time: 11:11:45
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T1)

Initial Displacement: -1.992 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.001779 cm/sec

y0 = -0.8232 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

25.

50.

75.

100.

125.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T1_h.aqt
Date: 09/18/19
Time: 11:24:28
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T1)

Initial Displacement: -1.992 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.00225 cm/sec

y0 = -0.8289 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

100.

200.

300.

400.

500.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T2_br.aqt
Date: 09/18/19
Time: 11:24:53
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T2)

Initial Displacement: 1.989 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.001892 cm/sec

y0 = 1.689 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

100.

200.

300.

400.

500.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T2_h.aqt
Date: 09/18/19
Time: 11:25:26
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T2)

Initial Displacement: 1.989 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.002321 cm/sec

y0 = 1.7 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T3_br.aqt
Date: 09/18/19
Time: 11:26:04
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T3)

Initial Displacement: -2.217 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.002668 cm/sec

y0 = -1.032 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T3_h.aqt
Date: 09/18/19
Time: 11:24:09
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T3)

Initial Displacement: -2.217 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.003257 cm/sec

y0 = -0.9884 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T4_br.aqt
Date: 09/18/19
Time: 11:23:05
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T4)

Initial Displacement: 1.824 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.001779 cm/sec

y0 = 1.558 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

40.

80.

120.

160.

200.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T4_h.aqt
Date: 09/18/19
Time: 11:22:47
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T4)

Initial Displacement: 1.824 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.001991 cm/sec

y0 = 1.339 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

120.

240.

360.

480.

600.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T5_br.aqt
Date: 09/18/19
Time: 11:22:22
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T5)

Initial Displacement: -2.454 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.002398 cm/sec

y0 = -1.09 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

120.

240.

360.

480.

600.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T5_h.aqt
Date: 09/18/19
Time: 11:21:51
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T5)

Initial Displacement: -2.454 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.002991 cm/sec

y0 = -1.08 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T6_br.aqt
Date: 09/18/19
Time: 11:18:35
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T6)

Initial Displacement: 2.01 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.001384 cm/sec

y0 = 1.321 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T6_h.aqt
Date: 09/18/19
Time: 11:16:26
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T6)

Initial Displacement: 2.01 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.001707 cm/sec

y0 = 1.303 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T7_br.aqt
Date: 09/18/19
Time: 11:14:43
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T7)

Initial Displacement: 4.29 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.001573 cm/sec

y0 = 3.322 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T7_h.aqt
Date: 09/18/19
Time: 11:15:39
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T7)

Initial Displacement: 4.29 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.002012 cm/sec

y0 = 3.345 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T8_br.aqt
Date: 09/18/19
Time: 11:12:23
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T8)

Initial Displacement: 3.717 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.001464 cm/sec

y0 = 2.902 ft

Normalized Head (ft/ft)

1.

0.1

0.01
0.

80.

160.

240.

320.

400.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Downloads\LTW-05-T8_h.aqt
Date: 09/18/19
Time: 11:12:57
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: LTW-05
Test Date: 07/16/2019
AQUIFER DATA
Saturated Thickness: 38. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (LTW-05-T8)

Initial Displacement: 3.717 ft
Total Well Penetration Depth: 34.38 ft
Casing Radius: 0.17 ft

Static Water Column Height: 34.38 ft
Screen Length: 15. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.001812 cm/sec

y0 = 2.858 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

10.

20.

30.

40.

50.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T1_br.aqt
Date: 08/14/19
Time: 11:35:07
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T1)

Initial Displacement: -2.414 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.02152 cm/sec

y0 = -1.245 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

10.

20.

30.

40.

50.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T1_h.aqt
Date: 08/14/19
Time: 11:35:43
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T1)

Initial Displacement: -2.414 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02875 cm/sec

y0 = -1.212 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T2_br.aqt
Date: 08/14/19
Time: 11:42:46
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T2)

Initial Displacement: 1.915 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.01714 cm/sec

y0 = 2.105 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T2_h.aqt
Date: 08/14/19
Time: 11:43:31
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T2)

Initial Displacement: 1.915 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02401 cm/sec

y0 = 2.137 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

50.

100.

150.

200.

250.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T3_br.aqt
Date: 08/14/19
Time: 11:52:27
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T3)

Initial Displacement: -2.897 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.002666 cm/sec

y0 = -1.228 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

50.

100.

150.

200.

250.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T3_h.aqt
Date: 08/14/19
Time: 11:52:04
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T3)

Initial Displacement: -2.897 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.003558 cm/sec

y0 = -1.19 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

30.

60.

90.

120.

150.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T4_br.aqt
Date: 08/14/19
Time: 11:59:35
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T4)

Initial Displacement: 1.907 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.004046 cm/sec

y0 = 1.866 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

30.

60.

90.

120.

150.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T4_h.aqt
Date: 08/14/19
Time: 12:00:12
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T4)

Initial Displacement: 1.907 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.00555 cm/sec

y0 = 1.8 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T5_br.aqt
Date: 08/14/19
Time: 12:11:02
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T5)

Initial Displacement: -2.565 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.003837 cm/sec

y0 = -1.005 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T5_h.aqt
Date: 08/14/19
Time: 12:14:34
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T5)

Initial Displacement: -2.565 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.005193 cm/sec

y0 = -0.9749 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T6_br.aqt
Date: 08/14/19
Time: 12:20:48
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T6)

Initial Displacement: 1.907 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.004144 cm/sec

y0 = 1.868 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

60.

120.

180.

240.

300.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T6_h.aqt
Date: 08/14/19
Time: 12:20:38
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T6)

Initial Displacement: 1.907 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.005641 cm/sec

y0 = 1.795 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T7_br.aqt
Date: 08/14/19
Time: 10:17:22
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T7)

Initial Displacement: 2.67 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.01718 cm/sec

y0 = 2.659 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T7_h.aqt
Date: 08/14/19
Time: 10:17:48
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T7)

Initial Displacement: 2.67 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02253 cm/sec

y0 = 2.448 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T8_br.aqt
Date: 08/14/19
Time: 10:15:50
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T8)

Initial Displacement: 3.554 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.01596 cm/sec

y0 = 3.469 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T8_h.aqt
Date: 08/14/19
Time: 10:15:38
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T8)

Initial Displacement: 3.554 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02167 cm/sec

y0 = 3.421 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T9_BR.aqt
Date: 08/14/19
Time: 10:24:58
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T9)

Initial Displacement: 3.436 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Bouwer-Rice

K = 0.01487 cm/sec

y0 = 3.18 ft

Normalized Head (ft/ft)

1.

0.1

0.01

0.001
0.

20.

40.

60.

80.

100.

Time (sec)
WELL TEST ANALYSIS
Data Set: C:\Users\cjoseph\Documents\Fayetteville\Aqtesolv\SMW-12\SMW-12-T9_BR.aqt
Date: 08/14/19
Time: 10:25:31
PROJECT INFORMATION
Company: Geosyntec
Client: Chemours
Project: TR0795
Location: Fayetteville, NC
Test Well: SMW-12
Test Date: 07/19/2019
AQUIFER DATA
Saturated Thickness: 20. ft

Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (SMW-12-T9)

Initial Displacement: 3.436 ft
Total Well Penetration Depth: 14.01 ft
Casing Radius: 0.17 ft

Static Water Column Height: 14.01 ft
Screen Length: 10. ft
Well Radius: 0.5 ft
SOLUTION

Aquifer Model: Confined

Solution Method: Hvorslev

K = 0.02034 cm/sec

y0 = 3.163 ft

APPENDIX F
Well Permits and Certifications

TR0795Geosyntec Consultants of NC, PC
2501 Blue Ridge Road, Suite 430
Raleigh, North Carolina 27607
PH 919.870.0576
www.geosyntec.com

Mr. Charles Miller
District Engineer
NCDOT
872 NC 711 Highway
Lumberton, NC 28360

18 July 2019

Subject: Request for Right of Way Encroachment in Robeson County
NC-20 Near Intersection of Dean Road (SR 1919)
Geosyntec project # TR0795 NC20-SR1919
On behalf of our client, The Chemours Company FC, LLC, (Chemours), Geosyntec Consultants of NC, PC(Geosyntec) has prepared this request for a Right of Way (ROW) Encroachment as detailed in thefollowing attachments. This request package has been prepared consistent with the State of North
Carolina’s standard Right of Way Encroachment Agreement for Non-Utility Encroachments on Primaryand Secondary Highways (Form R/W 16.1A –January 1981).
Geosyntec is an environmental consulting firm working for Chemours to assess the horizontal andvertical extents of PFAS compounds in groundwater. More specifically, this assessment requires
groundwater monitoring wells offsite of Chemour’s Fayetteville Works facility located at 22828 NC
Highway 87 West, Fayetteville.
Chemours is requesting permission to install two environmental groundwater monitoring wells within
NCDOT’s ROW as shown on the attached map, Figure 1. A pair of monitoring wells is proposed within
the ROW 50 feet east of the intersection of NC Highway 20 and Dean Road (SR 1919) in the City of St.
Pauls in Robeson County. Details are presented in the enclosed attachment to the agreement. We
would like to commence drilling by August 12, 2019.
Your cooperation in this matter is appreciated. Please contact me at (919) 424-1828 if you need any
additional information or if you have any questions regarding this work plan.
Sincerely,

Beau Hodge
Attachments:

Cc:

Access Agreement Terms and Conditions
Figures

Greg Burns, NCDOTROY COOPER
Governor

MICHAELS. REGAN
Secretary

LINDA CULPEPPERNORTH CAROLINA

Environmental Quality

Director

August 5, 2019

Ms. Christel Compton, Environmental Program Manager
The Chemours Company FC, LLC
22828 NC Highway 87 West
Fayetteville, North Carolina 28306

SUBJECT:

Well Construction Permit No. WM06-01119
Two (2) monitoring wells: NCDOT right-of-way Glengerry Road
(34.814672 & -78.832572)
Between Fayetteville and Tar Heel, Bladen County

Ms. Compton:
In accordance with the application prepared by Geosyntec Consultants of NC, PC dated 1 August 2019 andreceived in the Fayetteville Regional Office on 2 August 2019, we are forwarding herewith Well Construction
Permit No. WM06-0l l 19 dated 5 August 2019 issued to The Chemours Company FC, LLC for theconstruction of two (2) monitoring wells to be located in the North Carolina Department of Transportationright-of-way adjacent to Glengerry road off ofNC Hwy 87 between Fayetteville and Tar Heel, North Carolina.
This Permit will be effective from the date of its issuance for one year and shall be subject to theconditions and limitations as specified therein.
Please note that according to North Carolina Administrative Code, Title 15A, Subchapter 2C, Section.0105 (g), "it is the responsibility of the well owner or his agent to see that a permit is secured prior to thecommencement of construction of any well for which a permit is required."Issuance of this permit does not constitute approval of the subject wells for reimbursement from TrustFunds.
If any parts, requirements, or limitations contained in this Permit are unacceptable to you , you have theright to an adjudicatory hearing before a hearing officer upon written demand to the Director within 30
days following receipt of this Permit, identifying the specific issues to be contended. Unless such demandis made, this Permit shall be final and binding.

Sincerely,~~ ~Regional Supervisor
Division of Water Resources - Water Quality Programs
cc:
FRO Files
Bladen County Health Department
NCDOT - Greg Burns
Geosyntec Consultants of NC, PC

North Carolina Department of Environmental Quality I Division of Water Resources
Fayetteville Regional Office I 225 Green Street, Suite 714 I Fayetteville, North Carolina 28301
910.433.3300

NORTH CAROLINA
DEPARTMENT OF ENVIRONMENTAL QUALITY
DIVISION OF WATER RESOURCES - WATER QUALITY PROGRAMSPERMIT FOR THE CONSTRUCTION OF A MONITORING WELL
In accordance with the provisions of Article 7, Chapter 87, North Carolina General Statutes, and otherapplicable Laws, Rules and Regulations.

PERMISSION IS HEREBY GRANTED TO
THE CHEMOURS COMPANY FC, LLC
FOR THE CONSTRUCTION OF A MONITORING WELL SYSTEM consisting of two (2) monitoring
wells owned by The Chemours Company FC, LLC located at 22828 NC Hwy 87 West, Fayetteville, North
Carolina. The monitoring wells will be located in the North Carolina Department of Transportation rightof-way adjacent to Glengerry road off of NC Hwy 87 between Fayetteville and Tar Heel, Bladen County,
North Carolina. This Permit is issued in accordance with the application received on 1 August 2019, in
conformity with specifications and supporting data, all of which are filed with the Department ofEnvironmental Quality and are considered integral parts of this Permit.
This Permit is for well construction only and does not waive any provision or requirement of any otherapplicable law or regulation. Construction of any well under this Permit shall be in strict compliance with theNorth Carolina Well Construction Regulations and Standards (15A NCAC 02C .0100), and other State andLocal Laws and regulations pertaining to well construction.
If any requirements or limitations specified in this Permit are unacceptable, you have a right to an adjudicatory
hearing upon written request within 30 days ofreceipt of this Perm it. The request must be in the form of awritten petition conforming to Chapter 150B of the North Carolina General Statutes and filed with the Officeof Administrative Hearings, 6714 Mail Service Center, Raleigh, North Carolina 27699-6714. Unless such ademand is made, this Permit is final and binding.
This Permit will be effective for one year from the date of its issuance and shall be subject to other specified
conditions, limitations, or exceptions as follows:
1.

2.
3.
4.
5.
6.

Issuance of this Permit does not obligate reimbursement from State trust funds, if these wells are being
installed as part of an investigation for contamination from an underground storage tank or dry cleaner
incident.
Issuance of this Permit does not supersede any other agreement, permit, or requirement issued byanother agency.
The well(s) shall be located and constructed as shown on the attachments submitted as part of thePermit application .
Each well shall have a Well Contractor Identification Plate in accordance with 15A NCAC 02C.0108(0).
Well construction records (GW-1) for each well shall be submitted to the Division of Water Resources
Information Processing Unit within 30 days of the well completion .
When the well is discontinued or abandoned, it shall be abandoned in accordance with 15A NCAC
02C .0113 and a well abandonment record (GW-30) shall be submitted to the Division of Water
Resources Information Processing Unit within 30 days of the well abandonment.

Permit issued the 5th day of August 2019
FOR THE NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION~

Trent Allen, Regional Supervisor
Division of Water Resources - Water Quality Programs
By Authority of the Environmental Management Commission
Permit No.# WM06-0ll 19STATE OF NORTH CAROLINA

DEPARTMENT OF TRANSPORTATIONROY COOPERJAMES H. TROGDON, III

GOVERNORSECRETARY

August 23, 2019
Mr. Christel E. Compton
The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT:
Dear Sir:

Encroachment Agreement on SR 2229 (Matt Hair Road) for the installation of
two (2) groundwater monitoring wells in Cumberland County(E062-026-19-00211).

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-locatedflush mount environmental groundwater monitoring wells on SR 2229 (Matt Hair Road) as
associated with the Chemours Fayetteville Works project in Cumberland County as shown on theattached plans (Geosyntec project #TR0795 SR2229).
Location:
Route

At a point

Towards

SR 22293,609’± southwest the intersection of SR 2229 (Matt Hair Road)
and SR 2023 (Tabor Church Road)SR 2230This encroachment is approved subject to the following:
1. Within ninety (90) days of the completion of the proposed utility installation, an AsBuilt drawing(s) and a executed Contractor Certification Memo shall be submitted to
the District Office (online encroachment database). The As-Built drawing(s) shalldepict the horizontal and vertical locations of all utilities and associatedappurtenances.
2. The Cumberland County Maintenance Engineer at (910) 364-0602 and Mr. Troy L. Baker,
Senior Assistant District Engineer at (910) 364-0601 shall be notified a minimum of three(3) days before construction is to begin.
3. Traffic will be maintained and proper signs, signal lights, flagmen and other warning
devices will be provided for the protection of traffic, in conformance with the latest
Manual on Uniform Traffic Control Devices for Streets and Highways. All contractor
personnel will be required to wear a class II ANSI approved safety vest while working
within the DOT right of way.
4. All lanes of traffic on SR 2229 (Matt Hair Road) are to be open during the hours of
6:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM unless otherwise directed by theEngineer. No lane of traffic shall be closed on holidays, special events, or as directedby the engineer. Traffic shall be maintained at all times.
Mailing Address:
NC DEPARTMENT OF TRANSPORTATIONDIVISION SIX / DISTRICT TWO
POST OFFICE BOX 1150
FAYETTEVILLE, NC 28302

Telephone: (910) 364-0601
Fax: (910) 437-2529
Customer Service: 1-877-368-4968
Website: www.ncdot.gov

Location:
600 SOUTHERN AVENUEFAYETTEVILLE, NC 28306

Encroachment – SR 2229 (Matt Hair Road) (E062-026-19-00211)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Two
5. Any flush-mount groundwater monitoring well(s) shall be constructed at grade withthe existing ground surface as not to interfere with the positive drainage of the
roadway, roadway shoulder, drainage ditch and routine maintenance within
departmental rights of way.
6. The proposed groundwater monitoring well(s) and other associated appurtenances
are to be placed 5’ or closer off of the right-of- way lines of SR 2229 (Matt Hair
Road). All associated appurtenances must be placed behind the ditch line. Associatedappurtenances will not be allowed to be placed in the ditch line or on the shoulder ofthe road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance withthe latest version of the AASHTO Roadside Design Guide or made breakaway inaccordance with the requirements of NCHRP Report 350. Associated appurtenances will
not be allowed to be placed in the ditch line or on the shoulder of the road.
8. All concrete installed within NCDOT rights of way shall be constructed in accordancewith the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings and Amendments or Supplementals thereto. All
concrete shall be an approved NCDOT Class B mix. All materials testing results shallbe provided to the District Engineer upon completion of the project.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed inaccordance with the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings (Std. Dwg. No. 846.01 and 848.01) and Amendments or
Supplementals thereto. All concrete shall be an approved NCDOT Class B mix. All
materials testing results shall be provided to the District Engineer upon completion of the
project.
10. All ADA compliant curb ramps shall be constructed in accordance with the latest NCDOTStandard Specifications for Roads and Structures and Roadway Standard Drawings (Std.
Dwg. No. 848.06) and Amendments or Supplementals thereto including but not limited to
the Alternate Curb Ramp Designs (Curb Ramp Details - Parallel Ramps). All concrete shallbe an approved NCDOT Class B mix. All materials testing results shall be provided to theDistrict Engineer upon completion of the project.
11. All 30” curb and gutter within NCDOT rights of way shall be constructed with Class B
concrete in accordance with Section 846 of the latest NCDOT Standard Specifications forRoads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) andAmendment or Supplemental thereto or as directed by the engineer. All concrete testing
results shall be provided to the District Engineer’s office at time of project completion.
12. Open cuts are not permitted on SR 2229 (Matt Hair Road).
13. Any asphalt that is damaged as a result of construction shall be repaired at the encroaching
party’s expense. An NCDOT approved asphalt mix shall be used for all repairs within
NCDOT rights of way. Contact Mr. Troy L. Baker, Senior Assistant District Engineer for
acceptance of asphalt mix designs.

Encroachment – SR 2229 (Matt Hair Road) (E062-026-19-00211)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Three
14. All open cuts (if permitted) on primary routes will require full depth patching with 5.0” ofB 25.0 B (ACBC) Asphalt Concrete Base Course, 3.0” of I 19.0 B (ACIC) Asphalt
Concrete Intermediate Course and 2.0” of S 9.5 B (ACSC) Asphalt Concrete Surface
Course the same day as cut is made. It will also be required to mill the existing pavement
surface at a depth of 2.0” and a width of 1.0’ on each side of the cut to key in the patchwith the existing pavement surface in accordance with the attached detail.
15. All open cuts (if permitted) on secondary routes will require full depth patching with 4.0”of B 25.0 C (ACBC) Asphalt Concrete Base Course and 3.0” of S 9.5 C (ACSC) Asphalt
Concrete Surface Course the same day as cut is made. It will also be required to mill theexisting pavement surface at a depth of 1.5” and a width of 1.0’ on each side of the cut to
key in the patch with the existing pavement surface in accordance with the attached detail.
16. All fill areas/backfill shall be compacted to 95% density in accordance with AASHTO T99
as modified by the North Carolina Department of Transportation. All material to a depthof 8 inches below the finished surface shall be compacted to a density equal to at least
100% of that obtained by compacting a sample of the material in accordance withAASHTO T99 as modified by the department. The subgrade shall be compacted at amoisture content which is approximately that required to produce the maximum density
indicated by the above test method. The contractor shall dry or add moisture to thesubgrade when required to provide a uniformly compacted and acceptable subgrade. The
trench backfill material shall meet the Statewide Borrow criteria. The trench should bebackfilled in accordance with Section 300-7 of the latest NCDOT Standard Specifications
for Roads and Structures and Amendments or Supplementals thereto.
17. The party of the second part agrees to provide traffic control devices, lane closures, roadclosures, positive protection and/or any other warning or positive protection devices
necessary for the safety of motorists and workers during construction and any subsequent
maintenance. This shall be performed in conformance with the latest NCDOT Roadway
Standard Drawings and Standard Specifications for Roads and Structures andAmendments or Supplementals thereto. When there is no guidance provided in the
Roadway Standard Drawings or Specifications, comply with the Manual on Uniform
Traffic Control Devices for Streets and Highways and Amendment or Supplemental
thereto. Information as to the above rules and regulations may be obtained from theDivision Engineer of the party of the first part. All contractor personnel will be
required to wear a class II ANSI approved safety vest while working within the DOT
right of way.
18. Disturbed areas shall have an established stand of vegetation according to the attachedspecifications for erosion control.
19. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
20. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
21. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.

Encroachment – SR 2229 (Matt Hair Road) (E062-026-19-00211)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Four
22. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
23. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
24. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
25. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.
26. Trenching, bore pits and/or other excavations shall not be left overnight. The
contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
27. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
28. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
29. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.
30. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
31. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
32. No material storage shall be allowed along the shoulders of the roadway, and during nonworking hours, equipment shall be parked as close to the right of way line as possible andshall be properly barricaded so that no equipment obstruction shall be within the Clear
Recovery Area. No parking or material storage shall be allowed along the shoulders of any
state maintained roadway.
33. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
34. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.

Encroachment – SR 2229 (Matt Hair Road) (E062-026-19-00211)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Five
35. Excavations inside the theoretical 1:1 slope from the existing edge of pavement to thebottom of the nearest excavation wall should be made in accordance with the following
conditions:

The trench backfill material should meet the Statewide Borrow Criteria. The trenchshould be backfilled in accordance with Section 300-7 of the latest NCDOTStandard Specifications for Roads and Structures, which basically requires the
backfill material to be placed in layers not to exceed 6 inches loose and compacted atleast 95% of the density obtained by compacting a sample in accordance withAASHTO T99 as modified by the NCDOT.



All trench excavation inside the limits of the theoretical 1:1 slope, as defined by thepolicy, should be completely backfilled and compacted at the end of eachconstruction day. No portion of the trench shall be left open overnight.

36. When personnel and/or equipment are working on the shoulder adjacent to an
undivided facility and within five (5) feet of an open travel lane, close the nearest
open travel lane using Standard Drawing No. 1101.02 unless the work area is
protected by barrier or guardrail. When personnel and/or equipment are working
within a lane of travel of an undivided or divided facility, close the lane according to
the traffic control plans, or as directed by the Engineer. Conduct the work so that all
personnel and/or equipment remain within the closed travel lane. Do not work
simultaneously, on both sides of an open travel way, within the same location, on a
two-lane, two-way road. Do not perform work involving heavy equipment within
fifteen (15) feet of the edge of travel way when work is being performed behind a laneclosure on the opposite side of the travel way. Perform work only when weather andvisibility conditions allow safe operations as directed by the Engineer.
37. Drainage structures shall not be blocked with excavation materials. Any drainage structure
disturbed or damaged shall be restored to its original condition as directed by the District
Engineer.
38. Any disturbed guardrail shall be reset according to the applicable standard or as directedby the District Engineer.
39. All driveways altered during construction shall be returned to a state comparable with thecondition of the driveways prior to construction.
40. All roadway signs which are removed which are removed due to construction shall bereinstalled as soon as possible.
41. Any proposed driveway connections onto NCDOT roadways will require an approved
driveway permit. The approval of this Two Party encroachment (RW 16.1A) does notconstitute approval of any proposed driveway connections. For further information,
contact Mr. Troy L. Baker, Senior Assistant District Engineer at (910) 364-0601.
42. Excavated areas adjacent to pavement having more than a 2” drop shall be safed up at a 6:1
or flatter slope and designated by appropriate delineation during periods of inactivity,
including, but not limited to, night and weekend hours. Excavated material shall not be
placed on the roadway at any time.

Encroachment – SR 2229 (Matt Hair Road) (E062-026-19-00211)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Six
43. NCDOT reserves the right to further limit, restrict, or suspend operations within the
Right of Way if, in the opinion of NCDOT, safety or traffic conditions warrant suchaction.
44. It shall be the responsibility of the encroaching party to determine the location of otherutilities within the encroachment area. The encroaching party shall be responsible for
notifying other utility owners and providing protection and safeguards to prevent damage
or interruption to existing facilities and to maintain accessibility to existing utilities.
45. A qualified NCDOT inspector should be on site at all times during construction. The
encroaching party should be required to reimburse NCDOT for the cost of providing
the inspector. If NCDOT cannot supply an inspector, the encroaching party (not theutility contractor) should make arrangements to have a qualified inspector under thesupervision of a Professional Engineer registered in North Carolina, on site at all
times. The Registered Engineer should be required to certify that the structures havebeen installed in accordance with the encroachment agreement and that the backfill
material meets the Statewide Borrow Criteria.
46. Excavation within 1000 feet of a signalized intersection will require notification by the
party of the second part to the Division Traffic Engineer at telephone number (910) 3640606. All traffic signal or detection cables must be located prior to excavation.
47. All temporary and final paving markings are the responsibility of the encroaching party.
Final pavement markings and sign plans shall be submitted to the Division Traffic
Engineer at telephone number 910-364-0606 for review and approval.
48. The pavement marking contractor is required to have at least one member of every
pavement marking crew that is working on the project, preferably the Crew Supervisor, becertified through the NCDOT Pavement Marking Technician Certification Process. For
more information please contact the Work Zone Traffic Control Unit at (919) 773-2800 or
http://www.ncdot.org/doh/preconstruct/wztc/”.
49. Prior to installing pavement markings, contact Mr. Frank West with the NCDOT Division
Six Traffic Services Unit at 910-364-0606 to review the proposed pavement-marking
layout. This notification should take place a minimum of 48 hours in advance of thepavement marking installation.
50. Failure to contact the Traffic Services Unit to review the pavement-marking layout prior to
installation may result in the removal and reinstallation of the markings at the expense of
the Permittee.
51. All utility facilities, including but not limited to manholes, valve boxes, meter boxes, splice
boxes, junction boxes, vaults, and covers within NCDOT right of way shall have been
designed for HS-20 loading. A listing of currently approved manholes, valve boxes, andvaults is available at the following site:
https://apps.dot.state.ns.us.vendor/approvedproducts . If any proposed structure is not of adesign pre-approved by NCDOT, the encroaching party shall submit details andcalculations designed by a Professional Engineer registered in North Carolina for approval
prior to construction.

Encroachment – SR 2229 (Matt Hair Road) (E062-026-19-00211)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Seven
52. All utility access points, including but not limited to manholes, splice boxes, junction
boxes, and vaults shall be located outside of the right of way line. Manholes, splice boxes,
junction boxes, and vaults shall not be placed in the ditch line, side slopes of the ditches, orin the pavement. All manholes, splice boxes, junction boxes, vaults, and covers shall be
flush with the ground when located within the vehicle recovery area.

NCDOT WORK ZONE TRAFFIC CONTROL QUALIFICATIONS AND TRAINING
PROGRAMAll personal performing any activity inside the highway right of way are required to be
familiar with the NCDOT Maintenance / Utility Traffic Control Guidelines (MUTCG). No
specific training course or test is required for qualification in the Maintenance / Utility
Traffic Control Guidelines (MUTCG).
All flagging, spotting, or operating Automated Flagger Assist Devices (AFAD) insidethehighway right of way requires qualified and trained Work Zone Flaggers. Training for thiscertification is provided by NCDOT approved training resources and by private entities
that have been pre-approved to train themselves.
All personnel in charge of overseeing work zone Temporary Traffic Control operations andinstallations inside the highway right of way are required to be qualified and trained Work
Zone Supervisors. Training for this certification is provided by NCDOT approved training
resources.
For questions and/or additional information regarding this training program please refer
to our web site at https://connect.ncdot.gov/projects/WZTC/Pages/Training.aspx or call
J.S. (Steve) Kite, PE at (919) 662-4339 or skite@ncdot.gov or Roger Garrett at (919) 6624383 or rmgarrett@ncdot.gov, both with the NCDOT Work Zone Traffic Control Section.
If further information or assistance is needed in reference to this project, please feel free to call
Mr. Lee R. Hines, Jr. (Richie), PE, District Engineer at (910) 364-0601.
Sincerely,
Greg W. Burns, PE
Division Engineer
GWB:tlbcc:

https://connect.ncdot.gov/site/Permits/Pages/All-Submissions.aspx

ROUTE

SR 2229

PROJECT

DEPARTMENT OF TRANSPORTATION-ANDThe Chemours Company, FC LLC –Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306

COUNTY OF

STATE OF NORTH CAROLINA
Cumberland

RIGHT OF WAY ENCROACHMENT AGREEMENTFOR NON-UTILITY ENCROACHMENTS ON
PRIMARY AND SECONDARY HIGHWAYSTHIS AGREEMENT, made and entered into this the 23
day of Aug. , 20
of Transportation, party of the first part; and The Chemours Company, FC LLC Fayetteville Works

19, by and between the Department
party of the second part,

WITNESSETH
THAT WHEREAS, the party of the second part desires to encroach on the right of way of the public road designated asRoute(s) SR 2229
, located
At / near intersection of Matt Hair Road (SR 2229) and Chislehurst Street
with the construction and/or erection of: Groundwater monitoring well(s)In Cumberland County

WHEREAS, it is to the material advantage of the party of the second part to effect this encroachment, andthe party of the first part in the exercise of authority conferred upon it by statute, is willing to permit theencroachment within the limits of the right of way as indicated, subject to the conditions of this agreement;
NOW, THEREFORE, IT IS AGREED that the party of the first part hereby grants to the party of the second
part the right and privilege to make this encroachment as shown on attached plan sheet(s), specifications andspecial provisions which are made a part hereof upon the following conditions, to wit:
That the said party of the second part binds and obligates himself to install and maintain the encroaching facility in such safeand proper condition that it will not interfere with or endanger travel upon said highway, nor obstruct nor interfere with the proper
maintenance thereof, to reimburse the party of the first part for the cost incurred for any repairs or maintenance to its roadways
and structures necessary due to the installation and existence of the facilities of the party of the second part, and if at any time
the party of the first part shall require the removal of or changes in the location of the said facilities, that the said party of thesecond part binds himself, his successors and assigns, to promptly remove or alter the said facilities, in order to conform to thesaid requirement, without any cost to the party of the first part.
That the party of the second part agrees to provide during construction and any subsequent maintenance proper signs, signal
lights, flagmen and other warning devices for the protection of traffic in conformance with the latest Manual on Uniform Traffic
Control Devices for Streets and Highways and Amendments or Supplements thereto. Information as to the above rules andregulations may be obtained from the Division Engineer of the party of the first part.
That the party of the second part hereby agrees to indemnify and save harmless the party of the first part from all damages
and claims for damage that may arise by reason of the installation and maintenance of this encroachment.
It is clearly understood by the party of the second part that the party of the first part will assume no responsibility for any
damage that may be caused to such facilities, within the highway rights of way limits, in carrying out its construction andmaintenance operations.
That the party of the second part agrees to restore all areas disturbed during installation and maintenance to the satisfactionof the Division Engineer of the party of the first part. The party of the second part agrees to exercise every reasonableprecaution during construction and maintenance to prevent eroding of soil; silting or pollution of rivers, streams, lakes, reservoirs,
other water impoundments, ground surfaces or other property; or pollution of the air. There shall be compliance with applicable
rules and regulations of the North Carolina Division of Environmental Management, North Carolina Sedimentation Control
Commission, and with ordinances and regulations of various counties, municipalities and other official agencies relating topollution prevention and control. When any installation or maintenance operation disturbs the ground surface and existing
ground cover, the party of the second part agrees to remove and replace the sod or otherwise reestablish the grass cover tomeet the satisfaction of the Division Engineer of the party of the first part.
That the party of the second part agrees to assume the actual cost of any inspection of the work considered to be necessary
by the Division Engineer of the party of the first part.
That the party of the second part agrees to have available at the encroaching site, at all times during construction, a copy ofthis agreement showing evidence of approval by the party of the first part. The party of the first part reserves the right to stop all
work unless evidence of approval can be shown.
Provided the work contained in this agreement is being performed on a completed highway open to traffic; the party of thesecond part agrees to give written notice to the Division Engineer of the party of the first part when all work contained herein has
been completed. Unless specifically requested by the party of the first part, written notice of completion of work on highway
projects under construction will not be required.
That in the case of noncompliance with the terms of this agreement by the party of the second part, the party of the first part
reserves the right to stop all work until the facility has been brought into compliance or removed from the right of way at no costto the party of the first part.
That it is agreed by both parties that this agreement shall become void if actual construction of the work contemplated herein
is not begun within one (1) year from the date of authorization by the party of the first part unless written waiver is secured by the
party of the second part from the party of the first part.

FORM R/W 16.1A (January, 1981)

Division Engineer

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LegendNC Bladen Parcel Boundary
Proposed Well Location

Proposed Location for Monitoring Well Installation
Purdie-Hall Rd. & Chickenfoot Rd.
Chemours Fayetteville Works, North Carolina

Notes:
1. Aerial imagery provided by ArcMap10.5, ESRI
2. Parcel information provided by Bladen County(http://data.nconemap.gov/downloads/vector/parcels/).

FigureRaleigh, NC

July 20191

Figure 2: Typical Well construction

Figure 3: Typical appearance of a completed well at grade.

Figure 4: Temporary traffic control method as found from the Manual on Uniform Traffic Control
Devices.

Agreement Checklist
1. All roadways and ramps.
• See Figure 1
2. Right of way lines and where applicable, the control of access lines.
• See Figure 1• Please notify Geosyntec if Plat drawing is available for official ROW
information
3. Location of the proposed encroachment.
• See Figure 1• Final monitoring well locations is dependent on conflicts with existing
above ground and underground utilities in the ROW
4. Length and type of encroachment.
• Flush mount monitoring well, within 2’ x 2’ concrete pad (Figures 2 and 3)• 8” manhole covers, H-20 rated, bolted down
• Vertical boring depth will range from 40’-90’ below ground surface
5. Location by highway survey station number. If station number cannot be
obtained, location should be shown by distance from some identifiable point,
such as a bridge, road, intersection, etc. (To assist in preparation of theencroachment plan, the Department’s roadway plans may be seen at the various
Highway Division Offices, or at the Raleigh office.)• Monitoring well locations will be located within the ROW at / near theintersection of Chicken Foot Road (SR1300) and Purdie-Hall Road
(SR1005). (see Figure 1).
• The proposed monitoring well borings are subject to minor relocation
based on existing utilities and NCDOT ROW records.
6. Drainage structures or bridges if affected by encroachment.
• Not Applicable
7. Typical section indicating the pavement design and width, and the slopes, widths
and details for either a curb and gutter or a shoulder and ditch section, whicheveris applicable.
• Not Applicable
8. Horizontal alignment indicating general curve data, where applicable.
• Not Applicable
9. Vertical alignment indicated by percent grade, P.I. station and vertical curve
length, where applicable.
• Not Applicable
10. Amount of material to be removed and/or placed on NCDOT right of way, if
applicable.
• Not Applicable
11. Cross-sections of all grading operations, indicating slope ratio and reference bystation where applicable.
• Not Applicable
12. All pertinent drainage structures proposed. Include all hydraulic data, pipe sizes,
structure details and other related information.
• Not Applicable
13. Erosion and sediment control.

• Not Applicable
14. Any special provisions or specifications as to the performance of the work or the
method of construction that may be required by the Department must be shown
on a separate sheet attached to encroachment agreement provided that suchinformation cannot be shown on plans or drawings.
• Wells will be installed by a NC licensed driller in accordance with 15A
North Carolina Administrative Code, Sub-chapter 2C. All investigation
derived waste will be transported to Chemour’s Fayetteville Works
facility.
• Geosyntec will coordinate with 811 / MISS UTILITY to have the public
utilities located and marked in the field prior to boring. A private utility
locator may be used as well. The wells will be constructed as shown in
the attached Figure 2. The surface completion will be flush to the current
ROW grade (Figure 3). We estimate it will take 3 to 4 days. Drilling andsupport vehicles will be located entirely on the road shoulder.
15. The Department’s Division Engineer should be given notice by the applicant priorto actual starting of installation included in this agreement.
• Noted16. Method of handling traffic during construction where applicable.
• Unless otherwise suggested, traffic handling will follow procedures from
the Manual on Uniform Traffic Control Devices, Chapter 6, Temporary
Traffic Control, page 635, “Work Beyond the Shoulder, Typical Application
1” (Figure 4).
17. Scale of plans, north arrow, etc.
• See Figure 1

Geosyntec Consultants of NC, PC
2501 Blue Ridge Road, Suite 430
Raleigh, North Carolina 27607
PH 919.870.0576
www.geosyntec.com

Mr. Lee Hines
District Engineer
NCDOT
600 Southern Ave.
Fayetteville, NC 28306-1524

18 July 2019

Subject: Request for Right of Way Encroachment in Cumberland County
Matt Hair Road (SR 2229) and Chislehurst Street
Geosyntec project # TR0795 SR2229
On behalf of our client, The Chemours Company FC, LLC, (Chemours), Geosyntec Consultants of NC, PC(Geosyntec) has prepared this request for a Right of Way (ROW) Encroachment as detailed in thefollowing attachments. This request package has been prepared consistent with the State of North
Carolina’s standard Right of Way Encroachment Agreement for Non-Utility Encroachments on Primaryand Secondary Highways (Form R/W 16.1A –January 1981). This is one of five ROW encroachment
requests in Cumberland County.
Geosyntec is an environmental consulting firm working for Chemours to assess the horizontal andvertical extents of PFAS compounds in groundwater. More specifically, this assessment requires
groundwater monitoring wells offsite of Chemour’s Fayetteville Works facility located at 22828 NC
Highway 87 West, Fayetteville.
Chemours is requesting permission to install two co-located environmental groundwater monitoring
wells within NCDOT’s ROW as shown on the attached map, Figure 1. A pair of monitoring wells is
proposed within the ROW at the intersection of Matt Hair Road (SR 2229) and Chislehurst Street in
Cumberland County. Details are presented in the enclosed attachment to the agreement. We would liketo commence drilling by August 12, 2019.
Your cooperation in this matter is appreciated. Please contact me at (919) 424-1828 if you need any
additional information or if you have any questions regarding this work plan.
Sincerely,

Beau Hodge
Attachments:
Cc:

Access Agreement Terms and Conditions
Figures

Greg Burns, NCDOTSTATE OF NORTH CAROLINA

DEPARTMENT OF TRANSPORTATIONROY COOPERJAMES H. TROGDON, III

GOVERNORSECRETARY

August 22, 2019
Mr. Christel E. Compton
The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT:
Dear Sir:

Encroachment Agreement on NC Highway 53 (Cedar Creek Road) for the
installation of two (2) groundwater monitoring wells in Cumberland County(E062-026-19-00206).

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-locatedflush mount environmental groundwater monitoring wells on NC Highway 53 (Cedar Creek
Road) as associated with the Chemours Fayetteville Works project in Cumberland County as
shown on the attached plans (Geosyntec project #TR0795 NC53-SR2228).
Location:
Route

At a point

Towards

NC 53

50’± south the intersection of NC Highway 53 (Cedar Creek
Road) and SR 2228 (Johnson Road)

Bladen County

This encroachment is approved subject to the following:
1. Within ninety (90) days of the completion of the proposed utility installation, an AsBuilt drawing(s) and a executed Contractor Certification Memo shall be submitted to
the District Office (online encroachment database). The As-Built drawing(s) shalldepict the horizontal and vertical locations of all utilities and associatedappurtenances.
2. The Cumberland County Maintenance Engineer at (910) 364-0602 and Mr. Troy L. Baker,
Senior Assistant District Engineer at (910) 364-0601 shall be notified a minimum of three(3) days before construction is to begin.
3. Traffic will be maintained and proper signs, signal lights, flagmen and other warning
devices will be provided for the protection of traffic, in conformance with the latest
Manual on Uniform Traffic Control Devices for Streets and Highways. All contractor
personnel will be required to wear a class II ANSI approved safety vest while working
within the DOT right of way.
4. All lanes of traffic on NC Highway 53 (Cedar Creek Road) are to be open during thehours of 6:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM unless otherwise
directed by the Engineer. No lane of traffic shall be closed on holidays, special events,
or as directed by the engineer. Traffic shall be maintained at all times.
Mailing Address:
NC DEPARTMENT OF TRANSPORTATIONDIVISION SIX / DISTRICT TWO
POST OFFICE BOX 1150
FAYETTEVILLE, NC 28302

Telephone: (910) 364-0601
Fax: (910) 437-2529
Customer Service: 1-877-368-4968
Website: www.ncdot.gov

Location:
600 SOUTHERN AVENUEFAYETTEVILLE, NC 28306

Encroachment – NC Highway 53 (E062-026-19-00206)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Two
5. Any flush-mount groundwater monitoring well(s) shall be constructed at grade withthe existing ground surface as not to interfere with the positive drainage of the
roadway, roadway shoulder, drainage ditch and routine maintenance within
departmental rights of way.
6. The proposed groundwater monitoring well(s) and other associated appurtenances
are to be placed 5’ or closer off of the right-of- way lines of NC Highway 53 (Cedar
Creek Road). All associated appurtenances must be placed behind the ditch line.
Associated appurtenances will not be allowed to be placed in the ditch line or on theshoulder of the road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance withthe latest version of the AASHTO Roadside Design Guide or made breakaway inaccordance with the requirements of NCHRP Report 350. Associated appurtenances will
not be allowed to be placed in the ditch line or on the shoulder of the road.
8. All concrete installed within NCDOT rights of way shall be constructed in accordancewith the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings and Amendments or Supplementals thereto. All
concrete shall be an approved NCDOT Class B mix. All materials testing results shallbe provided to the District Engineer upon completion of the project.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed inaccordance with the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings (Std. Dwg. No. 846.01 and 848.01) and Amendments or
Supplementals thereto. All concrete shall be an approved NCDOT Class B mix. All
materials testing results shall be provided to the District Engineer upon completion of the
project.
10. All ADA compliant curb ramps shall be constructed in accordance with the latest NCDOTStandard Specifications for Roads and Structures and Roadway Standard Drawings (Std.
Dwg. No. 848.06) and Amendments or Supplementals thereto including but not limited to
the Alternate Curb Ramp Designs (Curb Ramp Details - Parallel Ramps). All concrete shallbe an approved NCDOT Class B mix. All materials testing results shall be provided to theDistrict Engineer upon completion of the project.
11. All 30” curb and gutter within NCDOT rights of way shall be constructed with Class B
concrete in accordance with Section 846 of the latest NCDOT Standard Specifications forRoads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) andAmendment or Supplemental thereto or as directed by the engineer. All concrete testing
results shall be provided to the District Engineer’s office at time of project completion.
12. Open cuts are not permitted on NC Highway 53 (Cedar Creek Road).
13. Any asphalt that is damaged as a result of construction shall be repaired at the encroaching
party’s expense. An NCDOT approved asphalt mix shall be used for all repairs within
NCDOT rights of way. Contact Mr. Troy L. Baker, Senior Assistant District Engineer for
acceptance of asphalt mix designs.

Encroachment – NC Highway 53 (E062-026-19-00206)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Three
14. All open cuts (if permitted) on primary routes will require full depth patching with 5.0” ofB 25.0 B (ACBC) Asphalt Concrete Base Course, 3.0” of I 19.0 B (ACIC) Asphalt
Concrete Intermediate Course and 2.0” of S 9.5 B (ACSC) Asphalt Concrete Surface
Course the same day as cut is made. It will also be required to mill the existing pavement
surface at a depth of 2.0” and a width of 1.0’ on each side of the cut to key in the patchwith the existing pavement surface in accordance with the attached detail.
15. All open cuts (if permitted) on secondary routes will require full depth patching with 4.0”of B 25.0 C (ACBC) Asphalt Concrete Base Course and 3.0” of S 9.5 C (ACSC) Asphalt
Concrete Surface Course the same day as cut is made. It will also be required to mill theexisting pavement surface at a depth of 1.5” and a width of 1.0’ on each side of the cut to
key in the patch with the existing pavement surface in accordance with the attached detail.
16. All fill areas/backfill shall be compacted to 95% density in accordance with AASHTO T99
as modified by the North Carolina Department of Transportation. All material to a depthof 8 inches below the finished surface shall be compacted to a density equal to at least
100% of that obtained by compacting a sample of the material in accordance withAASHTO T99 as modified by the department. The subgrade shall be compacted at amoisture content which is approximately that required to produce the maximum density
indicated by the above test method. The contractor shall dry or add moisture to thesubgrade when required to provide a uniformly compacted and acceptable subgrade. The
trench backfill material shall meet the Statewide Borrow criteria. The trench should bebackfilled in accordance with Section 300-7 of the latest NCDOT Standard Specifications
for Roads and Structures and Amendments or Supplementals thereto.
17. The party of the second part agrees to provide traffic control devices, lane closures, roadclosures, positive protection and/or any other warning or positive protection devices
necessary for the safety of motorists and workers during construction and any subsequent
maintenance. This shall be performed in conformance with the latest NCDOT Roadway
Standard Drawings and Standard Specifications for Roads and Structures andAmendments or Supplementals thereto. When there is no guidance provided in the
Roadway Standard Drawings or Specifications, comply with the Manual on Uniform
Traffic Control Devices for Streets and Highways and Amendment or Supplemental
thereto. Information as to the above rules and regulations may be obtained from theDivision Engineer of the party of the first part. All contractor personnel will be
required to wear a class II ANSI approved safety vest while working within the DOT
right of way.
18. Disturbed areas shall have an established stand of vegetation according to the attachedspecifications for erosion control.
19. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
20. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
21. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.

Encroachment – NC Highway 53 (E062-026-19-00206)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Four
22. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
23. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
24. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
25. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.
26. Trenching, bore pits and/or other excavations shall not be left overnight. The
contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
27. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
28. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
29. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.
30. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
31. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
32. No material storage shall be allowed along the shoulders of the roadway, and during nonworking hours, equipment shall be parked as close to the right of way line as possible andshall be properly barricaded so that no equipment obstruction shall be within the Clear
Recovery Area. No parking or material storage shall be allowed along the shoulders of any
state maintained roadway.
33. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
34. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.

Encroachment – NC Highway 53 (E062-026-19-00206)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Five
35. Excavations inside the theoretical 1:1 slope from the existing edge of pavement to thebottom of the nearest excavation wall should be made in accordance with the following
conditions:

The trench backfill material should meet the Statewide Borrow Criteria. The trenchshould be backfilled in accordance with Section 300-7 of the latest NCDOTStandard Specifications for Roads and Structures, which basically requires the
backfill material to be placed in layers not to exceed 6 inches loose and compacted atleast 95% of the density obtained by compacting a sample in accordance withAASHTO T99 as modified by the NCDOT.



All trench excavation inside the limits of the theoretical 1:1 slope, as defined by thepolicy, should be completely backfilled and compacted at the end of eachconstruction day. No portion of the trench shall be left open overnight.

36. When personnel and/or equipment are working on the shoulder adjacent to an
undivided facility and within five (5) feet of an open travel lane, close the nearest
open travel lane using Standard Drawing No. 1101.02 unless the work area is
protected by barrier or guardrail. When personnel and/or equipment are working
within a lane of travel of an undivided or divided facility, close the lane according to
the traffic control plans, or as directed by the Engineer. Conduct the work so that all
personnel and/or equipment remain within the closed travel lane. Do not work
simultaneously, on both sides of an open travel way, within the same location, on a
two-lane, two-way road. Do not perform work involving heavy equipment within
fifteen (15) feet of the edge of travel way when work is being performed behind a laneclosure on the opposite side of the travel way. Perform work only when weather andvisibility conditions allow safe operations as directed by the Engineer.
37. Drainage structures shall not be blocked with excavation materials. Any drainage structure
disturbed or damaged shall be restored to its original condition as directed by the District
Engineer.
38. Any disturbed guardrail shall be reset according to the applicable standard or as directedby the District Engineer.
39. All driveways altered during construction shall be returned to a state comparable with thecondition of the driveways prior to construction.
40. All roadway signs which are removed which are removed due to construction shall bereinstalled as soon as possible.
41. Any proposed driveway connections onto NCDOT roadways will require an approved
driveway permit. The approval of this Two Party encroachment (RW 16.1A) does notconstitute approval of any proposed driveway connections. For further information,
contact Mr. Troy L. Baker, Senior Assistant District Engineer at (910) 364-0601.
42. Excavated areas adjacent to pavement having more than a 2” drop shall be safed up at a 6:1
or flatter slope and designated by appropriate delineation during periods of inactivity,
including, but not limited to, night and weekend hours. Excavated material shall not be
placed on the roadway at any time.

Encroachment – NC Highway 53 (E062-026-19-00206)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Six
43. NCDOT reserves the right to further limit, restrict, or suspend operations within the
Right of Way if, in the opinion of NCDOT, safety or traffic conditions warrant suchaction.
44. It shall be the responsibility of the encroaching party to determine the location of otherutilities within the encroachment area. The encroaching party shall be responsible for
notifying other utility owners and providing protection and safeguards to prevent damage
or interruption to existing facilities and to maintain accessibility to existing utilities.
45. A qualified NCDOT inspector should be on site at all times during construction. The
encroaching party should be required to reimburse NCDOT for the cost of providing
the inspector. If NCDOT cannot supply an inspector, the encroaching party (not theutility contractor) should make arrangements to have a qualified inspector under thesupervision of a Professional Engineer registered in North Carolina, on site at all
times. The Registered Engineer should be required to certify that the structures havebeen installed in accordance with the encroachment agreement and that the backfill
material meets the Statewide Borrow Criteria.
46. Excavation within 1000 feet of a signalized intersection will require notification by the
party of the second part to the Division Traffic Engineer at telephone number (910) 3640606. All traffic signal or detection cables must be located prior to excavation.
47. All temporary and final paving markings are the responsibility of the encroaching party.
Final pavement markings and sign plans shall be submitted to the Division Traffic
Engineer at telephone number 910-364-0606 for review and approval.
48. The pavement marking contractor is required to have at least one member of every
pavement marking crew that is working on the project, preferably the Crew Supervisor, becertified through the NCDOT Pavement Marking Technician Certification Process. For
more information please contact the Work Zone Traffic Control Unit at (919) 773-2800 or
http://www.ncdot.org/doh/preconstruct/wztc/”.
49. Prior to installing pavement markings, contact Mr. Frank West with the NCDOT Division
Six Traffic Services Unit at 910-364-0606 to review the proposed pavement-marking
layout. This notification should take place a minimum of 48 hours in advance of thepavement marking installation.
50. Failure to contact the Traffic Services Unit to review the pavement-marking layout prior to
installation may result in the removal and reinstallation of the markings at the expense of
the Permittee.
51. All utility facilities, including but not limited to manholes, valve boxes, meter boxes, splice
boxes, junction boxes, vaults, and covers within NCDOT right of way shall have been
designed for HS-20 loading. A listing of currently approved manholes, valve boxes, andvaults is available at the following site:
https://apps.dot.state.ns.us.vendor/approvedproducts . If any proposed structure is not of adesign pre-approved by NCDOT, the encroaching party shall submit details andcalculations designed by a Professional Engineer registered in North Carolina for approval
prior to construction.

Encroachment – NC Highway 53 (E062-026-19-00206)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Seven
52. All utility access points, including but not limited to manholes, splice boxes, junction
boxes, and vaults shall be located outside of the right of way line. Manholes, splice boxes,
junction boxes, and vaults shall not be placed in the ditch line, side slopes of the ditches, orin the pavement. All manholes, splice boxes, junction boxes, vaults, and covers shall be
flush with the ground when located within the vehicle recovery area.

NCDOT WORK ZONE TRAFFIC CONTROL QUALIFICATIONS AND TRAINING
PROGRAMAll personal performing any activity inside the highway right of way are required to be
familiar with the NCDOT Maintenance / Utility Traffic Control Guidelines (MUTCG). No
specific training course or test is required for qualification in the Maintenance / Utility
Traffic Control Guidelines (MUTCG).
All flagging, spotting, or operating Automated Flagger Assist Devices (AFAD) insidethehighway right of way requires qualified and trained Work Zone Flaggers. Training for thiscertification is provided by NCDOT approved training resources and by private entities
that have been pre-approved to train themselves.
All personnel in charge of overseeing work zone Temporary Traffic Control operations andinstallations inside the highway right of way are required to be qualified and trained Work
Zone Supervisors. Training for this certification is provided by NCDOT approved training
resources.
For questions and/or additional information regarding this training program please refer
to our web site at https://connect.ncdot.gov/projects/WZTC/Pages/Training.aspx or call
J.S. (Steve) Kite, PE at (919) 662-4339 or skite@ncdot.gov or Roger Garrett at (919) 6624383 or rmgarrett@ncdot.gov, both with the NCDOT Work Zone Traffic Control Section.
If further information or assistance is needed in reference to this project, please feel free to call
Mr. Lee R. Hines, Jr. (Richie), PE, District Engineer at (910) 364-0601.
Sincerely,
Greg W. Burns, PE
Division Engineer
GWB:tlbcc:

https://connect.ncdot.gov/site/Permits/Pages/All-Submissions.aspx

ROUTE

NC-53

PROJECT

DEPARTMENT OF TRANSPORTATION-ANDThe Chemours Company, FC LLC –Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306

COUNTY OF

STATE OF NORTH CAROLINA
Cumberland

RIGHT OF WAY ENCROACHMENT AGREEMENTFOR NON-UTILITY ENCROACHMENTS ON
PRIMARY AND SECONDARY HIGHWAYSTHIS AGREEMENT, made and entered into this the 22
day of Aug. , 20
of Transportation, party of the first part; and The Chemours Company, FC LLC Fayetteville Works

19, by and between the Department
party of the second part,

WITNESSETH
THAT WHEREAS, the party of the second part desires to encroach on the right of way of the public road designated asRoute(s) NC-53, located
Approximately 50 feet south Johnson Road (SR 2228)
with the construction and/or erection of: Groundwater monitoring well(s)In Cumberland County

WHEREAS, it is to the material advantage of the party of the second part to effect this encroachment, andthe party of the first part in the exercise of authority conferred upon it by statute, is willing to permit theencroachment within the limits of the right of way as indicated, subject to the conditions of this agreement;
NOW, THEREFORE, IT IS AGREED that the party of the first part hereby grants to the party of the second
part the right and privilege to make this encroachment as shown on attached plan sheet(s), specifications andspecial provisions which are made a part hereof upon the following conditions, to wit:
That the said party of the second part binds and obligates himself to install and maintain the encroaching facility in such safeand proper condition that it will not interfere with or endanger travel upon said highway, nor obstruct nor interfere with the proper
maintenance thereof, to reimburse the party of the first part for the cost incurred for any repairs or maintenance to its roadways
and structures necessary due to the installation and existence of the facilities of the party of the second part, and if at any time
the party of the first part shall require the removal of or changes in the location of the said facilities, that the said party of thesecond part binds himself, his successors and assigns, to promptly remove or alter the said facilities, in order to conform to thesaid requirement, without any cost to the party of the first part.
That the party of the second part agrees to provide during construction and any subsequent maintenance proper signs, signal
lights, flagmen and other warning devices for the protection of traffic in conformance with the latest Manual on Uniform Traffic
Control Devices for Streets and Highways and Amendments or Supplements thereto. Information as to the above rules andregulations may be obtained from the Division Engineer of the party of the first part.
That the party of the second part hereby agrees to indemnify and save harmless the party of the first part from all damages
and claims for damage that may arise by reason of the installation and maintenance of this encroachment.
It is clearly understood by the party of the second part that the party of the first part will assume no responsibility for any
damage that may be caused to such facilities, within the highway rights of way limits, in carrying out its construction andmaintenance operations.
That the party of the second part agrees to restore all areas disturbed during installation and maintenance to the satisfactionof the Division Engineer of the party of the first part. The party of the second part agrees to exercise every reasonableprecaution during construction and maintenance to prevent eroding of soil; silting or pollution of rivers, streams, lakes, reservoirs,
other water impoundments, ground surfaces or other property; or pollution of the air. There shall be compliance with applicable
rules and regulations of the North Carolina Division of Environmental Management, North Carolina Sedimentation Control
Commission, and with ordinances and regulations of various counties, municipalities and other official agencies relating topollution prevention and control. When any installation or maintenance operation disturbs the ground surface and existing
ground cover, the party of the second part agrees to remove and replace the sod or otherwise reestablish the grass cover tomeet the satisfaction of the Division Engineer of the party of the first part.
That the party of the second part agrees to assume the actual cost of any inspection of the work considered to be necessary
by the Division Engineer of the party of the first part.
That the party of the second part agrees to have available at the encroaching site, at all times during construction, a copy ofthis agreement showing evidence of approval by the party of the first part. The party of the first part reserves the right to stop all
work unless evidence of approval can be shown.
Provided the work contained in this agreement is being performed on a completed highway open to traffic; the party of thesecond part agrees to give written notice to the Division Engineer of the party of the first part when all work contained herein has
been completed. Unless specifically requested by the party of the first part, written notice of completion of work on highway
projects under construction will not be required.
That in the case of noncompliance with the terms of this agreement by the party of the second part, the party of the first part
reserves the right to stop all work until the facility has been brought into compliance or removed from the right of way at no costto the party of the first part.
That it is agreed by both parties that this agreement shall become void if actual construction of the work contemplated herein
is not begun within one (1) year from the date of authorization by the party of the first part unless written waiver is secured by the
party of the second part from the party of the first part.

FORM R/W 16.1A (January, 1981)

Division Engineer

³
-53
NC

Path: (Raleigh-01/Data) N:\TR0795\Encroachment Agreement\NC-53 and Johnson Road\F1_NC-53 and Johnson Rd.mxd 12 July 2019 RED

Johnson Rd (SR 2228)

037.5 75

150

225

300
Feet

LegendNC Cumberland Parcel Boundary
Proposed Well Location

Proposed Location for Monitoring Well Installation
NC-53 and Johnson Rd
Chemours Fayetteville Works, North Carolina

Notes:
1. Aerial imagery provided by ArcMap10.5, ESRI
2. Parcel information provided by Cumberland County(http://data.nconemap.gov/downloads/vector/parcels/).

FigureRaleigh, NC

July 20191

Figure 2: Typical Well construction

Figure 3: Typical appearance of a completed well at grade.

Figure 4: Temporary traffic control method as found from the Manual on Uniform Traffic Control
Devices.

Agreement Checklist
1. All roadways and ramps.
• See Figure 1
2. Right of way lines and where applicable, the control of access lines.
• See Figure 1• Please notify Geosyntec if Plat drawing is available for official ROW
information
3. Location of the proposed encroachment.
• See Figure 1• Final monitoring well locations is dependent on conflicts with existing
above ground and underground utilities in the ROW
4. Length and type of encroachment.
• Flush mount monitoring well, within 2’ x 2’ concrete pad (Figures 2 and 3)• 8” manhole covers, H-20 rated, bolted down
• Vertical boring depth will range from 40’-90’ below ground surface
5. Location by highway survey station number. If station number cannot be
obtained, location should be shown by distance from some identifiable point,
such as a bridge, road, intersection, etc. (To assist in preparation of theencroachment plan, the Department’s roadway plans may be seen at the various
Highway Division Offices, or at the Raleigh office.)• Monitoring well locations will be located within the ROW at / near theintersection of NC Highway 53 and Johnson Road (SR 2228). (see Figure
1).
• The proposed monitoring well borings are subject to minor relocation
based on existing utilities and NCDOT ROW records.
6. Drainage structures or bridges if affected by encroachment.
• Not Applicable
7. Typical section indicating the pavement design and width, and the slopes, widths
and details for either a curb and gutter or a shoulder and ditch section, whicheveris applicable.
• Not Applicable
8. Horizontal alignment indicating general curve data, where applicable.
• Not Applicable
9. Vertical alignment indicated by percent grade, P.I. station and vertical curve
length, where applicable.
• Not Applicable
10. Amount of material to be removed and/or placed on NCDOT right of way, if
applicable.
• Not Applicable
11. Cross-sections of all grading operations, indicating slope ratio and reference bystation where applicable.
• Not Applicable
12. All pertinent drainage structures proposed. Include all hydraulic data, pipe sizes,
structure details and other related information.
• Not Applicable
13. Erosion and sediment control.

• Not Applicable
14. Any special provisions or specifications as to the performance of the work or the
method of construction that may be required by the Department must be shown
on a separate sheet attached to encroachment agreement provided that suchinformation cannot be shown on plans or drawings.
• Wells will be installed by a NC licensed driller in accordance with 15A
North Carolina Administrative Code, Sub-chapter 2C. All investigation
derived waste will be transported to Chemour’s Fayetteville Works
facility.
• Geosyntec will coordinate with 811 / MISS UTILITY to have the public
utilities located and marked in the field prior to boring. A private utility
locator may be used as well. The wells will be constructed as shown in
the attached Figure 2. The surface completion will be flush to the current
ROW grade (Figure 3). We estimate it will take 3 to 4 days. Drilling andsupport vehicles will be located entirely on the road shoulder.
15. The Department’s Division Engineer should be given notice by the applicant priorto actual starting of installation included in this agreement.
• Noted16. Method of handling traffic during construction where applicable.
• Unless otherwise suggested, traffic handling will follow procedures from
the Manual on Uniform Traffic Control Devices, Chapter 6, Temporary
Traffic Control, page 635, “Work Beyond the Shoulder, Typical Application
1” (Figure 4).
17. Scale of plans, north arrow, etc.
• See Figure 1

Geosyntec Consultants of NC, PC
2501 Blue Ridge Road, Suite 430
Raleigh, North Carolina 27607
PH 919.870.0576
www.geosyntec.com

Mr. Lee Hines
District Engineer
NCDOT
600 Southern Ave.
Fayetteville, NC 28306-1524

18 July 2019

Subject: Request for Right of Way Encroachment in Cumberland County
NC Highway 53 near Johnson Road (SR 2228)
Geosyntec project # TR0795 NC53-SR2228
On behalf of our client, The Chemours Company FC, LLC, (Chemours), Geosyntec Consultants of NC, PC(Geosyntec) has prepared this request for a Right of Way (ROW) Encroachment as detailed in thefollowing attachments. This request package has been prepared consistent with the State of North
Carolina’s standard Right of Way Encroachment Agreement for Non-Utility Encroachments on Primaryand Secondary Highways (Form R/W 16.1A –January 1981). This is one of five ROW encroachment
requests in Cumberland County.
Geosyntec is an environmental consulting firm working for Chemours to assess the horizontal andvertical extents of PFAS compounds in groundwater. More specifically, this assessment requires
groundwater monitoring wells offsite of Chemour’s Fayetteville Works facility located at 22828 NC
Highway 87 West, Fayetteville.
Chemours is requesting permission to install two co-located environmental groundwater monitoring
wells within NCDOT’s ROW as shown on the attached map, Figure 1. A pair of monitoring wells is
proposed within the ROW at the intersection of NC Highway 53 and Johnson Road (SR 2228) inCumberland County. Details are presented in the enclosed attachment to the agreement. We would liketo commence drilling by August 12, 2019.
Your cooperation in this matter is appreciated. Please contact me at (919) 424-1828 if you need any
additional information or if you have any questions regarding this work plan.
Sincerely,

Beau Hodge
Attachments:

Cc:

Access Agreement Terms and Conditions
Figures

Greg Burns, NCDOTSTATE OF NORTH CAROLINA

DEPARTMENT OF TRANSPORTATIONROY COOPERJAMES H. TROGDON, III

GOVERNORSECRETARY

August 23, 2019
Mr. Christel E. Compton
The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT:
Dear Sir:

Encroachment Agreement on NC Highway 242 for the installation of two (2)groundwater monitoring wells in Cumberland County (E062-026-19-00207).

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-locatedflush mount environmental groundwater monitoring wells on NC Highway 242 as associatedwith the Chemours Fayetteville Works project in Cumberland County as shown on the attachedplans (Geosyntec project #TR0795 NC210-NC242).
Location:
Route

At a point

Towards

NC 24275’± north the intersection of NC Highway 242 and NC 210(Fayetteville-Wilmington Road)

SR 2038

This encroachment is approved subject to the following:
1. Within ninety (90) days of the completion of the proposed utility installation, an AsBuilt drawing(s) and a executed Contractor Certification Memo shall be submitted to
the District Office (online encroachment database). The As-Built drawing(s) shalldepict the horizontal and vertical locations of all utilities and associatedappurtenances.
2. The Cumberland County Maintenance Engineer at (910) 364-0602 and Mr. Troy L. Baker,
Senior Assistant District Engineer at (910) 364-0601 shall be notified a minimum of three(3) days before construction is to begin.
3. Traffic will be maintained and proper signs, signal lights, flagmen and other warning
devices will be provided for the protection of traffic, in conformance with the latest
Manual on Uniform Traffic Control Devices for Streets and Highways. All contractor
personnel will be required to wear a class II ANSI approved safety vest while working
within the DOT right of way.
4. All lanes of traffic on NC Highway 242 are to be open during the hours of 6:00 AM to
9:00 AM and from 4:00 PM to 6:00 PM unless otherwise directed by the Engineer. No
lane of traffic shall be closed on holidays, special events, or as directed by theengineer. Traffic shall be maintained at all times.
Mailing Address:
NC DEPARTMENT OF TRANSPORTATIONDIVISION SIX / DISTRICT TWO
POST OFFICE BOX 1150
FAYETTEVILLE, NC 28302

Telephone: (910) 364-0601
Fax: (910) 437-2529
Customer Service: 1-877-368-4968
Website: www.ncdot.gov

Location:
600 SOUTHERN AVENUEFAYETTEVILLE, NC 28306

Encroachment – NC Highway 242 (E062-026-19-00207)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Two
5. Any flush-mount groundwater monitoring well(s) shall be constructed at grade withthe existing ground surface as not to interfere with the positive drainage of the
roadway, roadway shoulder, drainage ditch and routine maintenance within
departmental rights of way.
6. The proposed groundwater monitoring well(s) and other associated appurtenances
are to be placed 5’ or closer off of the right-of- way lines of NC Highway 242. All
associated appurtenances must be placed behind the ditch line. Associatedappurtenances will not be allowed to be placed in the ditch line or on the shoulder ofthe road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance withthe latest version of the AASHTO Roadside Design Guide or made breakaway inaccordance with the requirements of NCHRP Report 350. Associated appurtenances will
not be allowed to be placed in the ditch line or on the shoulder of the road.
8. All concrete installed within NCDOT rights of way shall be constructed in accordancewith the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings and Amendments or Supplementals thereto. All
concrete shall be an approved NCDOT Class B mix. All materials testing results shallbe provided to the District Engineer upon completion of the project.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed inaccordance with the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings (Std. Dwg. No. 846.01 and 848.01) and Amendments or
Supplementals thereto. All concrete shall be an approved NCDOT Class B mix. All
materials testing results shall be provided to the District Engineer upon completion of the
project.
10. All ADA compliant curb ramps shall be constructed in accordance with the latest NCDOTStandard Specifications for Roads and Structures and Roadway Standard Drawings (Std.
Dwg. No. 848.06) and Amendments or Supplementals thereto including but not limited to
the Alternate Curb Ramp Designs (Curb Ramp Details - Parallel Ramps). All concrete shallbe an approved NCDOT Class B mix. All materials testing results shall be provided to theDistrict Engineer upon completion of the project.
11. All 30” curb and gutter within NCDOT rights of way shall be constructed with Class B
concrete in accordance with Section 846 of the latest NCDOT Standard Specifications forRoads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) andAmendment or Supplemental thereto or as directed by the engineer. All concrete testing
results shall be provided to the District Engineer’s office at time of project completion.
12. Open cuts are not permitted on NC Highway 242.
13. Any asphalt that is damaged as a result of construction shall be repaired at the encroaching
party’s expense. An NCDOT approved asphalt mix shall be used for all repairs within
NCDOT rights of way. Contact Mr. Troy L. Baker, Senior Assistant District Engineer for
acceptance of asphalt mix designs.

Encroachment – NC Highway 242 (E062-026-19-00207)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Three
14. All open cuts (if permitted) on primary routes will require full depth patching with 5.0” ofB 25.0 B (ACBC) Asphalt Concrete Base Course, 3.0” of I 19.0 B (ACIC) Asphalt
Concrete Intermediate Course and 2.0” of S 9.5 B (ACSC) Asphalt Concrete Surface
Course the same day as cut is made. It will also be required to mill the existing pavement
surface at a depth of 2.0” and a width of 1.0’ on each side of the cut to key in the patchwith the existing pavement surface in accordance with the attached detail.
15. All open cuts (if permitted) on secondary routes will require full depth patching with 4.0”of B 25.0 C (ACBC) Asphalt Concrete Base Course and 3.0” of S 9.5 C (ACSC) Asphalt
Concrete Surface Course the same day as cut is made. It will also be required to mill theexisting pavement surface at a depth of 1.5” and a width of 1.0’ on each side of the cut to
key in the patch with the existing pavement surface in accordance with the attached detail.
16. All fill areas/backfill shall be compacted to 95% density in accordance with AASHTO T99
as modified by the North Carolina Department of Transportation. All material to a depthof 8 inches below the finished surface shall be compacted to a density equal to at least
100% of that obtained by compacting a sample of the material in accordance withAASHTO T99 as modified by the department. The subgrade shall be compacted at amoisture content which is approximately that required to produce the maximum density
indicated by the above test method. The contractor shall dry or add moisture to thesubgrade when required to provide a uniformly compacted and acceptable subgrade. The
trench backfill material shall meet the Statewide Borrow criteria. The trench should bebackfilled in accordance with Section 300-7 of the latest NCDOT Standard Specifications
for Roads and Structures and Amendments or Supplementals thereto.
17. The party of the second part agrees to provide traffic control devices, lane closures, roadclosures, positive protection and/or any other warning or positive protection devices
necessary for the safety of motorists and workers during construction and any subsequent
maintenance. This shall be performed in conformance with the latest NCDOT Roadway
Standard Drawings and Standard Specifications for Roads and Structures andAmendments or Supplementals thereto. When there is no guidance provided in the
Roadway Standard Drawings or Specifications, comply with the Manual on Uniform
Traffic Control Devices for Streets and Highways and Amendment or Supplemental
thereto. Information as to the above rules and regulations may be obtained from theDivision Engineer of the party of the first part. All contractor personnel will be
required to wear a class II ANSI approved safety vest while working within the DOT
right of way.
18. Disturbed areas shall have an established stand of vegetation according to the attachedspecifications for erosion control.
19. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
20. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
21. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.

Encroachment – NC Highway 242 (E062-026-19-00207)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Four
22. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
23. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
24. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
25. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.
26. Trenching, bore pits and/or other excavations shall not be left overnight. The
contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
27. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
28. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
29. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.
30. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
31. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
32. No material storage shall be allowed along the shoulders of the roadway, and during nonworking hours, equipment shall be parked as close to the right of way line as possible andshall be properly barricaded so that no equipment obstruction shall be within the Clear
Recovery Area. No parking or material storage shall be allowed along the shoulders of any
state maintained roadway.
33. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
34. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.

Encroachment – NC Highway 242 (E062-026-19-00207)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Five
35. Excavations inside the theoretical 1:1 slope from the existing edge of pavement to thebottom of the nearest excavation wall should be made in accordance with the following
conditions:

The trench backfill material should meet the Statewide Borrow Criteria. The trenchshould be backfilled in accordance with Section 300-7 of the latest NCDOTStandard Specifications for Roads and Structures, which basically requires the
backfill material to be placed in layers not to exceed 6 inches loose and compacted atleast 95% of the density obtained by compacting a sample in accordance withAASHTO T99 as modified by the NCDOT.



All trench excavation inside the limits of the theoretical 1:1 slope, as defined by thepolicy, should be completely backfilled and compacted at the end of eachconstruction day. No portion of the trench shall be left open overnight.

36. When personnel and/or equipment are working on the shoulder adjacent to an
undivided facility and within five (5) feet of an open travel lane, close the nearest
open travel lane using Standard Drawing No. 1101.02 unless the work area is
protected by barrier or guardrail. When personnel and/or equipment are working
within a lane of travel of an undivided or divided facility, close the lane according to
the traffic control plans, or as directed by the Engineer. Conduct the work so that all
personnel and/or equipment remain within the closed travel lane. Do not work
simultaneously, on both sides of an open travel way, within the same location, on a
two-lane, two-way road. Do not perform work involving heavy equipment within
fifteen (15) feet of the edge of travel way when work is being performed behind a laneclosure on the opposite side of the travel way. Perform work only when weather andvisibility conditions allow safe operations as directed by the Engineer.
37. Drainage structures shall not be blocked with excavation materials. Any drainage structure
disturbed or damaged shall be restored to its original condition as directed by the District
Engineer.
38. Any disturbed guardrail shall be reset according to the applicable standard or as directedby the District Engineer.
39. All driveways altered during construction shall be returned to a state comparable with thecondition of the driveways prior to construction.
40. All roadway signs which are removed which are removed due to construction shall bereinstalled as soon as possible.
41. Any proposed driveway connections onto NCDOT roadways will require an approved
driveway permit. The approval of this Two Party encroachment (RW 16.1A) does notconstitute approval of any proposed driveway connections. For further information,
contact Mr. Troy L. Baker, Senior Assistant District Engineer at (910) 364-0601.
42. Excavated areas adjacent to pavement having more than a 2” drop shall be safed up at a 6:1
or flatter slope and designated by appropriate delineation during periods of inactivity,
including, but not limited to, night and weekend hours. Excavated material shall not be
placed on the roadway at any time.

Encroachment – NC Highway 242 (E062-026-19-00207)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Six
43. NCDOT reserves the right to further limit, restrict, or suspend operations within the
Right of Way if, in the opinion of NCDOT, safety or traffic conditions warrant suchaction.
44. It shall be the responsibility of the encroaching party to determine the location of otherutilities within the encroachment area. The encroaching party shall be responsible for
notifying other utility owners and providing protection and safeguards to prevent damage
or interruption to existing facilities and to maintain accessibility to existing utilities.
45. A qualified NCDOT inspector should be on site at all times during construction. The
encroaching party should be required to reimburse NCDOT for the cost of providing
the inspector. If NCDOT cannot supply an inspector, the encroaching party (not theutility contractor) should make arrangements to have a qualified inspector under thesupervision of a Professional Engineer registered in North Carolina, on site at all
times. The Registered Engineer should be required to certify that the structures havebeen installed in accordance with the encroachment agreement and that the backfill
material meets the Statewide Borrow Criteria.
46. Excavation within 1000 feet of a signalized intersection will require notification by the
party of the second part to the Division Traffic Engineer at telephone number (910) 3640606. All traffic signal or detection cables must be located prior to excavation.
47. All temporary and final paving markings are the responsibility of the encroaching party.
Final pavement markings and sign plans shall be submitted to the Division Traffic
Engineer at telephone number 910-364-0606 for review and approval.
48. The pavement marking contractor is required to have at least one member of every
pavement marking crew that is working on the project, preferably the Crew Supervisor, becertified through the NCDOT Pavement Marking Technician Certification Process. For
more information please contact the Work Zone Traffic Control Unit at (919) 773-2800 or
http://www.ncdot.org/doh/preconstruct/wztc/”.
49. Prior to installing pavement markings, contact Mr. Frank West with the NCDOT Division
Six Traffic Services Unit at 910-364-0606 to review the proposed pavement-marking
layout. This notification should take place a minimum of 48 hours in advance of thepavement marking installation.
50. Failure to contact the Traffic Services Unit to review the pavement-marking layout prior to
installation may result in the removal and reinstallation of the markings at the expense of
the Permittee.
51. All utility facilities, including but not limited to manholes, valve boxes, meter boxes, splice
boxes, junction boxes, vaults, and covers within NCDOT right of way shall have been
designed for HS-20 loading. A listing of currently approved manholes, valve boxes, andvaults is available at the following site:
https://apps.dot.state.ns.us.vendor/approvedproducts . If any proposed structure is not of adesign pre-approved by NCDOT, the encroaching party shall submit details andcalculations designed by a Professional Engineer registered in North Carolina for approval
prior to construction.

Encroachment – NC Highway 242 (E062-026-19-00207)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Seven
52. All utility access points, including but not limited to manholes, splice boxes, junction
boxes, and vaults shall be located outside of the right of way line. Manholes, splice boxes,
junction boxes, and vaults shall not be placed in the ditch line, side slopes of the ditches, orin the pavement. All manholes, splice boxes, junction boxes, vaults, and covers shall be
flush with the ground when located within the vehicle recovery area.

NCDOT WORK ZONE TRAFFIC CONTROL QUALIFICATIONS AND TRAINING
PROGRAMAll personal performing any activity inside the highway right of way are required to be
familiar with the NCDOT Maintenance / Utility Traffic Control Guidelines (MUTCG). No
specific training course or test is required for qualification in the Maintenance / Utility
Traffic Control Guidelines (MUTCG).
All flagging, spotting, or operating Automated Flagger Assist Devices (AFAD) insidethehighway right of way requires qualified and trained Work Zone Flaggers. Training for thiscertification is provided by NCDOT approved training resources and by private entities
that have been pre-approved to train themselves.
All personnel in charge of overseeing work zone Temporary Traffic Control operations andinstallations inside the highway right of way are required to be qualified and trained Work
Zone Supervisors. Training for this certification is provided by NCDOT approved training
resources.
For questions and/or additional information regarding this training program please refer
to our web site at https://connect.ncdot.gov/projects/WZTC/Pages/Training.aspx or call
J.S. (Steve) Kite, PE at (919) 662-4339 or skite@ncdot.gov or Roger Garrett at (919) 6624383 or rmgarrett@ncdot.gov, both with the NCDOT Work Zone Traffic Control Section.
If further information or assistance is needed in reference to this project, please feel free to call
Mr. Lee R. Hines, Jr. (Richie), PE, District Engineer at (910) 364-0601.
Sincerely,
Greg W. Burns, PE
Division Engineer
GWB:tlbcc:

https://connect.ncdot.gov/site/Permits/Pages/All-Submissions.aspx

ROUTE

NC-242PROJECT

DEPARTMENT OF TRANSPORTATION-ANDThe Chemours Company, FC LLC –Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306

COUNTY OF

STATE OF NORTH CAROLINA
Cumberland

RIGHT OF WAY ENCROACHMENT AGREEMENTFOR NON-UTILITY ENCROACHMENTS ON
PRIMARY AND SECONDARY HIGHWAYSTHIS AGREEMENT, made and entered into this the 23
day of Aug. , 20
of Transportation, party of the first part; and The Chemours Company, FC LLC Fayetteville Works

19, by and between the Department
party of the second part,

WITNESSETH
THAT WHEREAS, the party of the second part desires to encroach on the right of way of the public road designated asRoute(s) NC-242 and NC-210, located
Approximately 75 feet north of the intersection of NC-242 and NC-210
with the construction and/or erection of: Groundwater monitoring well(s)In Cumberland County

WHEREAS, it is to the material advantage of the party of the second part to effect this encroachment, andthe party of the first part in the exercise of authority conferred upon it by statute, is willing to permit theencroachment within the limits of the right of way as indicated, subject to the conditions of this agreement;
NOW, THEREFORE, IT IS AGREED that the party of the first part hereby grants to the party of the second
part the right and privilege to make this encroachment as shown on attached plan sheet(s), specifications andspecial provisions which are made a part hereof upon the following conditions, to wit:
That the said party of the second part binds and obligates himself to install and maintain the encroaching facility in such safeand proper condition that it will not interfere with or endanger travel upon said highway, nor obstruct nor interfere with the proper
maintenance thereof, to reimburse the party of the first part for the cost incurred for any repairs or maintenance to its roadways
and structures necessary due to the installation and existence of the facilities of the party of the second part, and if at any time
the party of the first part shall require the removal of or changes in the location of the said facilities, that the said party of thesecond part binds himself, his successors and assigns, to promptly remove or alter the said facilities, in order to conform to thesaid requirement, without any cost to the party of the first part.
That the party of the second part agrees to provide during construction and any subsequent maintenance proper signs, signal
lights, flagmen and other warning devices for the protection of traffic in conformance with the latest Manual on Uniform Traffic
Control Devices for Streets and Highways and Amendments or Supplements thereto. Information as to the above rules andregulations may be obtained from the Division Engineer of the party of the first part.
That the party of the second part hereby agrees to indemnify and save harmless the party of the first part from all damages
and claims for damage that may arise by reason of the installation and maintenance of this encroachment.
It is clearly understood by the party of the second part that the party of the first part will assume no responsibility for any
damage that may be caused to such facilities, within the highway rights of way limits, in carrying out its construction andmaintenance operations.
That the party of the second part agrees to restore all areas disturbed during installation and maintenance to the satisfactionof the Division Engineer of the party of the first part. The party of the second part agrees to exercise every reasonableprecaution during construction and maintenance to prevent eroding of soil; silting or pollution of rivers, streams, lakes, reservoirs,
other water impoundments, ground surfaces or other property; or pollution of the air. There shall be compliance with applicable
rules and regulations of the North Carolina Division of Environmental Management, North Carolina Sedimentation Control
Commission, and with ordinances and regulations of various counties, municipalities and other official agencies relating topollution prevention and control. When any installation or maintenance operation disturbs the ground surface and existing
ground cover, the party of the second part agrees to remove and replace the sod or otherwise reestablish the grass cover tomeet the satisfaction of the Division Engineer of the party of the first part.
That the party of the second part agrees to assume the actual cost of any inspection of the work considered to be necessary
by the Division Engineer of the party of the first part.
That the party of the second part agrees to have available at the encroaching site, at all times during construction, a copy ofthis agreement showing evidence of approval by the party of the first part. The party of the first part reserves the right to stop all
work unless evidence of approval can be shown.
Provided the work contained in this agreement is being performed on a completed highway open to traffic; the party of thesecond part agrees to give written notice to the Division Engineer of the party of the first part when all work contained herein has
been completed. Unless specifically requested by the party of the first part, written notice of completion of work on highway
projects under construction will not be required.
That in the case of noncompliance with the terms of this agreement by the party of the second part, the party of the first part
reserves the right to stop all work until the facility has been brought into compliance or removed from the right of way at no costto the party of the first part.
That it is agreed by both parties that this agreement shall become void if actual construction of the work contemplated herein
is not begun within one (1) year from the date of authorization by the party of the first part unless written waiver is secured by the
party of the second part from the party of the first part.

FORM R/W 16.1A (January, 1981)

Division Engineer

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LegendNC Cumberland Parcel Boundary
Proposed Well Location

Proposed Location for Monitoring Well Installation
Hwy 210 and Hwy 242
Chemours Fayetteville Works, North Carolina

Notes:
1. Aerial imagery provided by ArcMap10.5, ESRI
2. Parcel information provided by Cumberland County(http://data.nconemap.gov/downloads/vector/parcels/).

FigureRaleigh, NC

July 20191

Figure 2: Typical Well construction

Figure 3: Typical appearance of a completed well at grade.

Figure 4: Temporary traffic control method as found from the Manual on Uniform Traffic Control
Devices.

Agreement Checklist
1. All roadways and ramps.
• See Figure 1
2. Right of way lines and where applicable, the control of access lines.
• See Figure 1• Please notify Geosyntec if Plat drawing is available for official ROW
information
3. Location of the proposed encroachment.
• See Figure 1• Final monitoring well locations is dependent on conflicts with existing
above ground and underground utilities in the ROW
4. Length and type of encroachment.
• Flush mount monitoring well, within 2’ x 2’ concrete pad (Figures 2 and 3)• 8” manhole covers, H-20 rated, bolted down
• Vertical boring depth will range from 40’-90’ below ground surface
5. Location by highway survey station number. If station number cannot be
obtained, location should be shown by distance from some identifiable point,
such as a bridge, road, intersection, etc. (To assist in preparation of theencroachment plan, the Department’s roadway plans may be seen at the various
Highway Division Offices, or at the Raleigh office.)• Monitoring well locations will be located within the ROW at / near theintersection of NC Highway 210 and NC Highway 242. (see Figure 1).
• The proposed monitoring well borings are subject to minor relocation
based on existing utilities and NCDOT ROW records.
6. Drainage structures or bridges if affected by encroachment.
• Not Applicable
7. Typical section indicating the pavement design and width, and the slopes, widths
and details for either a curb and gutter or a shoulder and ditch section, whicheveris applicable.
• Not Applicable
8. Horizontal alignment indicating general curve data, where applicable.
• Not Applicable
9. Vertical alignment indicated by percent grade, P.I. station and vertical curve
length, where applicable.
• Not Applicable
10. Amount of material to be removed and/or placed on NCDOT right of way, if
applicable.
• Not Applicable
11. Cross-sections of all grading operations, indicating slope ratio and reference bystation where applicable.
• Not Applicable
12. All pertinent drainage structures proposed. Include all hydraulic data, pipe sizes,
structure details and other related information.
• Not Applicable
13. Erosion and sediment control.
• Not Applicable14. Any special provisions or specifications as to the performance of the work or the
method of construction that may be required by the Department must be shown
on a separate sheet attached to encroachment agreement provided that suchinformation cannot be shown on plans or drawings.
• Wells will be installed by a NC licensed driller in accordance with 15A
North Carolina Administrative Code, Sub-chapter 2C. All investigation
derived waste will be transported to Chemour’s Fayetteville Works
facility.
• Geosyntec will coordinate with 811 / MISS UTILITY to have the public
utilities located and marked in the field prior to boring. A private utility
locator may be used as well. The wells will be constructed as shown in
the attached Figure 2. The surface completion will be flush to the current
ROW grade (Figure 3). We estimate it will take 3 to 4 days. Drilling andsupport vehicles will be located entirely on the road shoulder.
15. The Department’s Division Engineer should be given notice by the applicant priorto actual starting of installation included in this agreement.
• Noted16. Method of handling traffic during construction where applicable.
• Unless otherwise suggested, traffic handling will follow procedures from
the Manual on Uniform Traffic Control Devices, Chapter 6, Temporary
Traffic Control, page 635, “Work Beyond the Shoulder, Typical Application
1” (Figure 4).
17. Scale of plans, north arrow, etc.
• See Figure 1

Geosyntec Consultants of NC, PC
2501 Blue Ridge Road, Suite 430
Raleigh, North Carolina 27607
PH 919.870.0576
www.geosyntec.com

Mr. Lee Hines
District Engineer
NCDOT
600 Southern Avenue
Fayetteville, NC 28306-1524

18 July 2019

Subject: Request for Right of Way Encroachment in Cumberland County
NC Highway 210 and NC Highway 242
Geosyntec project # TR0795 NC210-NC242
On behalf of our client, The Chemours Company FC, LLC, (Chemours), Geosyntec Consultants of NC, PC(Geosyntec) has prepared this request for a Right of Way (ROW) Encroachment as detailed in thefollowing attachments. This request package has been prepared consistent with the State of North
Carolina’s standard Right of Way Encroachment Agreement for Non-Utility Encroachments on Primaryand Secondary Highways (Form R/W 16.1A –January 1981). This is one of five ROW encroachment
requests in Cumberland County.
Geosyntec is an environmental consulting firm working for Chemours to assess the horizontal andvertical extents of PFAS compounds in groundwater. More specifically, this assessment requires
groundwater monitoring wells offsite of Chemour’s Fayetteville Works facility located at 22828 NC
Highway 87 West, Fayetteville.
Chemours is requesting permission to install two environmental groundwater monitoring wells within
NCDOT’s ROW as shown on the attached map, Figure 1. A pair of monitoring wells is proposed within
the ROW at the intersection of NC Highway 210 and NC Highway 242 in the City of Beaver Dam in
Cumberland County. Details are presented in the enclosed attachment to the agreement. We would liketo commence drilling by August 12, 2019.
Your cooperation in this matter is appreciated. Please contact me at (919) 424-1828 if you need any
additional information or if you have any questions regarding this work plan.
Sincerely,

Beau Hodge
Cc:

Greg Burns, NCDOT

Attachments:

Encroachment Agreement
FiguresSTATE OF NORTH CAROLINA

DEPARTMENT OF TRANSPORTATIONROY COOPERJAMES H. TROGDON, III

GOVERNORSECRETARY

August 23, 2019
Mr. Christel E. Compton
The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT:
Dear Sir:

Encroachment Agreement on SR 1121 (McDonald Road) for the installation of
two (2) groundwater monitoring wells in Cumberland County(E062-026-19-00209).

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-locatedflush mount environmental groundwater monitoring wells on SR 1121 (McDonald Road) as
associated with the Chemours Fayetteville Works project in Cumberland County as shown on theattached plans (Geosyntec project #TR0795 SR1121-SR1118).
Location:
Route

At a point

Towards

SR 112150’± south the intersection of SR 1121 (McDonald Road) and SR
1118 (Parkton Road)

US 301This encroachment is approved subject to the following:
1. Within ninety (90) days of the completion of the proposed utility installation, an AsBuilt drawing(s) and a executed Contractor Certification Memo shall be submitted to
the District Office (online encroachment database). The As-Built drawing(s) shalldepict the horizontal and vertical locations of all utilities and associatedappurtenances.
2. The Cumberland County Maintenance Engineer at (910) 364-0602 and Mr. Troy L. Baker,
Senior Assistant District Engineer at (910) 364-0601 shall be notified a minimum of three(3) days before construction is to begin.
3. Traffic will be maintained and proper signs, signal lights, flagmen and other warning
devices will be provided for the protection of traffic, in conformance with the latest
Manual on Uniform Traffic Control Devices for Streets and Highways. All contractor
personnel will be required to wear a class II ANSI approved safety vest while working
within the DOT right of way.
4. All lanes of traffic on SR 1121 (McDonald Road) are to be open during the hours of
6:00 AM to 9:00 AM and from 4:00 PM to 6:00 PM unless otherwise directed by theEngineer. No lane of traffic shall be closed on holidays, special events, or as directedby the engineer. Traffic shall be maintained at all times.
Mailing Address:
NC DEPARTMENT OF TRANSPORTATIONDIVISION SIX / DISTRICT TWO
POST OFFICE BOX 1150
FAYETTEVILLE, NC 28302

Telephone: (910) 364-0601
Fax: (910) 437-2529
Customer Service: 1-877-368-4968
Website: www.ncdot.gov

Location:
600 SOUTHERN AVENUEFAYETTEVILLE, NC 28306

Encroachment – SR 1121 (McDonald Road) (E062-026-19-00209)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Two
5. Any flush-mount groundwater monitoring well(s) shall be constructed at grade withthe existing ground surface as not to interfere with the positive drainage of the
roadway, roadway shoulder, drainage ditch and routine maintenance within
departmental rights of way.
6. The proposed groundwater monitoring well(s) and other associated appurtenances
are to be placed 5’ or closer off of the right-of- way lines of SR 1121 (McDonald
Road). All associated appurtenances must be placed behind the ditch line. Associatedappurtenances will not be allowed to be placed in the ditch line or on the shoulder ofthe road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance withthe latest version of the AASHTO Roadside Design Guide or made breakaway inaccordance with the requirements of NCHRP Report 350. Associated appurtenances will
not be allowed to be placed in the ditch line or on the shoulder of the road.
8. All concrete installed within NCDOT rights of way shall be constructed in accordancewith the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings and Amendments or Supplementals thereto. All
concrete shall be an approved NCDOT Class B mix. All materials testing results shallbe provided to the District Engineer upon completion of the project.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed inaccordance with the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings (Std. Dwg. No. 846.01 and 848.01) and Amendments or
Supplementals thereto. All concrete shall be an approved NCDOT Class B mix. All
materials testing results shall be provided to the District Engineer upon completion of the
project.
10. All ADA compliant curb ramps shall be constructed in accordance with the latest NCDOTStandard Specifications for Roads and Structures and Roadway Standard Drawings (Std.
Dwg. No. 848.06) and Amendments or Supplementals thereto including but not limited to
the Alternate Curb Ramp Designs (Curb Ramp Details - Parallel Ramps). All concrete shallbe an approved NCDOT Class B mix. All materials testing results shall be provided to theDistrict Engineer upon completion of the project.
11. All 30” curb and gutter within NCDOT rights of way shall be constructed with Class B
concrete in accordance with Section 846 of the latest NCDOT Standard Specifications forRoads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) andAmendment or Supplemental thereto or as directed by the engineer. All concrete testing
results shall be provided to the District Engineer’s office at time of project completion.
12. Open cuts are not permitted on SR 1121 (McDonald Road).
13. Any asphalt that is damaged as a result of construction shall be repaired at the encroaching
party’s expense. An NCDOT approved asphalt mix shall be used for all repairs within
NCDOT rights of way. Contact Mr. Troy L. Baker, Senior Assistant District Engineer for
acceptance of asphalt mix designs.

Encroachment – SR 1121 (McDonald Road) (E062-026-19-00209)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Three
14. All open cuts (if permitted) on primary routes will require full depth patching with 5.0” ofB 25.0 B (ACBC) Asphalt Concrete Base Course, 3.0” of I 19.0 B (ACIC) Asphalt
Concrete Intermediate Course and 2.0” of S 9.5 B (ACSC) Asphalt Concrete Surface
Course the same day as cut is made. It will also be required to mill the existing pavement
surface at a depth of 2.0” and a width of 1.0’ on each side of the cut to key in the patchwith the existing pavement surface in accordance with the attached detail.
15. All open cuts (if permitted) on secondary routes will require full depth patching with 4.0”of B 25.0 C (ACBC) Asphalt Concrete Base Course and 3.0” of S 9.5 C (ACSC) Asphalt
Concrete Surface Course the same day as cut is made. It will also be required to mill theexisting pavement surface at a depth of 1.5” and a width of 1.0’ on each side of the cut to
key in the patch with the existing pavement surface in accordance with the attached detail.
16. All fill areas/backfill shall be compacted to 95% density in accordance with AASHTO T99
as modified by the North Carolina Department of Transportation. All material to a depthof 8 inches below the finished surface shall be compacted to a density equal to at least
100% of that obtained by compacting a sample of the material in accordance withAASHTO T99 as modified by the department. The subgrade shall be compacted at amoisture content which is approximately that required to produce the maximum density
indicated by the above test method. The contractor shall dry or add moisture to thesubgrade when required to provide a uniformly compacted and acceptable subgrade. The
trench backfill material shall meet the Statewide Borrow criteria. The trench should bebackfilled in accordance with Section 300-7 of the latest NCDOT Standard Specifications
for Roads and Structures and Amendments or Supplementals thereto.
17. The party of the second part agrees to provide traffic control devices, lane closures, roadclosures, positive protection and/or any other warning or positive protection devices
necessary for the safety of motorists and workers during construction and any subsequent
maintenance. This shall be performed in conformance with the latest NCDOT Roadway
Standard Drawings and Standard Specifications for Roads and Structures andAmendments or Supplementals thereto. When there is no guidance provided in the
Roadway Standard Drawings or Specifications, comply with the Manual on Uniform
Traffic Control Devices for Streets and Highways and Amendment or Supplemental
thereto. Information as to the above rules and regulations may be obtained from theDivision Engineer of the party of the first part. All contractor personnel will be
required to wear a class II ANSI approved safety vest while working within the DOT
right of way.
18. Disturbed areas shall have an established stand of vegetation according to the attachedspecifications for erosion control.
19. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
20. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
21. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.

Encroachment – SR 1121 (McDonald Road) (E062-026-19-00209)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Four
22. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
23. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
24. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
25. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.
26. Trenching, bore pits and/or other excavations shall not be left overnight. The
contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
27. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
28. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
29. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.
30. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
31. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
32. No material storage shall be allowed along the shoulders of the roadway, and during nonworking hours, equipment shall be parked as close to the right of way line as possible andshall be properly barricaded so that no equipment obstruction shall be within the Clear
Recovery Area. No parking or material storage shall be allowed along the shoulders of any
state maintained roadway.
33. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
34. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.

Encroachment – SR 1121 (McDonald Road) (E062-026-19-00209)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Five
35. Excavations inside the theoretical 1:1 slope from the existing edge of pavement to thebottom of the nearest excavation wall should be made in accordance with the following
conditions:

The trench backfill material should meet the Statewide Borrow Criteria. The trenchshould be backfilled in accordance with Section 300-7 of the latest NCDOTStandard Specifications for Roads and Structures, which basically requires the
backfill material to be placed in layers not to exceed 6 inches loose and compacted atleast 95% of the density obtained by compacting a sample in accordance withAASHTO T99 as modified by the NCDOT.



All trench excavation inside the limits of the theoretical 1:1 slope, as defined by thepolicy, should be completely backfilled and compacted at the end of eachconstruction day. No portion of the trench shall be left open overnight.

36. When personnel and/or equipment are working on the shoulder adjacent to an
undivided facility and within five (5) feet of an open travel lane, close the nearest
open travel lane using Standard Drawing No. 1101.02 unless the work area is
protected by barrier or guardrail. When personnel and/or equipment are working
within a lane of travel of an undivided or divided facility, close the lane according to
the traffic control plans, or as directed by the Engineer. Conduct the work so that all
personnel and/or equipment remain within the closed travel lane. Do not work
simultaneously, on both sides of an open travel way, within the same location, on a
two-lane, two-way road. Do not perform work involving heavy equipment within
fifteen (15) feet of the edge of travel way when work is being performed behind a laneclosure on the opposite side of the travel way. Perform work only when weather andvisibility conditions allow safe operations as directed by the Engineer.
37. Drainage structures shall not be blocked with excavation materials. Any drainage structure
disturbed or damaged shall be restored to its original condition as directed by the District
Engineer.
38. Any disturbed guardrail shall be reset according to the applicable standard or as directedby the District Engineer.
39. All driveways altered during construction shall be returned to a state comparable with thecondition of the driveways prior to construction.
40. All roadway signs which are removed which are removed due to construction shall bereinstalled as soon as possible.
41. Any proposed driveway connections onto NCDOT roadways will require an approved
driveway permit. The approval of this Two Party encroachment (RW 16.1A) does notconstitute approval of any proposed driveway connections. For further information,
contact Mr. Troy L. Baker, Senior Assistant District Engineer at (910) 364-0601.
42. Excavated areas adjacent to pavement having more than a 2” drop shall be safed up at a 6:1
or flatter slope and designated by appropriate delineation during periods of inactivity,
including, but not limited to, night and weekend hours. Excavated material shall not be
placed on the roadway at any time.

Encroachment – SR 1121 (McDonald Road) (E062-026-19-00209)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Six
43. NCDOT reserves the right to further limit, restrict, or suspend operations within the
Right of Way if, in the opinion of NCDOT, safety or traffic conditions warrant suchaction.
44. It shall be the responsibility of the encroaching party to determine the location of otherutilities within the encroachment area. The encroaching party shall be responsible for
notifying other utility owners and providing protection and safeguards to prevent damage
or interruption to existing facilities and to maintain accessibility to existing utilities.
45. A qualified NCDOT inspector should be on site at all times during construction. The
encroaching party should be required to reimburse NCDOT for the cost of providing
the inspector. If NCDOT cannot supply an inspector, the encroaching party (not theutility contractor) should make arrangements to have a qualified inspector under thesupervision of a Professional Engineer registered in North Carolina, on site at all
times. The Registered Engineer should be required to certify that the structures havebeen installed in accordance with the encroachment agreement and that the backfill
material meets the Statewide Borrow Criteria.
46. Excavation within 1000 feet of a signalized intersection will require notification by the
party of the second part to the Division Traffic Engineer at telephone number (910) 3640606. All traffic signal or detection cables must be located prior to excavation.
47. All temporary and final paving markings are the responsibility of the encroaching party.
Final pavement markings and sign plans shall be submitted to the Division Traffic
Engineer at telephone number 910-364-0606 for review and approval.
48. The pavement marking contractor is required to have at least one member of every
pavement marking crew that is working on the project, preferably the Crew Supervisor, becertified through the NCDOT Pavement Marking Technician Certification Process. For
more information please contact the Work Zone Traffic Control Unit at (919) 773-2800 or
http://www.ncdot.org/doh/preconstruct/wztc/”.
49. Prior to installing pavement markings, contact Mr. Frank West with the NCDOT Division
Six Traffic Services Unit at 910-364-0606 to review the proposed pavement-marking
layout. This notification should take place a minimum of 48 hours in advance of thepavement marking installation.
50. Failure to contact the Traffic Services Unit to review the pavement-marking layout prior to
installation may result in the removal and reinstallation of the markings at the expense of
the Permittee.
51. All utility facilities, including but not limited to manholes, valve boxes, meter boxes, splice
boxes, junction boxes, vaults, and covers within NCDOT right of way shall have been
designed for HS-20 loading. A listing of currently approved manholes, valve boxes, andvaults is available at the following site:
https://apps.dot.state.ns.us.vendor/approvedproducts . If any proposed structure is not of adesign pre-approved by NCDOT, the encroaching party shall submit details andcalculations designed by a Professional Engineer registered in North Carolina for approval
prior to construction.

Encroachment – SR 1121 (McDonald Road) (E062-026-19-00209)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Seven
52. All utility access points, including but not limited to manholes, splice boxes, junction
boxes, and vaults shall be located outside of the right of way line. Manholes, splice boxes,
junction boxes, and vaults shall not be placed in the ditch line, side slopes of the ditches, orin the pavement. All manholes, splice boxes, junction boxes, vaults, and covers shall be
flush with the ground when located within the vehicle recovery area.

NCDOT WORK ZONE TRAFFIC CONTROL QUALIFICATIONS AND TRAINING
PROGRAMAll personal performing any activity inside the highway right of way are required to be
familiar with the NCDOT Maintenance / Utility Traffic Control Guidelines (MUTCG). No
specific training course or test is required for qualification in the Maintenance / Utility
Traffic Control Guidelines (MUTCG).
All flagging, spotting, or operating Automated Flagger Assist Devices (AFAD) insidethehighway right of way requires qualified and trained Work Zone Flaggers. Training for thiscertification is provided by NCDOT approved training resources and by private entities
that have been pre-approved to train themselves.
All personnel in charge of overseeing work zone Temporary Traffic Control operations andinstallations inside the highway right of way are required to be qualified and trained Work
Zone Supervisors. Training for this certification is provided by NCDOT approved training
resources.
For questions and/or additional information regarding this training program please refer
to our web site at https://connect.ncdot.gov/projects/WZTC/Pages/Training.aspx or call
J.S. (Steve) Kite, PE at (919) 662-4339 or skite@ncdot.gov or Roger Garrett at (919) 6624383 or rmgarrett@ncdot.gov, both with the NCDOT Work Zone Traffic Control Section.
If further information or assistance is needed in reference to this project, please feel free to call
Mr. Lee R. Hines, Jr. (Richie), PE, District Engineer at (910) 364-0601.
Sincerely,
Greg W. Burns, PE
Division Engineer
GWB:tlbcc:

https://connect.ncdot.gov/site/Permits/Pages/All-Submissions.aspx

ROUTE

SR 1121

PROJECT

DEPARTMENT OF TRANSPORTATION-ANDThe Chemours Company, FC LLC –Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306

COUNTY OF

STATE OF NORTH CAROLINA
Cumberland

RIGHT OF WAY ENCROACHMENT AGREEMENTFOR NON-UTILITY ENCROACHMENTS ON
PRIMARY AND SECONDARY HIGHWAYSTHIS AGREEMENT, made and entered into this the 23
day of Aug. , 20
of Transportation, party of the first part; and The Chemours Company, FC LLC Fayetteville Works

19, by and between the Department
party of the second part,

WITNESSETH
THAT WHEREAS, the party of the second part desires to encroach on the right of way of the public road designated asRoute(s) SR 1121
, located In Cumberland County
Approximately 50 feet south of the intersection of Parkton Rd (SR-1118) and McDonald Road (SR 1121)
with the construction and/or erection of: Groundwater monitoring well(s)WHEREAS, it is to the material advantage of the party of the second part to effect this encroachment, andthe party of the first part in the exercise of authority conferred upon it by statute, is willing to permit theencroachment within the limits of the right of way as indicated, subject to the conditions of this agreement;
NOW, THEREFORE, IT IS AGREED that the party of the first part hereby grants to the party of the second
part the right and privilege to make this encroachment as shown on attached plan sheet(s), specifications andspecial provisions which are made a part hereof upon the following conditions, to wit:
That the said party of the second part binds and obligates himself to install and maintain the encroaching facility in such safeand proper condition that it will not interfere with or endanger travel upon said highway, nor obstruct nor interfere with the proper
maintenance thereof, to reimburse the party of the first part for the cost incurred for any repairs or maintenance to its roadways
and structures necessary due to the installation and existence of the facilities of the party of the second part, and if at any time
the party of the first part shall require the removal of or changes in the location of the said facilities, that the said party of thesecond part binds himself, his successors and assigns, to promptly remove or alter the said facilities, in order to conform to thesaid requirement, without any cost to the party of the first part.
That the party of the second part agrees to provide during construction and any subsequent maintenance proper signs, signal
lights, flagmen and other warning devices for the protection of traffic in conformance with the latest Manual on Uniform Traffic
Control Devices for Streets and Highways and Amendments or Supplements thereto. Information as to the above rules andregulations may be obtained from the Division Engineer of the party of the first part.
That the party of the second part hereby agrees to indemnify and save harmless the party of the first part from all damages
and claims for damage that may arise by reason of the installation and maintenance of this encroachment.
It is clearly understood by the party of the second part that the party of the first part will assume no responsibility for any
damage that may be caused to such facilities, within the highway rights of way limits, in carrying out its construction andmaintenance operations.
That the party of the second part agrees to restore all areas disturbed during installation and maintenance to the satisfactionof the Division Engineer of the party of the first part. The party of the second part agrees to exercise every reasonableprecaution during construction and maintenance to prevent eroding of soil; silting or pollution of rivers, streams, lakes, reservoirs,
other water impoundments, ground surfaces or other property; or pollution of the air. There shall be compliance with applicable
rules and regulations of the North Carolina Division of Environmental Management, North Carolina Sedimentation Control
Commission, and with ordinances and regulations of various counties, municipalities and other official agencies relating topollution prevention and control. When any installation or maintenance operation disturbs the ground surface and existing
ground cover, the party of the second part agrees to remove and replace the sod or otherwise reestablish the grass cover tomeet the satisfaction of the Division Engineer of the party of the first part.
That the party of the second part agrees to assume the actual cost of any inspection of the work considered to be necessary
by the Division Engineer of the party of the first part.
That the party of the second part agrees to have available at the encroaching site, at all times during construction, a copy ofthis agreement showing evidence of approval by the party of the first part. The party of the first part reserves the right to stop all
work unless evidence of approval can be shown.
Provided the work contained in this agreement is being performed on a completed highway open to traffic; the party of thesecond part agrees to give written notice to the Division Engineer of the party of the first part when all work contained herein has
been completed. Unless specifically requested by the party of the first part, written notice of completion of work on highway
projects under construction will not be required.
That in the case of noncompliance with the terms of this agreement by the party of the second part, the party of the first part
reserves the right to stop all work until the facility has been brought into compliance or removed from the right of way at no costto the party of the first part.
That it is agreed by both parties that this agreement shall become void if actual construction of the work contemplated herein
is not begun within one (1) year from the date of authorization by the party of the first part unless written waiver is secured by the
party of the second part from the party of the first part.

FORM R/W 16.1A (January, 1981)

Division Engineer

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LegendNC Cumberland Parcel Boundary
Proposed Well Location

Proposed Location for Monitoring Well Installation
McDonald Rd and Parkton Rd
Chemours Fayetteville Works, North Carolina

Notes:
1. Aerial imagery provided by ArcMap10.5, ESRI
2. Parcel information provided by Cumberland County(http://data.nconemap.gov/downloads/vector/parcels/).

FigureRaleigh, NC

July 20191

Figure 2: Typical Well construction

Figure 3: Typical appearance of a completed well at grade.

Figure 4: Temporary traffic control method as found from the Manual on Uniform Traffic Control
Devices.

Agreement Checklist
1. All roadways and ramps.
• See Figure 1
2. Right of way lines and where applicable, the control of access lines.
• See Figure 1• Please notify Geosyntec if Plat drawing is available for official ROW
information
3. Location of the proposed encroachment.
• See Figure 1• Final monitoring well locations is dependent on conflicts with existing
above ground and underground utilities in the ROW
4. Length and type of encroachment.
• Flush mount monitoring well, within 2’ x 2’ concrete pad (Figures 2 and 3)• 8” manhole covers, H-20 rated, bolted down
• Vertical boring depth will range from 40’-90’ below ground surface
5. Location by highway survey station number. If station number cannot be
obtained, location should be shown by distance from some identifiable point,
such as a bridge, road, intersection, etc. (To assist in preparation of theencroachment plan, the Department’s roadway plans may be seen at the various
Highway Division Offices, or at the Raleigh office.)• Monitoring well locations will be located within the ROW at / near theintersection of Parkton Road (SR 1118) and McDonald Road (SR 1121).
(see Figure 1).
• The proposed monitoring well borings are subject to minor relocation
based on existing utilities and NCDOT ROW records.
6. Drainage structures or bridges if affected by encroachment.
• Not Applicable
7. Typical section indicating the pavement design and width, and the slopes, widths
and details for either a curb and gutter or a shoulder and ditch section, whicheveris applicable.
• Not Applicable
8. Horizontal alignment indicating general curve data, where applicable.
• Not Applicable
9. Vertical alignment indicated by percent grade, P.I. station and vertical curve
length, where applicable.
• Not Applicable
10. Amount of material to be removed and/or placed on NCDOT right of way, if
applicable.
• Not Applicable
11. Cross-sections of all grading operations, indicating slope ratio and reference bystation where applicable.
• Not Applicable
12. All pertinent drainage structures proposed. Include all hydraulic data, pipe sizes,
structure details and other related information.
• Not Applicable
13. Erosion and sediment control.

• Not Applicable
14. Any special provisions or specifications as to the performance of the work or the
method of construction that may be required by the Department must be shown
on a separate sheet attached to encroachment agreement provided that suchinformation cannot be shown on plans or drawings.
• Wells will be installed by a NC licensed driller in accordance with 15A
North Carolina Administrative Code, Sub-chapter 2C. All investigation
derived waste will be transported to Chemour’s Fayetteville Works
facility.
• Geosyntec will coordinate with 811 / MISS UTILITY to have the public
utilities located and marked in the field prior to boring. A private utility
locator may be used as well. The wells will be constructed as shown in
the attached Figure 2. The surface completion will be flush to the current
ROW grade (Figure 3). We estimate it will take 3 to 4 days. Drilling andsupport vehicles will be located entirely on the road shoulder.
15. The Department’s Division Engineer should be given notice by the applicant priorto actual starting of installation included in this agreement.
• Noted16. Method of handling traffic during construction where applicable.
• Unless otherwise suggested, traffic handling will follow procedures from
the Manual on Uniform Traffic Control Devices, Chapter 6, Temporary
Traffic Control, page 635, “Work Beyond the Shoulder, Typical Application
1” (Figure 4).
17. Scale of plans, north arrow, etc.
• See Figure 1

Geosyntec Consultants of NC, PC
2501 Blue Ridge Road, Suite 430
Raleigh, North Carolina 27607
PH 919.870.0576
www.geosyntec.com

Mr. Lee Hines
District Engineer
NCDOT
600 Southern Ave
Fayetteville, NC 28306-1524

18 July 2019

Subject: Request for Right of Way Encroachment in Cumberland County
McDonald Road (SR 1121) near intersection with Parkton Road (SR 1118)
Geosyntec project # TR0795 SR1121-SR1118
On behalf of our client, The Chemours Company FC, LLC, (Chemours), Geosyntec Consultants of NC, PC(Geosyntec) has prepared this request for a Right of Way (ROW) Encroachment as detailed in thefollowing attachments. This request package has been prepared consistent with the State of North
Carolina’s standard Right of Way Encroachment Agreement for Non-Utility Encroachments on Primaryand Secondary Highways (Form R/W 16.1A –January 1981). This is one of five ROW encroachment
requests in Cumberland County.
Geosyntec is an environmental consulting firm working for Chemours to assess the horizontal andvertical extents of PFAS compounds in groundwater. More specifically, this assessment requires
groundwater monitoring wells offsite of Chemour’s Fayetteville Works facility located at 22828 NC
Highway 87 West, Fayetteville.
Chemours is requesting permission to install two environmental groundwater monitoring wells within
NCDOT’s ROW as shown on the attached map, Figure 1. A pair of monitoring wells is proposed within
the ROW at the intersection of Parkton Road (SR 1118) and McDonald Road (SR 1121) in the Townshipof Rockfish in Cumberland County. Details are presented in the enclosed attachment to the agreement.
We would like to commence drilling by August 12, 2019.
Your cooperation in this matter is appreciated. Please contact me at (919) 424-1828 if you need any
additional information or if you have any questions regarding this work plan.
Sincerely,

Beau Hodge
Attachments:

Access Agreement Terms and Conditions
Figures

Cc: Greg Burns, NCDOTSTATE OF NORTH CAROLINA

DEPARTMENT OF TRANSPORTATIONROY COOPERJAMES H. TROGDON, III

GOVERNORSECRETARY

August 23, 2019
Mr. Christel E. Compton
The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT:
Dear Sir:

Encroachment Agreement on NC Highway 210 for the installation of two (2)groundwater monitoring wells in Cumberland County (E062-026-19-00208).

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-locatedflush mount environmental groundwater monitoring wells on NC Highway 210 as associatedwith the Chemours Fayetteville Works project in Cumberland County as shown on the attachedplans (Geosyntec project #TR0795 SR2017-NC210).
Location:
Route

At a point

Towards

NC 21050’± southeast the intersection of NC Highway 210 and SR 2017
(John Hall Road)

SR 2015This encroachment is approved subject to the following:
1. Within ninety (90) days of the completion of the proposed utility installation, an AsBuilt drawing(s) and a executed Contractor Certification Memo shall be submitted to
the District Office (online encroachment database). The As-Built drawing(s) shalldepict the horizontal and vertical locations of all utilities and associatedappurtenances.
2. The Cumberland County Maintenance Engineer at (910) 364-0602 and Mr. Troy L. Baker,
Senior Assistant District Engineer at (910) 364-0601 shall be notified a minimum of three(3) days before construction is to begin.
3. Traffic will be maintained and proper signs, signal lights, flagmen and other warning
devices will be provided for the protection of traffic, in conformance with the latest
Manual on Uniform Traffic Control Devices for Streets and Highways. All contractor
personnel will be required to wear a class II ANSI approved safety vest while working
within the DOT right of way.
4. All lanes of traffic on NC Highway 210 are to be open during the hours of 6:00 AM to
9:00 AM and from 4:00 PM to 6:00 PM unless otherwise directed by the Engineer. No
lane of traffic shall be closed on holidays, special events, or as directed by theengineer. Traffic shall be maintained at all times.
Mailing Address:
NC DEPARTMENT OF TRANSPORTATIONDIVISION SIX / DISTRICT TWO
POST OFFICE BOX 1150
FAYETTEVILLE, NC 28302

Telephone: (910) 364-0601
Fax: (910) 437-2529
Customer Service: 1-877-368-4968
Website: www.ncdot.gov

Location:
600 SOUTHERN AVENUEFAYETTEVILLE, NC 28306

Encroachment – NC Highway 210 (E062-026-19-00208)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Two
5. Any flush-mount groundwater monitoring well(s) shall be constructed at grade withthe existing ground surface as not to interfere with the positive drainage of the
roadway, roadway shoulder, drainage ditch and routine maintenance within
departmental rights of way.
6. The proposed groundwater monitoring well(s) and other associated appurtenances
are to be placed 5’ or closer off of the right-of- way lines of NC Highway 210. All
associated appurtenances must be placed behind the ditch line. Associatedappurtenances will not be allowed to be placed in the ditch line or on the shoulder ofthe road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance withthe latest version of the AASHTO Roadside Design Guide or made breakaway inaccordance with the requirements of NCHRP Report 350. Associated appurtenances will
not be allowed to be placed in the ditch line or on the shoulder of the road.
8. All concrete installed within NCDOT rights of way shall be constructed in accordancewith the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings and Amendments or Supplementals thereto. All
concrete shall be an approved NCDOT Class B mix. All materials testing results shallbe provided to the District Engineer upon completion of the project.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed inaccordance with the latest NCDOT Standard Specifications for Roads and Structures andRoadway Standard Drawings (Std. Dwg. No. 846.01 and 848.01) and Amendments or
Supplementals thereto. All concrete shall be an approved NCDOT Class B mix. All
materials testing results shall be provided to the District Engineer upon completion of the
project.
10. All ADA compliant curb ramps shall be constructed in accordance with the latest NCDOTStandard Specifications for Roads and Structures and Roadway Standard Drawings (Std.
Dwg. No. 848.06) and Amendments or Supplementals thereto including but not limited to
the Alternate Curb Ramp Designs (Curb Ramp Details - Parallel Ramps). All concrete shallbe an approved NCDOT Class B mix. All materials testing results shall be provided to theDistrict Engineer upon completion of the project.
11. All 30” curb and gutter within NCDOT rights of way shall be constructed with Class B
concrete in accordance with Section 846 of the latest NCDOT Standard Specifications forRoads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) andAmendment or Supplemental thereto or as directed by the engineer. All concrete testing
results shall be provided to the District Engineer’s office at time of project completion.
12. Open cuts are not permitted on NC Highway 242.
13. Any asphalt that is damaged as a result of construction shall be repaired at the encroaching
party’s expense. An NCDOT approved asphalt mix shall be used for all repairs within
NCDOT rights of way. Contact Mr. Troy L. Baker, Senior Assistant District Engineer for
acceptance of asphalt mix designs.

Encroachment – NC Highway 210 (E062-026-19-00208)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Three
14. All open cuts (if permitted) on primary routes will require full depth patching with 5.0” ofB 25.0 B (ACBC) Asphalt Concrete Base Course, 3.0” of I 19.0 B (ACIC) Asphalt
Concrete Intermediate Course and 2.0” of S 9.5 B (ACSC) Asphalt Concrete Surface
Course the same day as cut is made. It will also be required to mill the existing pavement
surface at a depth of 2.0” and a width of 1.0’ on each side of the cut to key in the patchwith the existing pavement surface in accordance with the attached detail.
15. All open cuts (if permitted) on secondary routes will require full depth patching with 4.0”of B 25.0 C (ACBC) Asphalt Concrete Base Course and 3.0” of S 9.5 C (ACSC) Asphalt
Concrete Surface Course the same day as cut is made. It will also be required to mill theexisting pavement surface at a depth of 1.5” and a width of 1.0’ on each side of the cut to
key in the patch with the existing pavement surface in accordance with the attached detail.
16. All fill areas/backfill shall be compacted to 95% density in accordance with AASHTO T99
as modified by the North Carolina Department of Transportation. All material to a depthof 8 inches below the finished surface shall be compacted to a density equal to at least
100% of that obtained by compacting a sample of the material in accordance withAASHTO T99 as modified by the department. The subgrade shall be compacted at amoisture content which is approximately that required to produce the maximum density
indicated by the above test method. The contractor shall dry or add moisture to thesubgrade when required to provide a uniformly compacted and acceptable subgrade. The
trench backfill material shall meet the Statewide Borrow criteria. The trench should bebackfilled in accordance with Section 300-7 of the latest NCDOT Standard Specifications
for Roads and Structures and Amendments or Supplementals thereto.
17. The party of the second part agrees to provide traffic control devices, lane closures, roadclosures, positive protection and/or any other warning or positive protection devices
necessary for the safety of motorists and workers during construction and any subsequent
maintenance. This shall be performed in conformance with the latest NCDOT Roadway
Standard Drawings and Standard Specifications for Roads and Structures andAmendments or Supplementals thereto. When there is no guidance provided in the
Roadway Standard Drawings or Specifications, comply with the Manual on Uniform
Traffic Control Devices for Streets and Highways and Amendment or Supplemental
thereto. Information as to the above rules and regulations may be obtained from theDivision Engineer of the party of the first part. All contractor personnel will be
required to wear a class II ANSI approved safety vest while working within the DOT
right of way.
18. Disturbed areas shall have an established stand of vegetation according to the attachedspecifications for erosion control.
19. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
20. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
21. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.

Encroachment – NC Highway 210 (E062-026-19-00208)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Four
22. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
23. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
24. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
25. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.
26. Trenching, bore pits and/or other excavations shall not be left overnight. The
contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
27. An executed copy of this encroachment agreement shall be present at the construction siteat all times during construction. If safety or traffic conditions warrant such an action,
NCDOT reserves the right to further limit, restrict or suspend operations within the right ofway.
28. Written notice of the completion of the work will be furnished to the District Engineer,
P. O. Box 1150, Fayetteville, North Carolina 28302, when the work has been completed.
29. SDR-26 PVC pipe shall not be used on NCDOT Rights of Way for lines under pressure.
30. Please be reminded that all OSHA Standards regarding trenching and shoring should bestrictly adhered to.
31. The Contractor shall comply with all OSHA requirements and provide a competent person
on site to supervise excavation at all times.
32. No material storage shall be allowed along the shoulders of the roadway, and during nonworking hours, equipment shall be parked as close to the right of way line as possible andshall be properly barricaded so that no equipment obstruction shall be within the Clear
Recovery Area. No parking or material storage shall be allowed along the shoulders of any
state maintained roadway.
33. The Department of Transportation does not guarantee the right of way on this road, norwill it be responsible for any claim for damages brought by any property owner by reasonof the installation.
34. The encroaching party shall comply with all applicable federal, state, and local
environmental regulations, and shall obtain all necessary federal, state, and local
environmental permits, including but not limited to, those related to sediment control,
storm water, wetland, streams, endangered species, and historical sites.

Encroachment – NC Highway 210 (E062-026-19-00208)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Five
35. Excavations inside the theoretical 1:1 slope from the existing edge of pavement to thebottom of the nearest excavation wall should be made in accordance with the following
conditions:

The trench backfill material should meet the Statewide Borrow Criteria. The trenchshould be backfilled in accordance with Section 300-7 of the latest NCDOTStandard Specifications for Roads and Structures, which basically requires the
backfill material to be placed in layers not to exceed 6 inches loose and compacted atleast 95% of the density obtained by compacting a sample in accordance withAASHTO T99 as modified by the NCDOT.



All trench excavation inside the limits of the theoretical 1:1 slope, as defined by thepolicy, should be completely backfilled and compacted at the end of eachconstruction day. No portion of the trench shall be left open overnight.

36. When personnel and/or equipment are working on the shoulder adjacent to an
undivided facility and within five (5) feet of an open travel lane, close the nearest
open travel lane using Standard Drawing No. 1101.02 unless the work area is
protected by barrier or guardrail. When personnel and/or equipment are working
within a lane of travel of an undivided or divided facility, close the lane according to
the traffic control plans, or as directed by the Engineer. Conduct the work so that all
personnel and/or equipment remain within the closed travel lane. Do not work
simultaneously, on both sides of an open travel way, within the same location, on a
two-lane, two-way road. Do not perform work involving heavy equipment within
fifteen (15) feet of the edge of travel way when work is being performed behind a laneclosure on the opposite side of the travel way. Perform work only when weather andvisibility conditions allow safe operations as directed by the Engineer.
37. Drainage structures shall not be blocked with excavation materials. Any drainage structure
disturbed or damaged shall be restored to its original condition as directed by the District
Engineer.
38. Any disturbed guardrail shall be reset according to the applicable standard or as directedby the District Engineer.
39. All driveways altered during construction shall be returned to a state comparable with thecondition of the driveways prior to construction.
40. All roadway signs which are removed which are removed due to construction shall bereinstalled as soon as possible.
41. Any proposed driveway connections onto NCDOT roadways will require an approved
driveway permit. The approval of this Two Party encroachment (RW 16.1A) does notconstitute approval of any proposed driveway connections. For further information,
contact Mr. Troy L. Baker, Senior Assistant District Engineer at (910) 364-0601.
42. Excavated areas adjacent to pavement having more than a 2” drop shall be safed up at a 6:1
or flatter slope and designated by appropriate delineation during periods of inactivity,
including, but not limited to, night and weekend hours. Excavated material shall not be
placed on the roadway at any time.

Encroachment – NC Highway 210 (E062-026-19-00208)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Six
43. NCDOT reserves the right to further limit, restrict, or suspend operations within the
Right of Way if, in the opinion of NCDOT, safety or traffic conditions warrant suchaction.
44. It shall be the responsibility of the encroaching party to determine the location of otherutilities within the encroachment area. The encroaching party shall be responsible for
notifying other utility owners and providing protection and safeguards to prevent damage
or interruption to existing facilities and to maintain accessibility to existing utilities.
45. A qualified NCDOT inspector should be on site at all times during construction. The
encroaching party should be required to reimburse NCDOT for the cost of providing
the inspector. If NCDOT cannot supply an inspector, the encroaching party (not theutility contractor) should make arrangements to have a qualified inspector under thesupervision of a Professional Engineer registered in North Carolina, on site at all
times. The Registered Engineer should be required to certify that the structures havebeen installed in accordance with the encroachment agreement and that the backfill
material meets the Statewide Borrow Criteria.
46. Excavation within 1000 feet of a signalized intersection will require notification by the
party of the second part to the Division Traffic Engineer at telephone number (910) 3640606. All traffic signal or detection cables must be located prior to excavation.
47. All temporary and final paving markings are the responsibility of the encroaching party.
Final pavement markings and sign plans shall be submitted to the Division Traffic
Engineer at telephone number 910-364-0606 for review and approval.
48. The pavement marking contractor is required to have at least one member of every
pavement marking crew that is working on the project, preferably the Crew Supervisor, becertified through the NCDOT Pavement Marking Technician Certification Process. For
more information please contact the Work Zone Traffic Control Unit at (919) 773-2800 or
http://www.ncdot.org/doh/preconstruct/wztc/”.
49. Prior to installing pavement markings, contact Mr. Frank West with the NCDOT Division
Six Traffic Services Unit at 910-364-0606 to review the proposed pavement-marking
layout. This notification should take place a minimum of 48 hours in advance of thepavement marking installation.
50. Failure to contact the Traffic Services Unit to review the pavement-marking layout prior to
installation may result in the removal and reinstallation of the markings at the expense of
the Permittee.
51. All utility facilities, including but not limited to manholes, valve boxes, meter boxes, splice
boxes, junction boxes, vaults, and covers within NCDOT right of way shall have been
designed for HS-20 loading. A listing of currently approved manholes, valve boxes, andvaults is available at the following site:
https://apps.dot.state.ns.us.vendor/approvedproducts . If any proposed structure is not of adesign pre-approved by NCDOT, the encroaching party shall submit details andcalculations designed by a Professional Engineer registered in North Carolina for approval
prior to construction.

Encroachment – NC Highway 210 (E062-026-19-00208)
The Chemours Company, FC LLC - Fayetteville Works — Cumberland County
Page Seven
52. All utility access points, including but not limited to manholes, splice boxes, junction
boxes, and vaults shall be located outside of the right of way line. Manholes, splice boxes,
junction boxes, and vaults shall not be placed in the ditch line, side slopes of the ditches, orin the pavement. All manholes, splice boxes, junction boxes, vaults, and covers shall be
flush with the ground when located within the vehicle recovery area.

NCDOT WORK ZONE TRAFFIC CONTROL QUALIFICATIONS AND TRAINING
PROGRAMAll personal performing any activity inside the highway right of way are required to be
familiar with the NCDOT Maintenance / Utility Traffic Control Guidelines (MUTCG). No
specific training course or test is required for qualification in the Maintenance / Utility
Traffic Control Guidelines (MUTCG).
All flagging, spotting, or operating Automated Flagger Assist Devices (AFAD) insidethehighway right of way requires qualified and trained Work Zone Flaggers. Training for thiscertification is provided by NCDOT approved training resources and by private entities
that have been pre-approved to train themselves.
All personnel in charge of overseeing work zone Temporary Traffic Control operations andinstallations inside the highway right of way are required to be qualified and trained Work
Zone Supervisors. Training for this certification is provided by NCDOT approved training
resources.
For questions and/or additional information regarding this training program please refer
to our web site at https://connect.ncdot.gov/projects/WZTC/Pages/Training.aspx or call
J.S. (Steve) Kite, PE at (919) 662-4339 or skite@ncdot.gov or Roger Garrett at (919) 6624383 or rmgarrett@ncdot.gov, both with the NCDOT Work Zone Traffic Control Section.
If further information or assistance is needed in reference to this project, please feel free to call
Mr. Lee R. Hines, Jr. (Richie), PE, District Engineer at (910) 364-0601.
Sincerely,
Greg W. Burns, PE
Division Engineer
GWB:tlbcc:

https://connect.ncdot.gov/site/Permits/Pages/All-Submissions.aspx

ROUTE

NC-210PROJECT

DEPARTMENT OF TRANSPORTATION-ANDThe Chemours Company, FC LLC –Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306

COUNTY OF

STATE OF NORTH CAROLINA
Cumberland

RIGHT OF WAY ENCROACHMENT AGREEMENTFOR NON-UTILITY ENCROACHMENTS ON
PRIMARY AND SECONDARY HIGHWAYSTHIS AGREEMENT, made and entered into this the 23
day of Aug. , 20
of Transportation, party of the first part; and The Chemours Company, FC LLC Fayetteville Works

19, by and between the Department
party of the second part,

WITNESSETH
THAT WHEREAS, the party of the second part desires to encroach on the right of way of the public road designated asRoute(s) NC Hwy 210, located
At / near intersection of NC Hwy 210 and John Hall Road (SR 2017)with the construction and/or erection of: Groundwater monitoring well(s)In Cumberland County

WHEREAS, it is to the material advantage of the party of the second part to effect this encroachment, andthe party of the first part in the exercise of authority conferred upon it by statute, is willing to permit theencroachment within the limits of the right of way as indicated, subject to the conditions of this agreement;
NOW, THEREFORE, IT IS AGREED that the party of the first part hereby grants to the party of the second
part the right and privilege to make this encroachment as shown on attached plan sheet(s), specifications andspecial provisions which are made a part hereof upon the following conditions, to wit:
That the said party of the second part binds and obligates himself to install and maintain the encroaching facility in such safeand proper condition that it will not interfere with or endanger travel upon said highway, nor obstruct nor interfere with the proper
maintenance thereof, to reimburse the party of the first part for the cost incurred for any repairs or maintenance to its roadways
and structures necessary due to the installation and existence of the facilities of the party of the second part, and if at any time
the party of the first part shall require the removal of or changes in the location of the said facilities, that the said party of thesecond part binds himself, his successors and assigns, to promptly remove or alter the said facilities, in order to conform to thesaid requirement, without any cost to the party of the first part.
That the party of the second part agrees to provide during construction and any subsequent maintenance proper signs, signal
lights, flagmen and other warning devices for the protection of traffic in conformance with the latest Manual on Uniform Traffic
Control Devices for Streets and Highways and Amendments or Supplements thereto. Information as to the above rules andregulations may be obtained from the Division Engineer of the party of the first part.
That the party of the second part hereby agrees to indemnify and save harmless the party of the first part from all damages
and claims for damage that may arise by reason of the installation and maintenance of this encroachment.
It is clearly understood by the party of the second part that the party of the first part will assume no responsibility for any
damage that may be caused to such facilities, within the highway rights of way limits, in carrying out its construction andmaintenance operations.
That the party of the second part agrees to restore all areas disturbed during installation and maintenance to the satisfactionof the Division Engineer of the party of the first part. The party of the second part agrees to exercise every reasonableprecaution during construction and maintenance to prevent eroding of soil; silting or pollution of rivers, streams, lakes, reservoirs,
other water impoundments, ground surfaces or other property; or pollution of the air. There shall be compliance with applicable
rules and regulations of the North Carolina Division of Environmental Management, North Carolina Sedimentation Control
Commission, and with ordinances and regulations of various counties, municipalities and other official agencies relating topollution prevention and control. When any installation or maintenance operation disturbs the ground surface and existing
ground cover, the party of the second part agrees to remove and replace the sod or otherwise reestablish the grass cover tomeet the satisfaction of the Division Engineer of the party of the first part.
That the party of the second part agrees to assume the actual cost of any inspection of the work considered to be necessary
by the Division Engineer of the party of the first part.
That the party of the second part agrees to have available at the encroaching site, at all times during construction, a copy ofthis agreement showing evidence of approval by the party of the first part. The party of the first part reserves the right to stop all
work unless evidence of approval can be shown.
Provided the work contained in this agreement is being performed on a completed highway open to traffic; the party of thesecond part agrees to give written notice to the Division Engineer of the party of the first part when all work contained herein has
been completed. Unless specifically requested by the party of the first part, written notice of completion of work on highway
projects under construction will not be required.
That in the case of noncompliance with the terms of this agreement by the party of the second part, the party of the first part
reserves the right to stop all work until the facility has been brought into compliance or removed from the right of way at no costto the party of the first part.
That it is agreed by both parties that this agreement shall become void if actual construction of the work contemplated herein
is not begun within one (1) year from the date of authorization by the party of the first part unless written waiver is secured by the
party of the second part from the party of the first part.

FORM R/W 16.1A (January, 1981)

Division Engineer

³
h
Jo
a ll
nH
(SR
Rd
17
20
)

Path: (Raleigh-01/Data) N:\TR0795\Encroachment Agreement\John Hall Road and Hwy 210\F1_John Hall Rd.mxd 15 July 2019 RED

Hwy 210

0

15 30

60

90

120
Feet

LegendNC Cumberland Parcel Boundary
Proposed Well Location

Proposed Location for Monitoring Well Installation
John Hall Rd and Hwy 210
Chemours Fayetteville Works, North Carolina

Notes:
1. Aerial imagery provided by ArcMap10.5, ESRI
2. Parcel information provided by Cumberland County(http://data.nconemap.gov/downloads/vector/parcels/).

FigureRaleigh, NC

July 20191

Figure 2: Typical Well construction

Figure 3: Typical appearance of a completed well at grade.

Figure 4: Temporary traffic control method as found from the Manual on Uniform Traffic Control
Devices.

Agreement Checklist
1. All roadways and ramps.
• See Figure 1
2. Right of way lines and where applicable, the control of access lines.
• See Figure 1• Please notify Geosyntec if Plat drawing is available for official ROW
information
3. Location of the proposed encroachment.
• See Figure 1• Final monitoring well locations is dependent on conflicts with existing
above ground and underground utilities in the ROW
4. Length and type of encroachment.
• Flush mount monitoring well, within 2’ x 2’ concrete pad (Figures 2 and 3)• 8” manhole covers, H-20 rated, bolted down
• Vertical boring depth will range from 40’-90’ below ground surface
5. Location by highway survey station number. If station number cannot be
obtained, location should be shown by distance from some identifiable point,
such as a bridge, road, intersection, etc. (To assist in preparation of theencroachment plan, the Department’s roadway plans may be seen at the various
Highway Division Offices, or at the Raleigh office.)• Monitoring well locations will be located within the ROW at / near theintersection of John Hall Road (SR 2017) and NC Highway 210. (see Figure
1).
• The proposed monitoring well borings are subject to minor relocation
based on existing utilities and NCDOT ROW records.
6. Drainage structures or bridges if affected by encroachment.
• Not Applicable
7. Typical section indicating the pavement design and width, and the slopes, widths
and details for either a curb and gutter or a shoulder and ditch section, whicheveris applicable.
• Not Applicable
8. Horizontal alignment indicating general curve data, where applicable.
• Not Applicable
9. Vertical alignment indicated by percent grade, P.I. station and vertical curve
length, where applicable.
• Not Applicable
10. Amount of material to be removed and/or placed on NCDOT right of way, if
applicable.
• Not Applicable
11. Cross-sections of all grading operations, indicating slope ratio and reference bystation where applicable.
• Not Applicable
12. All pertinent drainage structures proposed. Include all hydraulic data, pipe sizes,
structure details and other related information.
• Not Applicable
13. Erosion and sediment control.

• Not Applicable
14. Any special provisions or specifications as to the performance of the work or the
method of construction that may be required by the Department must be shown
on a separate sheet attached to encroachment agreement provided that suchinformation cannot be shown on plans or drawings.
• Wells will be installed by a NC licensed driller in accordance with 15A
North Carolina Administrative Code, Sub-chapter 2C. All investigation
derived waste will be transported to Chemour’s Fayetteville Works
facility.
• Geosyntec will coordinate with 811 / MISS UTILITY to have the public
utilities located and marked in the field prior to boring. A private utility
locator may be used as well. The wells will be constructed as shown in
the attached Figure 2. The surface completion will be flush to the current
ROW grade (Figure 3). We estimate it will take 3 to 4 days. Drilling andsupport vehicles will be located entirely on the road shoulder.
15. The Department’s Division Engineer should be given notice by the applicant priorto actual starting of installation included in this agreement.
• Noted16. Method of handling traffic during construction where applicable.
• Unless otherwise suggested, traffic handling will follow procedures from
the Manual on Uniform Traffic Control Devices, Chapter 6, Temporary
Traffic Control, page 635, “Work Beyond the Shoulder, Typical Application
1” (Figure 4).
17. Scale of plans, north arrow, etc.
• See Figure 1

Geosyntec Consultants of NC, PC
2501 Blue Ridge Road, Suite 430
Raleigh, North Carolina 27607
PH 919.870.0576
www.geosyntec.com

Mr. Lee Hines
District Engineer
NCDOT
600 Southern Ave.
Fayetteville, NC 28306-1524

18 July 2019

Subject: Request for Right of Way Encroachment in Cumberland County
John Hall Road (SR2017) and NC Highway 210
Geosyntec project #TR0795 SR2017-NC210
On behalf of our client, The Chemours Company FC, LLC, (Chemours), Geosyntec Consultants of NC, PC(Geosyntec) has prepared this request for a Right of Way (ROW) Encroachment as detailed in thefollowing attachments. This request package has been prepared consistent with the State of North
Carolina’s standard Right of Way Encroachment Agreement for Non-Utility Encroachments on Primaryand Secondary Highways (Form R/W 16.1A –January 1981). This is one of five ROW encroachment
requests in Cumberland County.
Geosyntec is an environmental consulting firm working for Chemours to assess the horizontal andvertical extents of PFAS compounds in groundwater. More specifically, this assessment requires
groundwater monitoring wells offsite of Chemour’s Fayetteville Works facility located at 22828 NC
Highway 87 West, Fayetteville.
Chemours is requesting permission to install two co-located environmental groundwater monitoring
wells within NCDOT’s ROW as shown on the attached map, Figure 1. A pair of monitoring wells is
proposed within the ROW at the intersection of NC Highway 210 and John Hall Road (SR 2017) inCumberland County. Details are presented in the enclosed attachment to the agreement. We would liketo commence drilling by August 12, 2019.
Your cooperation in this matter is appreciated. Please contact me at (919) 424-1828 if you need any
additional information or if you have any questions regarding this work plan.
Sincerely,

Beau Hodge
Attachments:
Cc:

Access Agreement Terms and Conditions
Figures

Greg Burns, NCDOTAPPENDIX G
Data Review Narratives and Laboratory Reports

TR0795APPENDIX G: DATA REVIEW NARRATIVES AND
LABORATORY REPORTS
Data review narratives are included in this attachment. Due to file size limits, analytical laboratory
reports will be provided separately with the hard copy of the report.
All analytical data were reviewed using the Data Verification Module (DVM) within the LocusTM
Environmental Information Management (EIM) system, which is a commercial software programused to manage data. Following the DVM process, a manual review of the data was conducted.
The DVM and the manual review results were combined in a data review narrative report for each
set of sample results, which were consistent with Stage 2b of the EPA Guidance for Labeling
Externally Validated Laboratory Analytical Data for Superfund Use (EPA-540-R-08-005 2009).
The narrative report summarizes which samples were qualified (if any), the specific reasons forthe qualification, and any potential bias in reported results. The data usability, in view of the
project’s data quality objectives (DQOs), was assessed and the data were entered into the EIM
system.
The data were evaluated by the DVM against the following data usability checks:








Hold time criteria;
Field and laboratory blank contamination;
Completeness of QA/QC samples;
MS/MSD recoveries and the relative percent differences (RPDs) between these spikes;
Laboratory control sample/control sample duplicate recoveries and the RPD between these
spikes;Surrogate spike recoveries for organic analyses; andRPD between field duplicate sample pairs.

As noted in the On and Offsite Assessment report, some data is still pending. As such, a full quality
control review has not yet been completed on the analytical data.

ADQM DATA REVIEWNARRATIVE

Site

Chemours FAY – Fayetteville

Project

2019 Off Site Sampling

Project Reviewer

Michael Aucoin, AECOM as a Chemours contractor

Sampling Dates

September 9, 2019
September 11-12, 2019

Analytical Protocol

1

Laboratory

Analytical Method

Parameter(s)TestAmerica - Sacramento

537 Modified

PFAS1

TestAmerica - Sacramento

Table 3+ compounds

TestAmerica - Burlington

Cl. Spec. Table 3
Compound SOP
9045D

TestAmerica - Burlington

ASTM D2937

In Place Density

TestAmerica - Burlington

ASTM D422-63

Grain Size

TestAmerica - Burlington

Calculation

Porosity Calculation

TestAmerica - Burlington

Calculation

Void Ratio

TestAmerica - Burlington

D4318

TestAmerica - Burlington

D854-92

Liquid Limit of Soils; Plastic Limit Soils; Plasticity
Index
Specific Gravity

TestAmerica - Pensacola

WALKLEY-BLACK

Fraction Organic Carbon

TestAmerica - Pensacola

ASTM D2216-90

Percent Moisture

TestAmerica - Sacramento

ASTM D2216-90

Percent Moisture

TestAmerica - Sacramento

ASTM D2216-90

Percent Solids

pH

Perfluoroalkylsubstances, a list of 33 compounds including HFPO-DA.

Sample Receipt
The following items are noted for this data set:•

All samples were received in satisfactory condition and within EPA temperature guidelines on:
September 10, 2019
September 12-13, 2019

ADQM Data Review Narrative - FAY 2019 Off Site Sampling.doc

1 of 3•The density results reported do not represent the in-place density of the soil. The soil wasreceived in a disturbed state and was subsequently molded in the laboratory to an approximationof the field environment

Data Review

The electronic data submitted for this project was reviewed via the Data Verification Module (DVM)
process.
Overall the data is acceptable for use without qualification, except as noted below:••

Non-detect results for R-EVE, Byproduct 4, and Byproduct 5 in some soil samples were qualified
R and should be considered to be unusable due to very poor matrix spike recoveries.
Analytical results have been qualified J as estimated, and non-detect results qualified UJ
indicating an estimated reporting limit, due to a poor matrix spike recovery; sample analysis
which exceeded the laboratory established hold time; and poor lab replicate precision. See theData Verification Module (DVM) Narrative Report for which samples were qualified, the specificreasons for qualification, and potential bias in reported results.

Attachments

The DVM Narrative report is attached. The lab reports due to a large page count are stored on an
AECOM network shared drive and are available to be posted on external shared drives, or on a flash
drive.

ADQM Data Review Narrative - FAY 2019 Off Site Sampling.doc

2 of 3

Data Verification Module (DVM)
The DVM is an internal review process used by the ADQM group to assist with the determination of datausability. The electronic data deliverables received from the laboratory are loaded into the Locus EIM™
database and processed through a series of data quality checks, which are a combination of software(Locus EIM™ database Data Verification Module (DVM)) and manual reviewer evaluations. The data isevaluated against the following data usability checks:• Field and laboratory blank contamination• US EPA hold time criteria• Missing Quality Control (QC) samples• Matrix spike(MS)/matrix spike duplicate (MSD) recoveries and the relative percent differences(RPDs) between these spikes• Laboratory control sample(LCS)/control sample duplicate (LCSD) recoveries and the RPD
between these spikes• Surrogate spike recoveries for organic analyses• RPD between field duplicate sample pairs• RPD between laboratory replicates for inorganic analyses• Difference / percent difference between total and dissolved sample pairs.
There are two qualifier fields in EIM:Lab Qualifier is the qualifier assigned by the lab and may not reflect the usability of the data. Thisqualifier may have many different meanings and can vary between labs and over time within the samelab. Please refer to the laboratory report for a description of the lab qualifiers. As they are lab
descriptors they are not to be used when evaluating the data.
Validation Qualifier is the 3rd party formal validation qualifier if this was performed. Otherwise thisfield contains the qualifier resulting from the ADQM DVM review process. This qualifier assesses
the usability of the data and may not equal the lab qualifier. The DVM applies the following data
evaluation qualifiers to analysis results, as warranted:
Qualifier
B
R

Definition
Not detected substantially above the level reported in the laboratory
or field blanks.
Unusable result. Analyte may or may not be present in the sample.

J
UJ

Analyte present. Reported value may not be accurate or precise.
Not detected. Reporting limit may not be accurate or precise.

The Validation Status Code field is set to “DVM” if the ADQM DVM process has been performed. If the DVM
has not been run, the field will be blank.
If the DVM has been run (Validation Status Code equals “DVM”), use the Validation Qualifier.

ADQM Data Review Narrative - FAY 2019 Off Site Sampling.doc

3 of 3

DVM Narrative Report
Site: Fayetteville
Validation Reason

Sampling Program: 2019 Off Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result is
unusable.
Date
Sampled Lab Sample ID

AnalyteRobeson-1S-soil-15-1620190909

09/09/2019 200-50460-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-15-1620190909

09/09/2019 200-50460-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-15-1620190909

09/09/2019 200-50460-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-15-1620190909

09/09/2019 200-50460-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-15-1620190909

09/09/2019 200-50460-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-15-1620190909

09/09/2019 200-50460-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Field Sample ID

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 1 of 4

Site: Fayetteville
Validation Reason

Sampling Program: 2019 Off Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.
Date
Sampled Lab Sample ID

AnalyteResult Units Type

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFECA B

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFECA B

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFO2HxA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFO2HxA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFO3OA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFO3OA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFO4DA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFO4DA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFMOAA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFMOAA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFECA-G

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Robeson-1S-soil-5-620190909

09/09/2019 200-50460-2

PFECA-G

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Field Sample ID

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 2 of 4

Site: Fayetteville
Validation Reason

Field Sample ID
Cumberland-3D-24-2520190911
Robeson-1S-soil-15-1620190909

Sampling Program: 2019 Off Site Sampling

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.
Date
Sampled Lab Sample ID

Analyte09/11/2019 200-50518-5

Percent Moisture

11.7

%

MDL

09/09/2019 200-50460-1

Percent Moisture

18.4

%

MDL

Result Units Type

Validation
PQL Qualifier

Analytical
Method

0.01

0.01

J

MOISTURE

0.01

0.01

J

MOISTURE

MDL

Pre-prep

Prep

Page 3 of 4

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: 2019 Off Site Sampling

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded by a factor of 2. The reported result may be biased low.
Date
Sampled Lab Sample ID

Cumberland-2D-soil-49-50- 09/12/2019 200-50537-1
0912
Cumberland-2S-soil-5-609/12/2019 200-50537-2
0912
Cumberland-3D-24-2509/11/2019 200-50518-5
20190911
Cumberland-4S-soil-5-609/11/2019 200-50518-1
0911
Cumberland-5D-54-5509/11/2019 200-50518-3
20190911
Robeson-1S-soil-15-1609/09/2019 200-50460-1
20190909

Analyte
Ph
Ph
Ph
Ph
Ph
Ph

Result Units Type
5.6

STD
UNITS
5.3 STD
UNITS
5.0 STD
UNITS
4.7 STD
UNITS
4.9 STD
UNITS
8.2 STDUNITS

MDLValidation
PQL Qualifier

Analytical
Method

MDL

0

J

9045D

MDL

0

J

9045D

MDL

0

J

9045D

MDL

0

J

9045D

MDL

0

J

9045D

MDL

0

J

9045D

Pre-prep

Prep

Page 4 of 4

ADQM DATA REVIEWNARRATIVE

Site

Chemours FAY – Fayetteville

Project

2019 On Site Sampling

Project Reviewer

Michael Aucoin, AECOM as a Chemours contractor

Sampling Dates

June 24 - 28, 2019
July 1 - 2, 2019
July 23 - 26, 2019
July 29 – 31, 2019
August 8, 12, 13, and 15, 2019
August 21, 22, and 26, 2019

Analytical Protocol

1

Laboratory

Analytical Method

Parameter(s)TestAmerica - Sacramento

537 Modified

PFAS1

TestAmerica - Sacramento

Table 3+ compounds

TestAmerica - Burlington

Cl. Spec. Table 3
Compound SOP
9045D

TestAmerica - Burlington

ASTM D2937

In Place Density

TestAmerica - Burlington

ASTM D422-63

Grain Size

TestAmerica - Burlington

Calculation

Porosity Calculation

TestAmerica - Burlington

Calculation

Void Ratio

TestAmerica - Burlington

D4318

TestAmerica - Burlington

D854-92

Liquid Limit of Soils; Plastic Limit Soils; Plasticity
Index
Specific Gravity

TestAmerica - Pensacola

WALKLEY-BLACK

Fraction Organic Carbon

TestAmerica - Pensacola

ASTM D2216-90

Percent Moisture

TestAmerica - Sacramento

ASTM D2216-90

Percent Moisture

TestAmerica - Sacramento

ASTM D2216-90

Percent Solids

pH

Perfluoroalkylsubstances, a list of 33 compounds including HFPO-DA.

Sample Receipt
The following items are noted for this data set:•

All samples were received in satisfactory condition and within EPA temperature guidelines on:
July 10, 2019
July 24 – 27, 2019

ADQM Data Review Narrative - FAY 2019 On Site Sampling.doc

1 of 4

July 30, 2019
August 1, 2019
August 9, 2019
August 13, 14 and 16, 2019
August 23 and 27. 2019•

Samples PIW-1-24-25-20190627 (200-49557-1), PIW-1-41.5-42.5-20190627 (200-49557-2),
PIW-3-14-15-20190702 (200-49557-3), PIW-3-24-25-20190702 (200-49557-4), PIW-4-13-1420190701 (200-49557-5), PIW-4-33-34.2-20190701 (200-49557-6), PIW-6-19-20-20190628
200-49557-7), PIW-7-24-25-20190625 (200-49557-8), PIW-7-37-38-20190625 (200-49557-9),
PIW-7-44-45-20190625 (200-49557-10), PIW-9-19-20-20190626 (200-49557-11), PIW-10-4243-20190624 (200-49557-12), PW-10-SOIL-69-70-20190808 (200-50014-3) were analyzed for
Density of Soil in Place by the Drive-Cylinder Method in accordance with ASTM D2937. The
density results for the remaining soil samples reported do not represent the in-place density of thesoil. The soil was received in a disturbed state and was subsequently molded in the laboratory toan approximation of the field environment.

Data Review

The electronic data submitted for this project was reviewed via the Data Verification Module (DVM)
process.
Overall the data is acceptable for use without qualification, except as noted below:•••

Non-detect results for R-EVE, Byproduct 4, and Byproduct 5 in some soil samples and PFMOAA
in one soil sample were qualified R and should be considered to be unusable due to very poor
matrix spike recoveries.
Several analytical results have been qualified J as estimated, and non-detect results qualified UJ
indicating an estimated reporting limit, due to poor or very poor recovery of a matrix spike;sample preparation and/or analysis which exceeded the laboratory established hold time; and poorlab replicate precision. Fraction organic carbon results reported between the method detection
limit (MDL) and practical quantitation limit (PQL) were qualified J as estimated. See the Data
Verification Module (DVM) Narrative Report for which samples were qualified, the specificreasons for qualification, and potential bias in reported results.
The following samples are not amenable to Liquid Limits, Plastic Limits, and Plasticity Index
determination due to the physical properties of the sample: PIW-1-24-25-20190627 (200-495571), PIW-3-14-15-20190702 (200-49557-3), PIW-3-24-25-20190702 (200-49557-4), PIW-4-3334.2-20190701 (200-49557-6), PIW-7-37-38-20190625 (200-49557-9), PIW-9-19-20-20190626(200-49557-11), PIW-1-24-25-20190627 (200-49557-1), PIW-3-14-15-20190702 (200-49557-3),
PIW-3-24-25-20190702 (200-49557-4), PIW-4-33-34.2-20190701 (200-49557-6), PIW-7-37-3820190625 (200-49557-9), PIW-9-19-20-20190626 (200-49557-11), PW-04SOIL-23-2420190724 (200-49770-1), PW-07SOIL-14-15-20190724 (200-49770-3), PW-01-SOIL-14-1520190730 (200-49879-1), PW-01-SOIL-14-15-20190730 (200-49879-1[DU]),
PW-12-SOIL-110-111-20190731 (200-49879-7), PW-13-Soil-25-26-20190821 (200-50221-1),
PW-13-Soil-127-128-20190822 (200-50221-3), and PW-14-SOIL-144-145-20190826 (20050265-1). Values of zero, zero, and NP have been reported respectively for each determination.

Attachments

ADQM Data Review Narrative - FAY 2019 On Site Sampling.doc

2 of 4

The DVM Narrative report is attached. The lab reports due to a large page count are stored on an
AECOM network shared drive and are available to be posted on external shared drives, or on a flash
drive.

ADQM Data Review Narrative - FAY 2019 On Site Sampling.doc

3 of 4

Data Verification Module (DVM)
The DVM is an internal review process used by the ADQM group to assist with the determination of datausability. The electronic data deliverables received from the laboratory are loaded into the Locus EIM™
database and processed through a series of data quality checks, which are a combination of software(Locus EIM™ database Data Verification Module (DVM)) and manual reviewer evaluations. The data isevaluated against the following data usability checks:• Field and laboratory blank contamination• US EPA hold time criteria• Missing Quality Control (QC) samples• Matrix spike(MS)/matrix spike duplicate (MSD) recoveries and the relative percent differences(RPDs) between these spikes• Laboratory control sample(LCS)/control sample duplicate (LCSD) recoveries and the RPD
between these spikes• Surrogate spike recoveries for organic analyses• RPD between field duplicate sample pairs• RPD between laboratory replicates for inorganic analyses• Difference / percent difference between total and dissolved sample pairs.
There are two qualifier fields in EIM:Lab Qualifier is the qualifier assigned by the lab and may not reflect the usability of the data. Thisqualifier may have many different meanings and can vary between labs and over time within the samelab. Please refer to the laboratory report for a description of the lab qualifiers. As they are lab
descriptors they are not to be used when evaluating the data.
Validation Qualifier is the 3rd party formal validation qualifier if this was performed. Otherwise thisfield contains the qualifier resulting from the ADQM DVM review process. This qualifier assesses
the usability of the data and may not equal the lab qualifier. The DVM applies the following data
evaluation qualifiers to analysis results, as warranted:
Qualifier
B
R

Definition
Not detected substantially above the level reported in the laboratory
or field blanks.
Unusable result. Analyte may or may not be present in the sample.

J
UJ

Analyte present. Reported value may not be accurate or precise.
Not detected. Reporting limit may not be accurate or precise.

The Validation Status Code field is set to “DVM” if the ADQM DVM process has been performed. If the DVM
has not been run, the field will be blank.
If the DVM has been run (Validation Status Code equals “DVM”), use the Validation Qualifier.

ADQM Data Review Narrative - FAY 2019 On Site Sampling.doc

4 of 4

DVM Narrative Report
Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result is
unusable.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteDUP1-072419

07/24/2019 200-49770-5

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP1-072419

07/24/2019 200-49770-5

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP1-072419

07/24/2019 200-49770-5

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP1-072419

07/24/2019 200-49770-5

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP1-072419

07/24/2019 200-49770-5

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP1-072419

07/24/2019 200-49770-5

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-11-1220190731

07/31/2019 200-49879-3

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-11-1220190731

07/31/2019 200-49879-3

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-11-1220190731

07/31/2019 200-49879-3

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-11-1220190731

07/31/2019 200-49879-3

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-11-1220190731

07/31/2019 200-49879-3

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-11-1220190731

07/31/2019 200-49879-3

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-03-SOIL-6.5-720190723

07/23/2019 200-49745-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-03-SOIL-6.5-720190723

07/23/2019 200-49745-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-03-SOIL-6.5-720190723

07/23/2019 200-49745-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-03-SOIL-6.5-720190723

07/23/2019 200-49745-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 1 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result is
unusable.
Date
Sampled Lab Sample ID

AnalyteResult Units Type

PW-03-SOIL-6.5-720190723

07/23/2019 200-49745-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-03-SOIL-6.5-720190723

07/23/2019 200-49745-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFMOAA

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFMOAA

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-06-SOIL-16-1720190729

07/29/2019 200-49846-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-06-SOIL-16-1720190729

07/29/2019 200-49846-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-06-SOIL-16-1720190729

07/29/2019 200-49846-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-06-SOIL-16-1720190729

07/29/2019 200-49846-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-06-SOIL-16-1720190729

07/29/2019 200-49846-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-06-SOIL-16-1720190729

07/29/2019 200-49846-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-07SOIL-14-1520190724

07/24/2019 200-49770-3

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
CompoundShake_Bath_14D

Field Sample ID

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 2 of 19

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result is
unusable.
Date
Sampled Lab Sample ID

AnalyteResult Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

SOP
PW-07SOIL-14-1520190724

07/24/2019 200-49770-3

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-07SOIL-14-1520190724

07/24/2019 200-49770-3

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-07SOIL-14-1520190724

07/24/2019 200-49770-3

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-07SOIL-14-1520190724

07/24/2019 200-49770-3

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-07SOIL-14-1520190724

07/24/2019 200-49770-3

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-3.5-420190808

08/08/2019 200-50014-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-3.5-420190808

08/08/2019 200-50014-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-3.5-420190808

08/08/2019 200-50014-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-3.5-420190808

08/08/2019 200-50014-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-3.5-420190808

08/08/2019 200-50014-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-3.5-420190808

08/08/2019 200-50014-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Page 3 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result is
unusable.
Date
Sampled Lab Sample ID

AnalyteResult Units Type

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-11-SOIL-16-1720190725

07/25/2019 200-49801-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-11-SOIL-16-1720190725

07/25/2019 200-49801-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-11-SOIL-16-1720190725

07/25/2019 200-49801-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-11-SOIL-16-1720190725

07/25/2019 200-49801-1

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-11-SOIL-16-1720190725

07/25/2019 200-49801-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-11-SOIL-16-1720190725

07/25/2019 200-49801-1

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-36-3720190731

07/31/2019 200-49879-4

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-36-3720190731

07/31/2019 200-49879-4

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-36-3720190731

07/31/2019 200-49879-4

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-36-3720190731

07/31/2019 200-49879-4

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
CompoundShake_Bath_14D

Field Sample ID

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 4 of 19

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result is
unusable.
Date
Sampled Lab Sample ID

AnalyteResult Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

SOP
PW-12-SOIL-36-3720190731

07/31/2019 200-49879-4

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-36-3720190731

07/31/2019 200-49879-4

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-45-4620190731

07/31/2019 200-49879-5

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-45-4620190731

07/31/2019 200-49879-5

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Page 5 of 19

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.
Date
Sampled Lab Sample ID

PW-12-SOIL-45-4620190731
PW-12-SOIL-45-4620190731
PW-05 Soil-12-1320190726

07/31/2019 200-49879-5

AnalyteResult Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

07/26/2019 200-49809-1

10:2 Fluorotelomer
sulfonate
Perfluorododecane
sulfonic acid (PFDoS)
Byproduct 6

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

Byproduct 6

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

EVE Acid

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

EVE Acid

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFESA-BP2

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFESA-BP2

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

Hydro-EVE Acid

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

Hydro-EVE Acid

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFECA-G

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFECA-G

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

NVHOS

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

NVHOS

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PES

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PES

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PMPA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

07/31/2019 200-49879-5

Page 6 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.
Date
Sampled Lab Sample ID

AnalytePW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PMPA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFECA B

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFECA B

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PEPA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PEPA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFESA-BP1

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFESA-BP1

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFO2HxA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFO2HxA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFO3OA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFO3OA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFO4DA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFO4DA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFO5DA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PFO5DA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-14-1520190730

07/30/2019 200-49879-1

R-EVE

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-14-1520190730

07/30/2019 200-49879-1

R-EVE

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
CompoundShake_Bath_14D

Field Sample ID

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 7 of 19

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.
Date
Sampled Lab Sample ID

AnalyteResult Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

SOP
PW-01-SOIL-14-1520190730

07/30/2019 200-49879-1

Byproduct 4

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-14-1520190730

07/30/2019 200-49879-1

Byproduct 4

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-14-1520190730

07/30/2019 200-49879-1

Byproduct 5

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-01-SOIL-14-1520190730

07/30/2019 200-49879-1

Byproduct 5

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFECA B

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFECA B

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFO2HxA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFO2HxA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFO3OA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFO3OA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFO4DA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFO4DA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFMOAA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFMOAA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

Hydro-EVE Acid

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

Hydro-EVE Acid

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Page 8 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.
Date
Sampled Lab Sample ID

AnalyteResult Units Type

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFECA-G

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-02-SOIL-14-1520190729

07/29/2019 200-49846-2

PFECA-G

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Field Sample ID

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 9 of 19

Site: Fayetteville

Sampling Program: 2019 On Site Sampling

Validation Reason

The preparation hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PW-05 Soil-12-1320190726
PW-05 Soil-12-1320190726
PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

07/26/2019 200-49809-1

PW-05 Soil-12-1320190726
PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

PW-05 Soil-12-1320190726

07/26/2019 200-49809-1

07/26/2019 200-49809-1

07/26/2019 200-49809-1

Analyte
1H,1H,2H,2Hperfluorohexanesulfonate (4:2 FTS)
10:2 Fluorotelomer
sulfonate
PFOS

Result Units Type

Validation Options: LABSTATSMDLValidation
PQL Qualifier

Analytical
MethodPre-prep

Prep

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.50 UG/KG

PQL

0.50

UJ

537 Modified

Shake_Bath_14D

N-methyl
perfluorooctane
sulfonamidoacetic acid

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

6:2 Fluorotelomer
sulfonateN-ethylperfluorooctane
sulfonamidoacetic acid

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

1H,1H,2H,2Hperfluorodecanesulfonate (8:2 FTS)

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

Page 10 of 19

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result
should be considered to be an estimated value.
Date
Validation Analytical
Sampled Lab Sample ID
MethodAnalyteResult Units TypeMDLPQL Qualifier
Pre-prep
Prep

PW-12-SOIL-45-4620190731

07/31/2019 200-49879-5

Byproduct 4

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-45-4620190731

07/31/2019 200-49879-5

Byproduct 4

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-45-4620190731

07/31/2019 200-49879-5

Byproduct 5

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-12-SOIL-45-4620190731

07/31/2019 200-49879-5

Byproduct 5

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Page 11 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may be biased
high.
Date
Sampled Lab Sample ID

AnalytePW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

PMPA

27 UG/KG

PQL

1.0

J

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

PMPA

24.0 UG/KG

PQL

1.0

J

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

PEPA

13 UG/KG

PQL

1.0

J

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

PFO2HxA

10 UG/KG

PQL

1.0

J

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

PW-10-SOIL-8-8.520190808

08/08/2019 200-50014-2

PFO2HxA

9.4 UG/KG

PQL

1.0

J

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Field Sample ID

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 12 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.
Date
Sampled Lab Sample ID

AnalytePW-01-SOIL-14-1520190730
PW-01-SOIL-14-1520190730
PW-01-SOIL-14-1520190730
PW-01-SOIL-14-1520190730
PW-10-SOIL-8-8.520190808

07/30/2019 200-49879-1

Specific Gravity

2.68 NONE

MDL

0

J

D854-92

07/30/2019 200-49879-1

Porosity Calculation

44.7

MDL

0

J

Calculation

07/30/2019 200-49879-1

In Place Density

1.48 G/CC

MDL

0

J

ASTM D2937

07/30/2019 200-49879-1

Void Ratio

0.8 NONE

MDL

0

J

Calculation

08/08/2019 200-50014-2

PEPA

11.0 UG/KG

PQL

1.0

J

Cl. Spec. Table 3
Compound SOP

PW-12-SOIL-110-11120190731
PW-12-SOIL-110-11120190731
PW-12-SOIL-83-8420190731
PW-12-SOIL-83-8420190731

07/31/2019 200-49879-7

Porosity Calculation

43.4

MDL

0

J

Calculation

07/31/2019 200-49879-7

Void Ratio

0.8 NONE

MDL

0

J

Calculation

07/31/2019 200-49879-6

Porosity Calculation

58.2

MDL

0

J

Calculation

07/31/2019 200-49879-6

Void Ratio

1.4 NONE

MDL

0

J

Calculation

Field Sample ID

Result Units Type

%

%

%

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Shake_Bath_14D

Page 13 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

The analysis hold time for this sample was exceeded by a factor of 2. The reported result may be biased low.
Date
Sampled Lab Sample ID

AnalytePW-01-SOIL-14-1520190730
PIW-6-19-20-20190628

07/30/2019 200-49879-1

Ph

06/28/2019 200-49557-7

PIW-7-24-25-20190625

Field Sample ID

Validation Options: LABSTATS

Result Units Type

Validation
PQL Qualifier

Analytical
Method

MDL

0

J

9045D

Void Ratio

STD
UNITS
0.7 NONE

MDL

0

J

Calculation

06/25/2019 200-49557-8

Ph

4.6

MDL

0

J

9045D

PIW-7-24-25-20190625

06/25/2019 200-49557-8

Percent Moisture

STD
UNITS
20.1
%

0.01

J

MOISTURE

PIW-7-24-25-20190625

06/25/2019 200-49557-8

Porosity Calculation

39.6

MDL

0

J

Calculation

PIW-7-24-25-20190625

06/25/2019 200-49557-8

Void Ratio

0.7 NONE

MDL

0

J

Calculation

PIW-7-37-38-20190625

06/25/2019 200-49557-9

Percent Moisture

14.0

%

MDL

0.01

J

MOISTURE

PIW-7-37-38-20190625

06/25/2019 200-49557-9

Porosity Calculation

32.0

%

MDL

0

J

Calculation

PIW-7-37-38-20190625

06/25/2019 200-49557-9

Void Ratio

0.5 NONE

MDL

0

J

Calculation

PIW-7-44-45-20190625

06/25/2019 200-49557-10

Percent Moisture

20.2

%

MDL

0.01

J

MOISTURE

PIW-7-44-45-20190625

06/25/2019 200-49557-10

Porosity Calculation

35.9

%

MDL

0

J

Calculation

PIW-7-44-45-20190625

06/25/2019 200-49557-10

Void Ratio

0.6 NONE

MDL

0

J

Calculation

PIW-9-19-20-20190626

06/26/2019 200-49557-11

Ph

5.5

MDL

0

J

9045D

PIW-9-19-20-20190626

06/26/2019 200-49557-11

Percent Moisture

STD
UNITS
7.6
%

0.01

J

MOISTURE

PIW-9-19-20-20190626

06/26/2019 200-49557-11

Porosity Calculation

31.3

MDL

0

J

Calculation

PIW-1-24-25-20190627

06/27/2019 200-49557-1

Ph

4.6

MDL

0

J

9045D

PIW-1-24-25-20190627

06/27/2019 200-49557-1

Percent Moisture

STD
UNITS
17.0
%

0.01

J

MOISTURE

PIW-1-24-25-20190627

06/27/2019 200-49557-1

Porosity Calculation

35.6

MDL

0

J

Calculation

PIW-1-24-25-20190627

06/27/2019 200-49557-1

Void Ratio

0.6 NONE

MDL

0

J

Calculation

PIW-1-41.5-42.5-20190627 06/27/2019 200-49557-2

Percent Moisture

17.2

%

MDL

0.01

J

MOISTURE

PIW-1-41.5-42.5-20190627 06/27/2019 200-49557-2

Porosity Calculation

47.9

%

MDL

0

J

Calculation

PIW-1-41.5-42.5-20190627 06/27/2019 200-49557-2

Void Ratio

0.9 NONE

MDL

0

J

Calculation

PIW-10-42-43-20190624

Percent Moisture

32.9

MDL

0.01

J

MOISTURE

06/24/2019 200-49557-12

5.6

MDL

%

%

%

%

MDL

MDL

MDL

0.01

0.01

0.01

0.01

0.01

0.01

0.01

Pre-prep

Prep

Page 14 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded by a factor of 2. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

AnalytePIW-10-42-43-20190624

06/24/2019 200-49557-12

Porosity Calculation

52.5

PIW-10-42-43-20190624

06/24/2019 200-49557-12

Void Ratio

PIW-2D-Soil-24-2520190815
PIW-2D-Soil-46-4720190815
PIW-4-33-34.2-20190701

08/15/2019 200-50125-1

Ph

08/15/2019 200-50125-2

Ph

07/01/2019 200-49557-6

Ph

PIW-6-19-20-20190628

06/28/2019 200-49557-7

PW-05 Soil-12-1320190726
PW-10-SOIL-69-7020190808
PW-10-SOIL-8-8.520190808
PW-05 Soil-51-5220190726
PW-05 Soil-76-7720190726
PW-11-SOIL-16-1720190725
PW-11-SOIL-61-6220190725
PW-12-SOIL-110-11120190731
PW-12-SOIL-36-3720190731
PW-12-SOIL-83-8420190731
PW-13-Soil-127-12820190822
PW-13-Soil-25-2620190821
PW-13-Soil-71-7220190821
PW-14-SOIL-144-14520190826
PW-14-SOIL-144-14520190826
PW-14-SOIL-144-14520190826
PIW-9-19-20-20190626

Result Units Type%MDL

Validation
PQL Qualifier

Analytical
MethodMDL

0J

Calculation

1.1 NONE

MDL

0

J

Calculation

4.2

MDL

0

J

9045D

MDL

0

J

9045D

MDL

0

J

9045D

Porosity Calculation

STD
UNITS
4.0 STD
UNITS
3.9 STD
UNITS
40.5
%

MDL

0

J

Calculation

07/26/2019 200-49809-1

Ph

6.3

MDL

0

J

9045D

08/08/2019 200-50014-3

Ph

MDL

0

J

9045D

08/08/2019 200-50014-2

Ph

MDL

0

J

9045D

07/26/2019 200-49809-3

Ph

MDL

0

J

9045D

07/26/2019 200-49809-2

Ph

MDL

0

J

9045D

07/25/2019 200-49801-1

Ph

MDL

0

J

9045D

07/25/2019 200-49801-2

Ph

MDL

0

J

9045D

07/31/2019 200-49879-7

Ph

MDL

0

J

9045D

07/31/2019 200-49879-4

Ph

MDL

0

J

9045D

07/31/2019 200-49879-6

Ph

MDL

0

J

9045D

08/22/2019 200-50221-3

Ph

MDL

0

J

9045D

08/21/2019 200-50221-1

Ph

MDL

0

J

9045D

08/21/2019 200-50221-2

Ph

MDL

0

J

9045D

08/26/2019 200-50265-1

Ph

MDL

0

J

9045D

08/26/2019 200-50265-1

Porosity Calculation

STD
UNITS
5.4 STD
UNITS
5.3 STD
UNITS
4.4 STD
UNITS
4.7 STD
UNITS
4.9 STD
UNITS
4.1 STD
UNITS
4.8 STD
UNITS
5.1 STD
UNITS
4.3 STD
UNITS
6.8 STD
UNITS
5.2 STD
UNITS
4.5 STD
UNITS
5.7 STD
UNITS
42.9
%

MDL

0

J

Calculation

08/26/2019 200-50265-1

Void Ratio

0.8 NONE

MDL

0

J

Calculation

06/26/2019 200-49557-11

Void Ratio

0.5 NONE

MDL

0

J

Calculation

Pre-prep

Prep

Page 15 of 19

Site: Fayetteville
Validation Reason

Sampling Program: 2019 On Site Sampling
The analysis hold time for this sample was exceeded. The reported result may be biased low.
Date
Sampled Lab Sample ID

AnalytePW-02-SOIL-14-1520190729
PIW-3-14-15-20190702

07/29/2019 200-49846-2

Ph

07/02/2019 200-49557-3

PIW-3-14-15-20190702

Field Sample ID

Validation Options: LABSTATS

Result Units Type
5.2

MDL

Percent Moisture

STD
UNITS
14.2
%

07/02/2019 200-49557-3

Porosity Calculation

18.7

PIW-3-14-15-20190702

07/02/2019 200-49557-3

Void Ratio

PIW-3-24-25-20190702

07/02/2019 200-49557-4

PIW-3-24-25-20190702

MDL

Validation
PQL Qualifier

Analytical
Method

0

J

9045D

0.01

J

MOISTURE

MDL

0

J

Calculation

0.2 NONE

MDL

0

J

Calculation

Percent Moisture

17.4

%

MDL

0.01

J

MOISTURE

07/02/2019 200-49557-4

Porosity Calculation

37.0

%

MDL

0

J

Calculation

PIW-3-24-25-20190702

07/02/2019 200-49557-4

Void Ratio

0.6 NONE

MDL

0

J

Calculation

PIW-4-13-14-20190701

07/01/2019 200-49557-5

Percent Moisture

26.8

%

MDL

0.01

J

MOISTURE

PIW-4-13-14-20190701

07/01/2019 200-49557-5

Porosity Calculation

54.1

%

MDL

0

J

Calculation

PIW-4-13-14-20190701

07/01/2019 200-49557-5

Void Ratio

1.2 NONE

MDL

0

J

Calculation

PIW-4-33-34.2-20190701

07/01/2019 200-49557-6

Percent Moisture

12.7

%

MDL

0.01

J

MOISTURE

PIW-4-33-34.2-20190701

07/01/2019 200-49557-6

Porosity Calculation

26.1

%

MDL

0

J

Calculation

PIW-4-33-34.2-20190701

07/01/2019 200-49557-6

Void Ratio

0.4 NONE

MDL

0

J

Calculation

PIW-6-19-20-20190628

06/28/2019 200-49557-7

Percent Moisture

23.3

MDL

0.01

J

MOISTURE

PW-02-SOIL-16-1720190729
PW-02-SOIL-35-3620190729
PW-06-SOIL-16-1720190729
PW-12-SOIL-45-4620190731
PW-12-SOIL-45-4620190731
PW-12-SOIL-36-3720190731
PW-12-SOIL-36-3720190731
PW-15-SOIL-112-11320190813
PW-15-SOIL-17.5-1820190813

07/29/2019 200-49846-3

Ph

4.9

07/29/2019 200-49846-4

Ph

07/29/2019 200-49846-1

Ph

07/31/2019 200-49879-5

%

%

MDL

0.01

0.01

0.01

0.01

0.01

MDL

0

J

9045D

MDL

0

J

9045D

MDL

0

J

9045D

Percent Moisture

STD
UNITS
4.7 STD
UNITS
5.3 STD
UNITS
20.3
%

PQL

0.1

J

Moisture

07/31/2019 200-49879-5

Percent Solids

79.7

%

PQL

0.1

J

Moisture

07/31/2019 200-49879-4

Percent Moisture

12.8

%

PQL

0.1

J

Moisture

07/31/2019 200-49879-4

Percent Solids

87.2

%

PQL

0.1

J

Moisture

08/13/2019 200-50083-4

Ph

4.1

MDL

0

J

9045D

08/13/2019 200-50083-1

Ph

MDL

0

J

9045D

STD
UNITS
4.0 STD
UNITS

Pre-prep

Prep

Page 16 of 19

Site: Fayetteville
Validation Reason

Field Sample ID
PW-15-SOIL-38-3920190813
PW-01-SOIL-11-1220190731
PW-01-SOIL-11-1220190731
PW-15-SOIL-55-5620190813

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.
Date
Sampled Lab Sample ID

Analyte08/13/2019 200-50083-2

Ph

07/31/2019 200-49879-3

Result Units Type
4.1

MDL

Validation
PQL Qualifier

Analytical
Method

MDL

0

J

9045D

Percent Moisture

STD
UNITS
13.7
%

PQL

0.1

J

Moisture

07/31/2019 200-49879-3

Percent Solids

86.3

%

PQL

0.1

J

Moisture

08/13/2019 200-50083-3

Ph

4.1

STD
UNITS

MDL

0

J

9045D

Pre-prep

Prep

Page 17 of 19

Site: Fayetteville
Validation Reason

Field Sample ID
PW-12-SOIL-110-11120190731
PW-12-SOIL-83-8420190731

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit but above the rejection limit. The
reported result may be biased low.
Date
Sampled Lab Sample ID
07/31/2019 200-49879-7
07/31/2019 200-49879-6

AnalyteFraction Organic
CarbonFraction Organic
CarbonResult Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodWALKLEYBLACKWALKLEYBLACK

0.011

G/G

MDL

0.000560.0013

J

0.037

G/G

MDL

0.00058

0.0014J

Pre-prep

Prep

Page 18 of 19

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: 2019 On Site Sampling

Validation Options: LABSTATS

The result is estimated since the concentration is between the method detection limit and practical quantitation limit.
Date
Sampled Lab Sample ID

PW-15-SOIL-38-3920190813
PW-11-SOIL-16-1720190725
PW-02-SOIL-35-3620190729
PIW-6-19-20-20190628

08/13/2019 200-50083-2

PIW-9-19-20-20190626

06/26/2019 200-49557-11

07/25/2019 200-49801-1
07/29/2019 200-49846-4
06/28/2019 200-49557-7

Validation
PQL Qualifier

Analytical
Method0.000430.0010J

MDL

0.000470.0011

J

G/G

MDL

0.000480.0011J

0.0011

G/G

MDL

0.00055

0.0013J

0.00063

G/G

MDL

0.000450.0011JWALKLEYBLACKWALKLEYBLACKWALKLEYBLACKWALKLEYBLACKWALKLEYBLACK

AnalyteResult Units Type

Fraction Organic
CarbonFraction Organic
CarbonFraction Organic
CarbonFraction Organic
CarbonFraction Organic
Carbon0.00070

G/G

MDL

0.00071

G/G

0.00079

MDL

Pre-prep

Prep

Page 19 of 19

ADQM DATA REVIEWNARRATIVE

Site

Chemours FAY – Fayetteville

Project

Bladen Well Install

Project Reviewer

Michael Aucoin, AECOM as a Chemours contractor

Sampling Dates

August 14 - 16, 2019
August 19 - 21, 2019
August 27 - 28, 2019

Analytical Protocol

1

Laboratory

Analytical Method

Parameter(s)TestAmerica - Sacramento

537 Modified

PFAS1

TestAmerica - Sacramento

Table 3+ compounds

TestAmerica - Burlington

Cl. Spec. Table 3
Compound SOP
9045D

TestAmerica - Burlington

ASTM D2937

In Place Density

TestAmerica - Burlington

ASTM D422-63

Grain Size

TestAmerica - Burlington

Calculation

Porosity Calculation

TestAmerica - Burlington

Calculation

Void Ratio

TestAmerica - Burlington

D4318

TestAmerica - Burlington

D854-92

Liquid Limit of Soils; Plastic Limit Soils; Plasticity
Index
Specific Gravity

TestAmerica - Pensacola

WALKLEY-BLACK

Fraction Organic Carbon

TestAmerica - Pensacola

ASTM D2216-90

Percent Moisture

TestAmerica - Sacramento

ASTM D2216-90

Percent Moisture

TestAmerica - Sacramento

ASTM D2216-90

Percent Solids

pH

Perfluoroalkylsubstances, a list of 37 compounds including HFPO-DA.

Sample Receipt
The following items are noted for this data set:•

All samples were received in satisfactory condition and within EPA temperature guidelines on:
August 15 and 17, 2019
August 21 - 22. 2019
August 29, 2019

ADQM Data Review Narrative - FAY Bladen Well Install.doc

1 of 3•The density results reported do not represent the in-place density of the soil. The soil wasreceived in a disturbed state and was subsequently molded in the laboratory to an approximationof the field environment

Data Review

The electronic data submitted for this project was reviewed via the Data Verification Module (DVM)
process.
Overall the data is acceptable for use without qualification, except as noted below:
•
•
•

•

Non-detect results for R-EVE, Byproduct 4, and Byproduct 5 in some soil samples were qualified
R and should be considered to be unusable due to very poor matrix spike recoveries.
PFHxS and PFTDA results in two or more groundwater samples were qualified B and thereported results may be biased high, or false positives, due to a comparable concentration foundin the associated method blanks.
Several analytical results have been qualified J as estimated, and non-detect results qualified UJ
indicating an estimated reporting limit, due to poor or very poor recovery of a surrogate or matrix
spike; sample preparation and/or analysis which exceeded the laboratory established hold time;and poor field duplicate or lab replicate precision. See the Data Verification Module (DVM)
Narrative Report for which samples were qualified, the specific reasons for qualification, andpotential bias in reported results.
The groundwater samples were inadvertently reported by the laboratory to the method detection
limit (MDL); results reported between the MDL and the limit of quantitation (LOQ) are qualified
J and should be considered to be estimated values.

Attachments

The DVM Narrative report is attached. The lab reports due to a large page count are stored on an
AECOM network shared drive and are available to be posted on external shared drives, or on a flash
drive.

ADQM Data Review Narrative - FAY Bladen Well Install.doc

2 of 3

Data Verification Module (DVM)
The DVM is an internal review process used by the ADQM group to assist with the determination of datausability. The electronic data deliverables received from the laboratory are loaded into the Locus EIM™
database and processed through a series of data quality checks, which are a combination of software(Locus EIM™ database Data Verification Module (DVM)) and manual reviewer evaluations. The data isevaluated against the following data usability checks:• Field and laboratory blank contamination• US EPA hold time criteria• Missing Quality Control (QC) samples• Matrix spike(MS)/matrix spike duplicate (MSD) recoveries and the relative percent differences(RPDs) between these spikes• Laboratory control sample(LCS)/control sample duplicate (LCSD) recoveries and the RPD
between these spikes• Surrogate spike recoveries for organic analyses• RPD between field duplicate sample pairs• RPD between laboratory replicates for inorganic analyses• Difference / percent difference between total and dissolved sample pairs.
There are two qualifier fields in EIM:Lab Qualifier is the qualifier assigned by the lab and may not reflect the usability of the data. Thisqualifier may have many different meanings and can vary between labs and over time within the samelab. Please refer to the laboratory report for a description of the lab qualifiers. As they are lab
descriptors they are not to be used when evaluating the data.
Validation Qualifier is the 3rd party formal validation qualifier if this was performed. Otherwise thisfield contains the qualifier resulting from the ADQM DVM review process. This qualifier assesses
the usability of the data and may not equal the lab qualifier. The DVM applies the following data
evaluation qualifiers to analysis results, as warranted:
Qualifier
B
R

Definition
Not detected substantially above the level reported in the laboratory
or field blanks.
Unusable result. Analyte may or may not be present in the sample.

J
UJ

Analyte present. Reported value may not be accurate or precise.
Not detected. Reporting limit may not be accurate or precise.

The Validation Status Code field is set to “DVM” if the ADQM DVM process has been performed. If the DVM
has not been run, the field will be blank.
If the DVM has been run (Validation Status Code equals “DVM”), use the Validation Qualifier.

ADQM Data Review Narrative - FAY Bladen Well Install.doc

3 of 3

DVM Narrative Report
Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result is
unusable.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteBLADEN-1S-081419

08/14/2019 200-50099-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-1S-081419

08/14/2019 200-50099-1

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Byproduct 4

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Byproduct 5

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP-1-081419

08/14/2019 200-50099-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP-1-081419

08/14/2019 200-50099-2

R-EVE

1.0 UG/KG

PQL

1.0

R

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 1 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

Contamination detected in Method Blank(s). Sample result does not differ significantly from the analyte concentration detected in the associated method
blank(s).

Field Sample ID

Date
Sampled Lab Sample ID

BLADEN-4S-082819

08/28/2019 280-127778-10

DUP-1-082719

08/27/2019 280-127778-2

BLADEN-4D-082819

08/28/2019 280-127778-7

BLADEN-3D-082819

08/28/2019 280-127778-6

BLADEN-3S-082819

08/28/2019 280-127778-5

BLADEN-2D-082719

08/27/2019 280-127778-4

BLADEN-2S-082719

08/27/2019 280-127778-3

BLADEN-2S-082719

08/27/2019 280-127778-3

BLADEN-1D-082719

08/27/2019 280-127778-1

BLADEN-1D-082719

08/27/2019 280-127778-1

Validation
PQL Qualifier

Analytical
Method0.000160.0018B

537 Modified

3535_PFC

PQL

0.000140.0017B

537 Modified

3535_PFC

0.00026 UG/L

PQL

0.000140.0017B

537 Modified

3535_PFC

0.00026 UG/L

PQL

0.000150.0018B

537 Modified

3535_PFC

0.00027 UG/L

PQL

0.000140.0017B

537 Modified

3535_PFC

0.00052 UG/L

PQL

0.000140.0017B

537 Modified

3535_PFC

0.0011 UG/L

PQL

0.000140.0017B

537 Modified

3535_PFC

0.00024 UG/L

PQL

0.000240.0017B

537 Modified

3535_PFC

0.00036 UG/L

PQL

0.000240.0017B

537 Modified

3535_PFC

0.00033 UG/L

PQL

0.000140.0017B

537 Modified

3535_PFC

AnalyteResult Units Type

Perfluorohexane
Sulfonic Acid
Perfluorohexane
Sulfonic Acid
Perfluorohexane
Sulfonic Acid
Perfluorohexane
Sulfonic Acid
Perfluorohexane
Sulfonic Acid
Perfluorohexane
Sulfonic Acid
Perfluorohexane
Sulfonic Acid
Perfluorotetradecanoic
Acid
Perfluorotetradecanoic
Acid
Perfluorohexane
Sulfonic Acid

0.00076 UG/L

PQL

0.00032 UG/L

MDLPre-prep

Prep

Page 2 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.

Field Sample ID

Date
Sampled Lab Sample ID

BLADEN-1S-081419

08/14/2019 200-50099-1

BLADEN-1S-081419

08/14/2019 200-50099-1

BLADEN-1S-081419

08/14/2019 200-50099-1

BLADEN-2S-081619-9.510.5

AnalyteResult Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prepPrep

10:2 Fluorotelomer
sulfonate
11Cl-PF3OUdS

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

08/16/2019 200-50148-2

Perfluorododecane
sulfonic acid (PFDoS)PFECA B

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFECA B

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFO2HxA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFO2HxA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFO3OA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFO3OA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFMOAA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFMOAA

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

Hydro-EVE Acid

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

Hydro-EVE Acid

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFECA-G

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

PFECA-G

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-4D-082819

08/28/2019 280-127778-7

PFO5DA

0.0003ug/L

PQL

0.00034

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-4D-082819

08/28/2019 280-127778-7

PFO5DA

0.002

ug/L

PQL

0.00034

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Page 3 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteBLADEN-4D-082819

08/28/2019 280-127778-7

PFMOAA

0.0021ug/L

BLADEN-4D-082819

08/28/2019 280-127778-7

PFMOAA

0.005

ug/L

MDL

Validation
PQL Qualifier

PQL

0.00210.0050UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PQL

0.00210.0050UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

Analytical
MethodPre-prep

Prep

Page 4 of 18

Site: Fayetteville

Sampling Program: Bladen Well Install

Validation Reason

The preparation hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

BLADEN-2S-081619-9.5- 08/16/2019 200-50148-2
10.5
BLADEN-2S-081619-9.5- 08/16/2019 200-50148-2
10.5
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

AnalyteResult Units Type

Validation Options: LABSTATSMDLValidation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Perfluorobutane
Sulfonic Acid
Perfluorobutane
Sulfonic Acid (trial)
10:2 Fluorotelomer
sulfonate
Hfpo Dimer Acid

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.25 UG/KG

PQL

0.25

UJ

537 Modified

Shake_Bath_14D

Perfluorooctadecanoic
acid
PFOS

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.50 UG/KG

PQL

0.50

UJ

537 Modified

Shake_Bath_14D

Perfluoroundecanoic
Acid
N-methyl
perfluorooctane
sulfonamidoacetic acid0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

Perfluoropentanoic
Acid
Perfluoropentane
sulfonic acid (PFPeS)
6:2 Fluorotelomer
sulfonateN-ethylperfluorooctane
sulfonamidoacetic acid0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

Perfluorohexanoic
Acid
Perfluorododecanoic
Acid
N-methyl perfluoro-1octanesulfonamide

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

PFOA

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Perfluorodecanoic
Acid
Perfluorodecane
Sulfonic Acid
Perfluorohexane
Sulfonic Acid
Perfluorobutanoic Acid

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

Perfluorobutane
Sulfonic Acid

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Page 5 of 18

Site: Fayetteville

Sampling Program: Bladen Well Install

Validation Reason

The preparation hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

AnalyteResult Units Type

Validation Options: LABSTATSMDLValidation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Perfluoroheptanoic
Acid
Perfluoroheptane
sulfonic acid (PFHpS)
Perfluorononanoic
Acid
Perfluorotetradecanoic
Acid
1H,1H,2H,2Hperfluorodecanesulfonate (8:2 FTS)
N-ethylperfluoro-1octanesulfonamide
Perfluorohexadecanoic
acid (PFHxDA)
Perfluorononanesulfon
ic acid
Perfluorotridecanoic
Acid
Perfluorooctane
Sulfonamide
9Cl-PF3ONS

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

1H,1H,2H,2Hperfluorohexanesulfonate (4:2 FTS)
11Cl-PF3OUdS

2.0 UG/KG

PQL

2.0

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Perfluorododecane
sulfonic acid (PFDoS)
ADONA

0.21 UG/KG

PQL

0.21

UJ

537 Modified

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

NaDONA

0.21 UG/KG

PQL

0.21

UJ

537 Modified

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2
Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

Page 6 of 18

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: Bladen Well Install

Validation Options: LABSTATSOne or more surrogates had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result
is considered to be an estimated value.
Date
Validation Analytical
Sampled Lab Sample ID
MethodAnalyteResult Units TypeMDLPQL Qualifier
Pre-prep

Prep

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

BLADEN-2S-081619-9.510.5

08/16/2019 200-50148-2

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

Bladen-3S-Soil-082019-5-6 08/20/2019 200-50185-2

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.20 UG/KG

PQL

0.20

UJ

537 Modified

Shake_Bath_14D

Page 7 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result is
considered to be an estimated value.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteResult Units TypeBLADEN-1S-081419

08/14/2019 200-50099-1

Byproduct 4

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-1S-081419

08/14/2019 200-50099-1

Byproduct 4

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-1S-081419

08/14/2019 200-50099-1

Byproduct 5

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

BLADEN-1S-081419

08/14/2019 200-50099-1

Byproduct 5

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP-1-081419

08/14/2019 200-50099-2

Byproduct 4

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP-1-081419

08/14/2019 200-50099-2

Byproduct 4

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP-1-081419

08/14/2019 200-50099-2

Byproduct 5

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

DUP-1-081419

08/14/2019 200-50099-2

Byproduct 5

1.0 UG/KG

PQL

1.0

UJ

Cl. Spec. Table 3
Compound SOP

Shake_Bath_14D

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 8 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may be biased
high.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteBLADEN-3S-082819

08/28/2019 280-127778-5

Byproduct 40.0016 UG/L

BLADEN-3S-082819

08/28/2019 280-127778-5

Byproduct 40.0019 UG/L

MDL

Validation
PQL Qualifier

PQL

0.00160.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PQL

0.00160.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

Analytical
MethodPre-prep

Prep

Page 9 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATSHigh relative percent difference (RPD) observed between field duplicate and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteMDL

Validation
PQL Qualifier

DUP-1-082719

08/27/2019 280-127778-2

Byproduct 4

0.011 UG/L

PQL

0.00160.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

DUP-1-082719

08/27/2019 280-127778-2

Byproduct 40.0094 UG/L

PQL

0.00160.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-1D-082719

08/27/2019 280-127778-1

Byproduct 40.013 UG/L

PQL

0.00160.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-1D-082719

08/27/2019 280-127778-1

Byproduct 4

0.012 UG/L

PQL

0.00160.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

Analytical
MethodPre-prep

Prep

Page 10 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

Only one surrogate has relative percent recovery (RPR) values outside control limits and the parameter is a PFC (Detects).

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteBLADEN-2D-082719

08/27/2019 280-127778-4

Perfluorobutanoic Acid

Result Units Type0.0021 UG/L

PQL

MDL
0.00030

Validation
PQL Qualifier

Analytical
Method0.0017537 Modified

J

Pre-prep

Prep3535_PFC

Page 11 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteMDL

Validation
PQL Qualifier

BLADEN-2D-082719

08/27/2019 280-127778-4

PMPA

0.077 UG/L

PQL

0.00570.010

JCl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

PFO2HxA

0.019

ug/L

PQL

0.000810.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

PFO2HxA

0.012

ug/L

PQL

0.000810.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

Analytical
MethodPre-prep

Prep

Page 12 of 18

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded by a factor of 2. The reported result may be biased low.
Date
Sampled Lab Sample ID

AnalyteBladen-4S-Soil-082119-5-6 08/21/2019 200-50202-1

Ph

Bladen-3D-Soil-081919-42- 08/19/2019 200-50185-1
43
BLADEN-2D-081519-72-73 08/15/2019 200-50148-1

Ph

BLADEN-1S-081419

Ph

08/14/2019 200-50099-1

Ph

Result Units Type
7.8

STD
UNITS
6.0 STD
UNITS
4.2 STD
UNITS
4.0 STDUNITS

MDLValidation
PQL Qualifier

Analytical
Method

MDL

0

J

9045D

MDL

0

J

9045D

MDL

0

J

9045D

MDL

0

J

9045D

Pre-prep

Prep

Page 13 of 18

Site: Fayetteville

Sampling Program: Bladen Well Install

Validation Reason

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteResult Units Type

Bladen-4S-Soil-082119-5-6 08/21/2019 200-50202-1

Porosity Calculation

42.0

Bladen-4S-Soil-082119-5-6 08/21/2019 200-50202-1

Void Ratio

Bladen-3D-Soil-081919-42- 08/19/2019 200-50185-1
43
Bladen-3D-Soil-081919-42- 08/19/2019 200-50185-1
43%

Validation Options: LABSTATSMDLValidation
PQL Qualifier

Analytical
MethodMDL

0J

Calculation

0.7 NONE

MDL

0

J

Calculation

Porosity Calculation

46.2

MDL

0

J

Calculation

Void Ratio

0.9 NONE

MDL

0

J

Calculation%

Pre-prep

Prep

Page 14 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

The result is estimated since the concentration is between the method detection limit and practical quantitation limit.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteMDL

Validation
PQL Qualifier

BLADEN-2D-082719

08/27/2019 280-127778-4

PMPA

0.0057 UG/L

PQL

0.00570.010

JCl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-1D-082719

08/27/2019 280-127778-1

BLADEN-1D-082719

08/27/2019 280-127778-1

BLADEN-1D-082719

08/27/2019 280-127778-1

Perfluorobutane
Sulfonic Acid
Perfluoroheptanoic
Acid
PFESA-BP2

0.00043 UG/L

PQL

0.000170.0017J

537 Modified

3535_PFC

0.00027 UG/L

PQL

0.000210.0017J

537 Modified

3535_PFC

0.0005ug/L

PQL

0.00030

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-1D-082719

08/27/2019 280-127778-1

PFESA-BP2

0.00049

ug/L

PQL

0.00030

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-1D-082719

08/27/2019 280-127778-1

0.00048 UG/L

PQL

0.000290.0017J

537 Modified

3535_PFC

0.00034 UG/L

PQL

0.000160.0019J

537 Modified

3535_PFC

0.0003 UG/L

PQL

0.000280.0019J

537 Modified

3535_PFC

0.00026 UG/L

PQL

0.000160.0019J

537 Modified

3535_PFC

0.0011 UG/L

PQL

0.000480.0017J

537 Modified

3535_PFC

0.0015 UG/L

PQL

0.000170.0017J

537 Modified

3535_PFC

0.00022 UG/L

PQL

0.000210.0017J

537 Modified

3535_PFC

08/27/2019 280-127778-4

Perfluorooctane
Sulfonamide
Perfluorohexane
Sulfonic Acid
Perfluorotetradecanoic
Acid
Perfluorohexane
Sulfonic Acid
Perfluorohexanoic
Acid
Perfluorobutane
Sulfonic Acid
Perfluoroheptanoic
Acid
PFO3OA

BLADEN EQBLK-1

08/28/2019 280-127778-8

BLADEN EQBLK-1

08/28/2019 280-127778-8

BLADEN EQBLK-2

08/28/2019 280-127778-9

BLADEN-1D-082719

08/27/2019 280-127778-1

BLADEN-2D-082719

08/27/2019 280-127778-4

BLADEN-2D-082719

08/27/2019 280-127778-4

BLADEN-2D-082719

0.0006

ug/L

PQL

0.00058

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2D-082719

08/27/2019 280-127778-4

PFO3OA

0.00096

ug/L

PQL

0.00058

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

0.0013 UG/L

PQL

0.000170.0017J

537 Modified

3535_PFCBLADEN-2S-082719

08/27/2019 280-127778-3

0.00043 UG/L

PQL

0.000210.0017J

537 Modified

3535_PFCBLADEN-2S-082719

08/27/2019 280-127778-3

0.00026

ug/L

PQL

0.000160.0017J

537 Modified

3535_PFCBLADEN-2S-082719

08/27/2019 280-127778-3

Perfluorobutane
Sulfonic Acid
Perfluoroheptanoic
Acid
Perfluoroheptane
sulfonic acid (PFHpS)
PFO3OA

0.0018ug/L

PQL

0.00058

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

PFO3OA

0.0012

ug/L

PQL

0.00058

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

PFO4DA

0.0015ug/L

PQL

0.00079

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

Analytical
MethodPre-prep

Prep

Page 15 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

The result is estimated since the concentration is between the method detection limit and practical quantitation limit.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteBLADEN-2S-082719

08/27/2019 280-127778-3

PFO4DA

BLADEN-2S-082719

08/27/2019 280-127778-3

BLADEN-3D-082819

Result Units Type
0.001

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

ug/L

PQL

0.00079

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

0.00048 UG/L

PQL

0.000290.0017J

537 Modified

3535_PFC

08/28/2019 280-127778-6

Perfluorooctane
Sulfonamide
Hfpo Dimer Acid

0.0022 UG/L

PQL

0.00130.0035J

537 Modified

3535_PFCBLADEN-3D-082819

08/28/2019 280-127778-6

PEPA

0.0021 UG/L

PQL

0.00047

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-3D-082819

08/28/2019 280-127778-6

PEPA

0.0021 UG/L

PQL

0.00047

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2D-082719

08/27/2019 280-127778-4

PFOS

0.0006 UG/L

PQL

0.000460.0017J

537 Modified

3535_PFCBLADEN-2D-082719

08/27/2019 280-127778-4

PEPA

0.012 UG/L

PQL

0.00047

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2D-082719

08/27/2019 280-127778-4

PEPA

0.012 UG/L

PQL

0.00047

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2D-082719

08/27/2019 280-127778-4

0.00046 UG/L

PQL

0.000410.0017J

537 Modified

3535_PFCBLADEN-2S-082719

08/27/2019 280-127778-3

Perfluoropentanoic
Acid
NVHOS

0.0015 UG/L

PQL

0.000540.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

NVHOS

0.0015 UG/L

PQL

0.000540.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

PEPA

0.0068 UG/L

PQL

0.00047

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

PEPA

0.006 UG/L

PQL

0.00047

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-2S-082719

08/27/2019 280-127778-3

0.00098 UG/L

PQL

0.000410.0017J

537 Modified

3535_PFCBLADEN-2S-082719

08/27/2019 280-127778-3

0.00062 UG/L

PQL

0.000490.0017J

537 Modified

3535_PFCBLADEN-2S-082719

08/27/2019 280-127778-3

Perfluoropentanoic
Acid
Perfluorohexanoic
Acid
PFOA

0.0013 UG/L

PQL

0.000710.0017J

537 Modified

3535_PFCBLADEN-3S-082819

08/28/2019 280-127778-5

PEPA

0.0056 UG/L

PQL

0.00047

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-3S-082819

08/28/2019 280-127778-5

PEPA

0.0058 UG/L

PQL

0.00047

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-3S-082819

08/28/2019 280-127778-5

Perfluoropentanoic
Acid0.00093 UG/L

PQL

0.000410.0017J

537 Modified

3535_PFC

Page 16 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

The result is estimated since the concentration is between the method detection limit and practical quantitation limit.

Field Sample ID

Date
Sampled Lab Sample ID

Validation
PQL Qualifier

Analytical
MethodBLADEN-3S-082819

08/28/2019 280-127778-5

0.000490.0017J

537 Modified

3535_PFCBLADEN-3D-082819

08/28/2019 280-127778-6

PQL

0.000180.0018J

537 Modified

3535_PFCBLADEN-3D-082819

ug/L

PQL

0.000810.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

0.0012

ug/L

PQL

0.000810.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PFESA-BP2

0.0006

ug/L

PQL

0.00030

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

08/28/2019 280-127778-6

PFESA-BP2

0.00062

ug/L

PQL

0.00030

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-3S-082819

08/28/2019 280-127778-5

0.00026 UG/L

PQL

0.000170.0017J

537 Modified

3535_PFCBLADEN-3S-082819

08/28/2019 280-127778-5

0.00081 UG/L

PQL

0.000210.0017J

537 Modified

3535_PFCBLADEN-3S-082819

08/28/2019 280-127778-5

0.00038 UG/L

PQL

0.000230.0017J

537 Modified

3535_PFCBLADEN-3S-082819

08/28/2019 280-127778-5

Perfluorobutane
Sulfonic Acid
Perfluoroheptanoic
Acid
Perfluorononanoic
Acid
PFO5DA

0.0010ug/L

PQL

0.00034

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-3S-082819

08/28/2019 280-127778-5

PFO5DA

0.00099

ug/L

PQL

0.00034

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-3S-082819

08/28/2019 280-127778-5

0.00033 UG/L

PQL

0.000290.0017J

537 Modified

3535_PFCBLADEN-3S-082819

08/28/2019 280-127778-5

Perfluorooctane
Sulfonamide
Hydro-EVE Acid

0.0005 UG/L

PQL

0.00028

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-3S-082819

08/28/2019 280-127778-5

Hydro-EVE Acid

0.00044 UG/L

PQL

0.00028

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-4D-082819

08/28/2019 280-127778-7

0.00023 UG/L

PQL

0.000140.0017J

537 Modified

3535_PFCBLADEN-4S-082819

08/28/2019 280-127778-10

0.0008 UG/L

PQL

0.000450.0018J

537 Modified

3535_PFCBLADEN-4S-082819

08/28/2019 280-127778-10

0.00075 UG/L

PQL

0.000530.0018J

537 Modified

3535_PFCBLADEN-4S-082819

08/28/2019 280-127778-10

Perfluorohexane
Sulfonic Acid (trial)
Perfluoropentanoic
Acid
Perfluorohexanoic
Acid
PFOA

0.0015 UG/L

PQL

0.000780.0018J

537 Modified

3535_PFCBLADEN-4D-082819

08/28/2019 280-127778-7

PMPA

0.0092 UG/L

PQL

0.00570.010

JCl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

AnalyteResult Units Type0.00065 UG/L

PQL

0.00033 UG/L

08/28/2019 280-127778-6

Perfluorohexanoic
Acid
Perfluorobutane
Sulfonic Acid
PFO2HxA

0.0013BLADEN-3D-082819

08/28/2019 280-127778-6

PFO2HxA

BLADEN-3D-082819

08/28/2019 280-127778-6

BLADEN-3D-082819

MDL

Pre-prep

Prep

Page 17 of 18

Site: Fayetteville
Validation Reason

Sampling Program: Bladen Well Install

Validation Options: LABSTATS

The result is estimated since the concentration is between the method detection limit and practical quantitation limit.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteBLADEN-4D-082819

08/28/2019 280-127778-7

PMPA

0.0093 UG/L
0.00054

Bladen-4S-Soil-082119-5-6 08/21/2019 200-50202-1

MDL

Validation
PQL Qualifier

PQL

0.00570.010

JCl. Spec. Table 3
Compound SOP

G/G

MDL

0.000530.0013J

0.0019 UG/L

PQL

0.000540.0020JWALKLEYBLACK
Cl. Spec. Table 3
Compound SOPResult Units Type

Analytical
MethodPre-prep

Prep
PFAS_DI_Prep

DUP-1-082719

08/27/2019 280-127778-2

Fraction Organic
Carbon
NVHOS

DUP-1-082719

08/27/2019 280-127778-2

NVHOS

0.0017 UG/L

PQL

0.000540.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

DUP-1-082719

08/27/2019 280-127778-2

0.0011 UG/L

PQL

0.000480.0017J

537 Modified

3535_PFC

DUP-1-082719

08/27/2019 280-127778-2

0.00039 UG/L

PQL

0.000170.0017J

537 Modified

3535_PFC

DUP-1-082719

08/27/2019 280-127778-2

0.00026 UG/L

PQL

0.000210.0017J

537 Modified

3535_PFC

DUP-1-082719

08/27/2019 280-127778-2

Perfluorohexanoic
Acid
Perfluorobutane
Sulfonic Acid
Perfluoroheptanoic
Acid
PFESA-BP2

0.0005ug/L

PQL

0.00030

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

DUP-1-082719

08/27/2019 280-127778-2

PFESA-BP2

0.00046

ug/L

PQL

0.00030

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

DUP-1-082719

08/27/2019 280-127778-2

Hydro-EVE Acid

0.0003 UG/L

PQL

0.00028

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

DUP-1-082719

08/27/2019 280-127778-2

Hydro-EVE Acid

0.00033 UG/L

PQL

0.00028

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-4S-082819

08/28/2019 280-127778-10

Perfluorobutanoic Acid

0.0011 UG/L

PQL

0.000320.0018J

537 Modified

3535_PFCBLADEN-4S-082819

08/28/2019 280-127778-10

0.0005 UG/L

PQL

0.000180.0018J

537 Modified

3535_PFCBLADEN-4S-082819

08/28/2019 280-127778-10

0.00048 UG/L

PQL

0.000230.0018J

537 Modified

3535_PFCBLADEN-4S-082819

08/28/2019 280-127778-10

Perfluorobutane
Sulfonic Acid
Perfluoroheptanoic
Acid
PFESA-BP2

0.0015ug/L

PQL

0.00030

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

BLADEN-4S-082819

08/28/2019 280-127778-10

PFESA-BP2

0.0015ug/L

PQL

0.00030

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PFAS_DI_Prep

Page 18 of 18

ADQM DATA REVIEWNARRATIVE

Site

Chemours FAY – Fayetteville

Project

PW Well Sampling

Project Reviewer

Michael Aucoin, AECOM as a Chemours contractor

Sampling Dates

September 9 - 12, 2019

Analytical Protocol

1

Laboratory

Analytical Method

Parameter(s)TestAmerica - Sacramento

537 Modified

PFAS1

TestAmerica - Sacramento

Cl. Spec. Table 3
Compound SOP

Table 3+ compounds

Perfluoroalkylsubstances, a list of 37 compounds including HFPO-DA.

Sample Receipt
The following items are noted for this data set:•

All samples were received in satisfactory condition and within EPA temperature guidelines on:
September 11 and 13, 2019

Data Review

The electronic data submitted for this project was reviewed via the Data Verification Module (DVM)
process.
Overall the data is acceptable for use without qualification, except as noted below:•

Several analytical results have been qualified J as estimated, and non-detect results qualified UJ
indicating an estimated reporting limit, due to poor or very poor recovery of a surrogate or matrix
spike; and poor lab replicate precision. See the Data Verification Module (DVM) Narrative
Report for which samples were qualified, the specific reasons for qualification, and potential bias
in reported results.

Attachments

The DVM Narrative report is attached. The lab reports due to a large page count are stored on an
AECOM network shared drive and are available to be posted on external shared drives, or on a flash
drive.

ADQM Data Review Narrative - FAY PW Well Sampling.doc

1 of 2

Data Verification Module (DVM)
The DVM is an internal review process used by the ADQM group to assist with the determination of datausability. The electronic data deliverables received from the laboratory are loaded into the Locus EIM™
database and processed through a series of data quality checks, which are a combination of software(Locus EIM™ database Data Verification Module (DVM)) and manual reviewer evaluations. The data isevaluated against the following data usability checks:• Field and laboratory blank contamination• US EPA hold time criteria• Missing Quality Control (QC) samples• Matrix spike(MS)/matrix spike duplicate (MSD) recoveries and the relative percent differences(RPDs) between these spikes• Laboratory control sample(LCS)/control sample duplicate (LCSD) recoveries and the RPD
between these spikes• Surrogate spike recoveries for organic analyses• RPD between field duplicate sample pairs• RPD between laboratory replicates for inorganic analyses• Difference / percent difference between total and dissolved sample pairs.
There are two qualifier fields in EIM:Lab Qualifier is the qualifier assigned by the lab and may not reflect the usability of the data. Thisqualifier may have many different meanings and can vary between labs and over time within the samelab. Please refer to the laboratory report for a description of the lab qualifiers. As they are lab
descriptors they are not to be used when evaluating the data.
Validation Qualifier is the 3rd party formal validation qualifier if this was performed. Otherwise thisfield contains the qualifier resulting from the ADQM DVM review process. This qualifier assesses
the usability of the data and may not equal the lab qualifier. The DVM applies the following data
evaluation qualifiers to analysis results, as warranted:
Qualifier
B
R

Definition
Not detected substantially above the level reported in the laboratory
or field blanks.
Unusable result. Analyte may or may not be present in the sample.

J
UJ

Analyte present. Reported value may not be accurate or precise.
Not detected. Reporting limit may not be accurate or precise.

The Validation Status Code field is set to “DVM” if the ADQM DVM process has been performed. If the DVM
has not been run, the field will be blank.
If the DVM has been run (Validation Status Code equals “DVM”), use the Validation Qualifier.

ADQM Data Review Narrative - FAY PW Well Sampling.doc

2 of 2

DVM Narrative Report
Site: Fayetteville
Validation Reason

Sampling Program: PW Well Sampling

Validation Options: LABSTATS

Only one surrogate has relative percent recovery (RPR) values outside control limits and the parameter is a PFC (Nondetects).

Field Sample ID

Date
Sampled Lab Sample ID

PW-04-091119

09/11/2019 320-54294-4

PW-12-091119

09/11/2019 320-54299-4

PW-12-091119

09/11/2019 320-54299-4

PW-12-091119-Z

09/11/2019 320-54299-5

PW-12-091119-Z

09/11/2019 320-54299-5

AnalyteN-ethylperfluoro-1octanesulfonamide
Perfluorooctadecanoic
acid
Perfluorohexadecanoic
acid (PFHxDA)
Perfluorooctadecanoic
acid
Perfluorohexadecanoic
acid (PFHxDA)

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

0.0020 UG/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

Page 1 of 6

Site: Fayetteville
Validation Reason

Sampling Program: PW Well Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.

Field Sample ID

Date
Sampled Lab Sample ID

AnalytePIW-10DR-091019

09/10/2019 320-54176-1

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

EQBLK-090919-01

09/09/2019 320-54174-2

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

EQBLK-090919-01

09/09/2019 320-54174-2

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

EQBLK-090919-02

09/09/2019 320-54174-3

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

EQBLK-090919-02

09/09/2019 320-54174-3

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

EQBLK-091019-02

09/10/2019 320-54176-3

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

EQBLK-091019-02

09/10/2019 320-54176-3

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

FBLK-090919

09/09/2019 320-54174-4

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

FBLK-090919

09/09/2019 320-54174-4

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-05-090919

09/09/2019 320-54174-1

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-05-090919

09/09/2019 320-54174-1

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 2 of 6

Site: Fayetteville

Sampling Program: PW Well Sampling

Validation Options: LABSTATS

Field Sample ID

One or more surrogates had relative percent recovery (RPR) values less than the data rejection level. The reported non-detect result
is considered to be an estimated value.
Date
Validation Analytical
Sampled Lab Sample ID
MethodAnalyteResult Units TypeMDLPQL Qualifier
Pre-prep

PW-03-091119-Z

09/11/2019 320-54319-1

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.0085

ug/L

PQL

0.0085UJ

537 Modified

3535_PFC

PW-03-091119-Z

09/11/2019 320-54319-1

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.014

ug/L

PQL

0.014

UJ

537 Modified

3535_PFC

Validation Reason

Prep

Page 3 of 6

Site: Fayetteville
Validation Reason

Sampling Program: PW Well Sampling

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may be biased
high.

Field Sample ID

Date
Sampled Lab Sample ID

AnalytePW-04-091119-Z

09/11/2019 320-54294-5

Byproduct 4

0.16 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-04-091119-Z

09/11/2019 320-54294-5

Byproduct 4

0.16 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-04-091119-Z

09/11/2019 320-54294-5

Byproduct 5

0.0044 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-04-091119-Z

09/11/2019 320-54294-5

Byproduct 5

0.0043 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-09-091119-Z

09/11/2019 320-54278-2

Byproduct 5

0.058 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-09-091119-Z

09/11/2019 320-54278-2

Byproduct 5

0.065 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-11-091019

09/10/2019 320-54231-2

PFO2HxA

56

ug/L

PQL

0.41

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-11-091019

09/10/2019 320-54231-2

PFO2HxA

52.0

ug/L

PQL

0.41

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-11-091019

09/10/2019 320-54231-2

PFO3OA

32

ug/L

PQL

0.29

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-11-091019

09/10/2019 320-54231-2

PFO3OA

29.0

ug/L

PQL

0.29

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

Byproduct 5

6.4 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

Byproduct 5

5.8 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

Byproduct 5

0.90 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919-D

09/09/2019 320-54217-2

Byproduct 50.88 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919-D

09/09/2019 320-54217-2

Byproduct 50.87 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 4 of 6

Site: Fayetteville
Validation Reason

Sampling Program: PW Well Sampling

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

AnalytePW-09-091119

09/11/2019 320-54274-2

PFESA-BP1

0.16 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-09-091119

09/11/2019 320-54274-2

PFESA-BP1

0.14 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-09-091119

09/11/2019 320-54274-2

PFO2HxA

0.17

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-09-091119

09/11/2019 320-54274-2

PFO2HxA

0.13

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-11-091019

09/10/2019 320-54231-2

PFO5DA

0.67

ug/L

PQL

0.17

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-11-091019

09/10/2019 320-54231-2

PFO5DA

0.58

ug/L

PQL

0.17

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

PFO4DA

1.2

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

PFO4DA

0.97

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

PFESA-BP2

0.16

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

PFESA-BP2

0.14

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

Hydro-EVE Acid

0.79 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-10DR-091019

09/10/2019 320-54176-1

Hydro-EVE Acid

0.69 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-2D-091219

09/12/2019 320-54314-2

NVHOS

0.054 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PIW-2D-091219

09/12/2019 320-54314-2

NVHOS

0.11 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

NVHOS

0.28 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

NVHOS

0.25 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PMPA

4.1 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 5 of 6

Site: Fayetteville
Validation Reason

Sampling Program: PW Well Sampling

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

AnalytePW-01-090919

09/09/2019 320-54217-1

PMPA

3.5 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PFO3OA

2.0

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PFO3OA

1.7

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PFO4DA

1.0

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PFO4DA

0.82

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PFO5DA

0.66

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PFO5DA

0.52

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

EVE Acid

0.11 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

EVE Acid

0.095 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PFESA-BP2

0.49

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

PFESA-BP2

0.39

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

Hydro-EVE Acid

0.13 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

Hydro-EVE Acid

0.11 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PW-01-090919

09/09/2019 320-54217-1

Byproduct 5

0.77 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 6 of 6

ADQM DATA REVIEWNARRATIVE

Site

Chemours FAY – Fayetteville

Project

Sitewide GW Sampling 2019

Project Reviewer

Michael Aucoin, AECOM as a Chemours contractor

Sampling Dates

June 21, 2019
June 25 - 28, 2019
July 1 - 3, 2019
July 8 – 12, 2019
July 15 – 19, 2019
July 22, 23, and 25, 2019

Analytical Protocol

1

Laboratory

Analytical Method

Parameter(s)TestAmerica - Sacramento

537 Modified

PFAS1

TestAmerica - Sacramento

Cl. Spec. Table 3
Compound SOP

Table 3+ compounds

Perfluoroalkylsubstances, a list of 27 compounds including HFPO-DA.

Sample Receipt
The following items are noted for this data set:•

All samples were received in satisfactory condition and within EPA temperature guidelines on:June 25, 2019
June 27, 2019
July 2, 2019
July 9, 2019
July 11, 2019
July 16, 17, and 20, 2019
July 24 and 27, 2019

Data Review

The electronic data submitted for this project was reviewed via the Data Verification Module (DVM)
process.
Overall the data is acceptable for use without qualification, except as noted below:

ADQM Data Review Narrative - FAY Sitewide GW Sampling 2019.doc

1 of 3••

HFPO-DA results in three groundwater samples and a field duplicate sample were qualified B
and the reported results may be biased high, or false positives, due to a comparable concentration
found in the associated equipment blanks.
Several analytical results have been qualified J as estimated, and non-detect results qualified UJ
indicating an estimated reporting limit, due to poor recovery of a surrogate or blank spike ormatrix spike; sample analysis which exceeded the laboratory established hold time; and poor
blank spike or field duplicate or lab replicate precision. See the Data Verification Module (DVM)
Narrative Report for which samples were qualified, the specific reasons for qualification, andpotential bias in reported results.

Attachments

The DVM Narrative report is attached in three parts. The lab reports due to a large page count are stored
on an AECOM network shared drive and are available to be posted on external shared drives, or on a
flash drive.

ADQM Data Review Narrative - FAY Sitewide GW Sampling 2019.doc

2 of 3

Data Verification Module (DVM)
The DVM is an internal review process used by the ADQM group to assist with the determination of datausability. The electronic data deliverables received from the laboratory are loaded into the Locus EIM™
database and processed through a series of data quality checks, which are a combination of software(Locus EIM™ database Data Verification Module (DVM)) and manual reviewer evaluations. The data isevaluated against the following data usability checks:• Field and laboratory blank contamination• US EPA hold time criteria• Missing Quality Control (QC) samples• Matrix spike(MS)/matrix spike duplicate (MSD) recoveries and the relative percent differences(RPDs) between these spikes• Laboratory control sample(LCS)/control sample duplicate (LCSD) recoveries and the RPD
between these spikes• Surrogate spike recoveries for organic analyses• RPD between field duplicate sample pairs• RPD between laboratory replicates for inorganic analyses• Difference / percent difference between total and dissolved sample pairs.
There are two qualifier fields in EIM:Lab Qualifier is the qualifier assigned by the lab and may not reflect the usability of the data. Thisqualifier may have many different meanings and can vary between labs and over time within the samelab. Please refer to the laboratory report for a description of the lab qualifiers. As they are lab
descriptors they are not to be used when evaluating the data.
Validation Qualifier is the 3rd party formal validation qualifier if this was performed. Otherwise thisfield contains the qualifier resulting from the ADQM DVM review process. This qualifier assesses
the usability of the data and may not equal the lab qualifier. The DVM applies the following data
evaluation qualifiers to analysis results, as warranted:
Qualifier
B
R

Definition
Not detected substantially above the level reported in the laboratory
or field blanks.
Unusable result. Analyte may or may not be present in the sample.

J
UJ

Analyte present. Reported value may not be accurate or precise.
Not detected. Reporting limit may not be accurate or precise.

The Validation Status Code field is set to “DVM” if the ADQM DVM process has been performed. If the DVM
has not been run, the field will be blank.
If the DVM has been run (Validation Status Code equals “DVM”), use the Validation Qualifier.

ADQM Data Review Narrative - FAY Sitewide GW Sampling 2019.doc

3 of 3

DVM Narrative Report
Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-29

06/21/2019 320-51667-1

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.060

ug/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.060

ug/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.11

ug/L

PQL

0.11

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.11

ug/L

PQL

0.11

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

N-methyl perfluoro-1octanesulfonamide

0.035

ug/L

PQL

0.035

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

N-methyl perfluoro-1octanesulfonamide

0.035

ug/L

PQL

0.035

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

N-ethylperfluoro-1octanesulfonamide

0.037 UG/L

PQL

0.037

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

N-ethylperfluoro-1octanesulfonamide

0.037 UG/L

PQL

0.037

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 1 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-29

06/21/2019 320-51667-1

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.060

ug/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.060

ug/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 2 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

GW0619-PZ-31

06/21/2019 320-51667-3

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.11

ug/L

PQL

0.11

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.11

ug/L

PQL

0.11

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

N-methyl perfluoro-1octanesulfonamide

0.035

ug/L

PQL

0.035

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

N-methyl perfluoro-1octanesulfonamide

0.035

ug/L

PQL

0.035

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

N-ethylperfluoro-1octanesulfonamide

0.037 UG/L

PQL

0.037

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

N-ethylperfluoro-1octanesulfonamide

0.037 UG/L

PQL

0.037

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.060

ug/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

2-(N-ethyl perfluoro-1-

0.060

ug/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound

PFAS_DI_Prep

AnalyteResult Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 3 of 49

Site: Fayetteville
Validation Reason

Field Sample ID

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.
Date
Sampled Lab Sample ID

GW0619-PZ-31-D

06/21/2019 320-51667-4

GW0619-PZ-31-D

06/21/2019 320-51667-4

GW0619-PZ-31-D

Analyteoctanesulfonamido)ethanol
2-(N-methyl perfluoro1-octanesulfonamido)ethanol

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

SOP
0.11

ug/L

PQL

0.11

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.11

ug/L

PQL

0.11

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

06/21/2019 320-51667-4

N-methyl perfluoro-1octanesulfonamide

0.035

ug/L

PQL

0.035

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

N-methyl perfluoro-1octanesulfonamide

0.035

ug/L

PQL

0.035

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

N-ethylperfluoro-1octanesulfonamide

0.037 UG/L

PQL

0.037

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

N-ethylperfluoro-1octanesulfonamide

0.037 UG/L

PQL

0.037

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PES

0.023 UG/L

PQL

0.023

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PES

0.023 UG/L

PQL

0.023

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFECA B

0.030 UG/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Page 4 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-32

06/21/2019 320-51667-2

PFECA B

0.030 UG/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

2-(N-ethyl perfluoro-1octanesulfonamido)ethanol

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.055

ug/L

PQL

0.055

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

2-(N-methyl perfluoro1-octanesulfonamido)ethanol

0.055

ug/L

PQL

0.055

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

N-methyl perfluoro-1octanesulfonamide

0.017

ug/L

PQL

0.017

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

N-methyl perfluoro-1octanesulfonamide

0.017

ug/L

PQL

0.017

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

Byproduct 6

0.0077 UG/L

PQL

0.0077UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

Byproduct 6

0.0077 UG/L

PQL

0.0077UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

NVHOS

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

NVHOS

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PES

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PES

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PMPA

0.010 UG/L

PQL

0.010

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PMPA

0.010 UG/L

PQL

0.010

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 5 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK

06/25/2019 320-51746-1

PFECA B

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFECA B

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PEPA

0.020 UG/L

PQL

0.020

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PEPA

0.020 UG/L

PQL

0.020

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFESA-BP1

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFESA-BP1

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFO2HxA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFO2HxA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFO3OA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFO3OA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFO4DA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFO4DA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFMOAA

0.0050ug/L

PQL

0.0050UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFMOAA

0.0050ug/L

PQL

0.0050UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

EVE Acid

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

EVE Acid

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFESA-BP2

0.0020PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

ug/L

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 6 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK

06/25/2019 320-51746-1

PFESA-BP2

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

Hydro-EVE Acid

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

Hydro-EVE Acid

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFECA-G

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFECA-G

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

R-EVE

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

R-EVE

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

Byproduct 40.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

Byproduct 40.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

Byproduct 5

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

Byproduct 5

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

Byproduct 6

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

Byproduct 6

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 7 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

GW0619-PZ-32

06/21/2019 320-51667-2

N-ethylperfluoro-1octanesulfonamide

0.019 UG/L

PQL

0.019

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

N-ethylperfluoro-1octanesulfonamide

0.019 UG/L

PQL

0.019

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

EVE Acid

0.012 UG/L

PQL

0.012

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

EVE Acid

0.012 UG/L

PQL

0.012

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFECA-G

0.020 UG/L

PQL

0.020

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFECA-G

0.020 UG/L

PQL

0.020

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

AnalyteResult Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 8 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-23

06/25/2019 320-51746-2

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PES0.092 UG/L

PQL

0.092

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PES0.092 UG/L

PQL

0.092

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFECA B

0.12 UG/L

PQL

0.12

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFECA B

0.12 UG/L

PQL

0.12

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 9 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-27

06/25/2019 320-51746-5

PFESA-BP1

0.053 UG/L

PQL

0.053

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFESA-BP1

0.053 UG/L

PQL

0.053

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFECA-G

0.082 UG/L

PQL

0.082

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFECA-G

0.082 UG/L

PQL

0.082

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

EVE Acid

0.049 UG/L

PQL

0.049

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

EVE Acid

0.049 UG/L

PQL

0.049

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 10 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-13

06/25/2019 320-51746-6

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 11 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-15

06/25/2019 320-51746-3

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 12 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-24

06/25/2019 320-51746-10

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 13 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-26

06/25/2019 320-51746-9

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 14 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-26

06/25/2019 320-51746-9

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PES0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PES0.0023 UG/L

PQL

0.0023UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PES0.0023 UG/L

PQL

0.0023UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 15 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-28

06/25/2019 320-51746-7

PFESA-BP1

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFESA-BP1

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFECA B

0.0030 UG/L

PQL

0.0030UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFECA B

0.0030 UG/L

PQL

0.0030UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

EVE Acid

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

EVE Acid

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFECA-G

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFECA-G

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

Byproduct 5

0.0029 UG/L

PQL

0.0029UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

Byproduct 5

0.0029 UG/L

PQL

0.0029UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

Byproduct 6

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

Byproduct 6

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PES

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PES

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFECA B

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFECA B

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFESA-BP1

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 16 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-01

06/25/2019 320-51746-12

PFESA-BP1

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

EVE Acid

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

EVE Acid

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFECA-G

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFECA-G

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

Byproduct 5

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

Byproduct 5

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

Byproduct 6

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

Byproduct 6

0.0020 UG/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 17 of 49

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PEPA

0.047 UG/L

PQL

0.047

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PEPA

0.047 UG/L

PQL

0.047

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFO2HxA

0.081

ug/L

PQL

0.081

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFO2HxA

0.081

ug/L

PQL

0.081

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 18 of 49

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK-062619

06/26/2019 320-51904-5

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 19 of 49

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-28

06/26/2019 320-51904-1

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PEPA

0.047 UG/L

PQL

0.047

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PEPA

0.047 UG/L

PQL

0.047

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFO2HxA

0.081

ug/L

PQL

0.081

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFO2HxA

0.081

ug/L

PQL

0.081

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 20 of 49

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-28

06/26/2019 320-51904-1

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-28

06/26/2019 320-51904-1

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 21 of 49

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-11

06/26/2019 320-51903-7

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 22 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

Associated LCS and/or LCSD analysis had relative percent recovery (RPR) values less than the lower control limit but above 10%. The actual detection
limits may be higher than reported.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK

06/25/2019 320-51746-1

PFO5DA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK

06/25/2019 320-51746-1

PFO5DA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 23 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

Associated LCS and/or LCSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may bebiased high.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-32

06/21/2019 320-51667-2

Byproduct 5

0.18 UG/L

PQL

0.029

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

Byproduct 5

0.2 UG/L

PQL

0.029

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFO5DA

0.19

ug/L

PQL

0.017

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFO5DA

0.2

ug/L

PQL

0.017

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

Byproduct 5

1.4 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

Byproduct 5

1.3 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFO5DA

0.61

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFO5DA

0.65

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

Byproduct 5

1.3 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

Byproduct 5

1.3 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFO5DA

0.59

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

Byproduct 5

0.63 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

Byproduct 5

0.69 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFO5DA

0.092

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

ug/L

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 24 of 49

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may be biased
high.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-11

06/26/2019 320-51903-7

PFO4DA

0.19

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFO4DA

0.18

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

R-EVE

0.043 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

R-EVE

0.042 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

Byproduct 4

0.11 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

Byproduct 4

0.11 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFO2HxA

62

ug/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFO2HxA

59.0

ug/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 25 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-31

06/21/2019 320-51667-3

Byproduct 4

0.63 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

Byproduct 40.73 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFO5DA

0.67

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFO3OA

1.1

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFO3OA

1.2

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFO5DA

0.11

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 26 of 49

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-11

06/26/2019 320-51903-7

R-EVE

0.14 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

R-EVE

0.14 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

NVHOS

0.26 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

NVHOS

0.27 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFESA-BP2

0.072

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFESA-BP2

0.069

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

Hydro-EVE Acid

0.03 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PEPA

0.76 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PEPA

0.68 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFO2HxA

2.4

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFO2HxA

2.2

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFO3OA

0.40

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFO3OA

0.37

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFO5DA

0.062

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFO5DA

0.067

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PFMOAA

1.6

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 27 of 49

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-11

06/26/2019 320-51903-7

PFMOAA

1.6

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PMPA

2.9 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-11

06/26/2019 320-51903-7

PMPA

2.7 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFO5DA

0.058

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062619

06/26/2019 320-51904-5

PFO5DA

0.055

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFESA-BP2

0.055

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFESA-BP2

0.052

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

Hydro-EVE Acid

0.0049 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

Hydro-EVE Acid

0.0048 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFO2HxA

0.98

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFO2HxA

0.97

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFO4DA

0.054

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFO4DA

0.059

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFMOAA

0.36

ug/L

PQL

0.0050J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFMOAA

0.35

ug/L

PQL

0.0050J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PEPA

0.57 UG/L

PQL

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PEPA

0.55 UG/L

PQL

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 28 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-01

06/25/2019 320-51746-12

PMPA

1.7 UG/L

PQL

0.010

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PMPA

1.7 UG/L

PQL

0.010

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

NVHOS

0.011 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

NVHOS

0.011 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

R-EVE

0.082 UG/L

PQL

0.0035J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

R-EVE

0.086 UG/L

PQL

0.0035J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

Byproduct 4

0.15 UG/L

PQL

0.0079J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

Byproduct 4

0.16 UG/L

PQL

0.0079J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFESA-BP2

0.054

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFESA-BP2

0.056

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

Hydro-EVE Acid

0.016 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

Hydro-EVE Acid

0.017 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PEPA

1.1 UG/L

PQL

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PEPA

1.2 UG/L

PQL

0.020

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFO2HxA

1.3

ug/L

PQL

0.0041J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFO2HxA

1.3

ug/L

PQL

0.0041J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFO3OA

0.16

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 29 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-28

06/25/2019 320-51746-7

PFO3OA

0.17

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFO4DA

0.19

ug/L

PQL

0.0039J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFO4DA

0.21

ug/L

PQL

0.0039J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFMOAA

0.46

ug/L

PQL

0.011

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFMOAA

0.47

ug/L

PQL

0.011

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PMPA

3.2 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PMPA

3.3 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

NVHOS

0.030 UG/L

PQL

0.0027J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

NVHOS

0.031 UG/L

PQL

0.0027J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

Byproduct 5

0.44 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

Byproduct 5

0.45 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFESA-BP2

0.18

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFESA-BP2

0.17

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PMPA

0.66 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PMPA

0.71 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFO5DA

0.058

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFO5DA

0.064

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 30 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-26

06/25/2019 320-51746-9

PFO2HxA

0.19

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PFO2HxA

0.19

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PEPA0.27 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PEPA0.26 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFESA-BP1

0.029 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFESA-BP1

0.028 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFO2HxA

1.3

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFO2HxA

1.2

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFO3OA

0.31

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFO3OA

0.29

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFO4DA

0.15

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFO4DA

0.15

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFO5DA

0.12

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFO5DA

0.11

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFMOAA

5.8

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

PFMOAA

5.6

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-27

06/25/2019 320-51746-8

NVHOS

0.11 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 31 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-27

06/25/2019 320-51746-8

NVHOS

0.11 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PEPA0.14 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-26

06/25/2019 320-51746-9

PEPA0.14 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

R-EVE

0.28 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

R-EVE

0.29 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

Byproduct 40.33 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

Byproduct 40.38 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFESA-BP2

0.18

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFESA-BP2

0.19

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

Hydro-EVE Acid

0.082 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

Hydro-EVE Acid

0.087 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFO2HxA

4.1

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFO2HxA

4.2

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFO3OA

0.81

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFO3OA

0.83

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFO4DA

0.71

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFO4DA

0.72

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 32 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-24

06/25/2019 320-51746-10

PFO5DA

0.19

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFO5DA

0.21

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFMOAA

1.3

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PFMOAA

1.3

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PEPA

5.2 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PEPA

5.3 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PMPA

14 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

PMPA

14.0 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

NVHOS

0.093 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-24

06/25/2019 320-51746-10

NVHOS

0.1 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFESA-BP2

0.55

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFESA-BP2

0.53

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

Hydro-EVE Acid

0.14 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

Hydro-EVE Acid

0.14 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

R-EVE

0.62 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

R-EVE

0.62 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

Byproduct 40.97 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 33 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-15

06/25/2019 320-51746-3

Byproduct 40.92 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

Byproduct 5

0.18 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

Byproduct 5

0.17 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFO2HxA

9.0

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFO2HxA

8.5

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFO3OA

1.3

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFO3OA

1.3

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFO4DA

1.1

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFO4DA

1.0

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFO5DA

1.0

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFO5DA

0.97

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFMOAA

2.8

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PFMOAA

2.7

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PEPA

7.6 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PEPA

7.2 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PMPA

19 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

PMPA

18.0 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 34 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-13

06/25/2019 320-51746-6

R-EVE

2.3 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

R-EVE

2.4 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

Byproduct 4

3.2 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

Byproduct 4

3.2 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

Byproduct 5

1.6 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

Byproduct 5

1.6 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

Byproduct 6

0.028 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

Byproduct 6

0.029 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

NVHOS

0.13 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-15

06/25/2019 320-51746-3

NVHOS

0.12 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PMPA

109 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PMPA

110.0 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

NVHOS

0.29 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

NVHOS

0.3 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFESA-BP1

0.32 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFESA-BP1

0.33 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFO2HxA

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

20

ug/L

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 35 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-13

06/25/2019 320-51746-6

PFO2HxA

20.0

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFO3OA

3.2

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFO3OA

3.2

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFO4DA

3.3

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFO4DA

3.4

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFO5DA

4.6

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFO5DA

4.8

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFMOAA

8.0

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFMOAA

8.2

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

EVE Acid

0.20 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

EVE Acid

0.2 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFESA-BP2

1.3

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PFESA-BP2

1.3

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

Hydro-EVE Acid

0.32 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

Hydro-EVE Acid

0.35 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

R-EVE

0.17 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

R-EVE

0.16 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 36 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-9S

06/25/2019 320-51746-4

Byproduct 40.31 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

Byproduct 4

0.29 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFESA-BP2

0.20

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFESA-BP2

0.19

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

Hydro-EVE Acid

0.053 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

Hydro-EVE Acid

0.047 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PMPA

7.0 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PMPA

6.8 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFESA-BP2

0.55

ug/L

PQL

0.061

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFESA-BP2

0.53

ug/L

PQL

0.061

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

Hydro-EVE Acid

0.24 UG/L

PQL

0.056

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

Hydro-EVE Acid

0.24 UG/L

PQL

0.056

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PEPA

2.8 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PEPA

2.7 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFESA-BP1

0.038 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFESA-BP1

0.04 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFO2HxA

2.7

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

ug/L

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 37 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-9S

06/25/2019 320-51746-4

PFO2HxA

2.6

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFO3OA

0.36

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFO3OA

0.35

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFO4DA

0.36

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFO4DA

0.35

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFO5DA

0.22

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFO5DA

0.22

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFMOAA

1.6

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-9S

06/25/2019 320-51746-4

PFMOAA

1.5

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

R-EVE

0.22 UG/L

PQL

0.14

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

R-EVE

0.21 UG/L

PQL

0.14

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

Byproduct 4

0.57 UG/L

PQL

0.32

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

Byproduct 40.42 UG/L

PQL

0.32

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

Byproduct 5

0.81 UG/L

PQL

0.12

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

Byproduct 50.75 UG/L

PQL

0.12

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

Byproduct 6

0.035 UG/L

PQL

0.031

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

Byproduct 6

0.033 UG/L

PQL

0.031

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 38 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-27

06/25/2019 320-51746-5

PFO3OA

17

ug/L

PQL

0.12

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFO3OA

16.0

ug/L

PQL

0.12

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFO4DA

4.5

ug/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFO4DA

4.4

ug/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFO5DA

0.26

ug/L

PQL

0.067

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFO5DA

0.23

ug/L

PQL

0.067

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFMOAA

240

ug/L

PQL

0.42

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PFMOAA

230.0

ug/L

PQL

0.42

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PEPA

2.9 UG/L

PQL

0.093

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PEPA

2.7 UG/L

PQL

0.093

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PMPA

7.8 UG/L

PQL

1.1

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

PMPA

7.7 UG/L

PQL

1.1

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

NVHOS

3.1 UG/L

PQL

0.11

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-27

06/25/2019 320-51746-5

NVHOS

3.0 UG/L

PQL

0.11

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFESA-BP2

0.41

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFESA-BP2

0.39

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

Hydro-EVE Acid

0.19 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 39 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-25

06/25/2019 320-51746-11

Hydro-EVE Acid

0.18 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

R-EVE

1.4 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

R-EVE

1.4 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

Byproduct 4

1.7 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

Byproduct 4

1.6 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

Byproduct 5

0.36 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

Byproduct 5

0.33 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFO2HxA

8.1

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFO2HxA

7.9

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFO3OA

1.4

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFO3OA

1.4

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFO4DA

1.4

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFO4DA

1.3

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFO5DA

0.75

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFO5DA

0.75

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFMOAA

2.7

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PFMOAA

2.7

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 40 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-25

06/25/2019 320-51746-11

PEPA

9.8 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PEPA

9.7 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PMPA

25 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

PMPA

24.0 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

NVHOS

0.18 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-25

06/25/2019 320-51746-11

NVHOS

0.19 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

R-EVE

0.29 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

R-EVE

0.28 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

Byproduct 40.45 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

Byproduct 40.45 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFESA-BP2

0.15

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFESA-BP2

0.15

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

Hydro-EVE Acid

0.041 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

Hydro-EVE Acid

0.039 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PEPA

1.6 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PEPA

1.6 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFO2HxA

2.2

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

ug/L

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 41 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-23

06/25/2019 320-51746-2

PFO2HxA

2.1

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFO3OA

0.18

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFO3OA

0.17

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFO4DA

0.25

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFO4DA

0.25

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFO5DA

0.13

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFO5DA

0.13

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFMOAA

0.79

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PFMOAA

0.77

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

R-EVE

0.065 UG/L

PQL

0.035

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

R-EVE

0.08 UG/L

PQL

0.035

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

Byproduct 4

0.079 UG/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

Byproduct 4

0.089 UG/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFESA-BP2

0.23

ug/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFESA-BP2

0.23

ug/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

Hydro-EVE Acid

0.026 UG/L

PQL

0.014

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

Hydro-EVE Acid

0.029 UG/L

PQL

0.014

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 42 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-32

06/21/2019 320-51667-2

PFMOAA

12

ug/L

PQL

0.11

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFMOAA

12.0

ug/L

PQL

0.11

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PMPA

4.4 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-23

06/25/2019 320-51746-2

PMPA

4.2 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFO2HxA

3.1

ug/L

PQL

0.041

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFO2HxA

3.2

ug/L

PQL

0.041

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFO3OA

0.66

ug/L

PQL

0.029

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFO3OA

0.67

ug/L

PQL

0.029

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFO4DA

0.23

ug/L

PQL

0.039

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFO4DA

0.23

ug/L

PQL

0.039

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PEPA

1.0 UG/L

PQL

0.023

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PEPA

1.0 UG/L

PQL

0.023

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFESA-BP1

0.013 UG/L

PQL

0.013

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PFESA-BP1

0.013 UG/L

PQL

0.013

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PMPA

2.4 UG/L

PQL

0.28

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

PMPA

2.5 UG/L

PQL

0.28

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFESA-BP2

0.77

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units Type

ug/L

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 43 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFESA-BP2

0.73

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

Hydro-EVE Acid

0.11 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

Hydro-EVE Acid

0.11 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

R-EVE

0.17 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

R-EVE

0.15 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

Byproduct 40.72 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

Byproduct 4

0.7 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

Byproduct 6

0.017 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

Byproduct 6

0.017 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

NVHOS

0.14 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-32

06/21/2019 320-51667-2

NVHOS

0.15 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFMOAA

115

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFMOAA

110.0

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PMPA

4.8 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PMPA

4.6 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFO2HxA

26

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFO2HxA

25.0

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 44 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFO3OA

6.5

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFO3OA

6.7

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFO4DA

1.9

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFO4DA

1.8

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PEPA

2.1 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PEPA

2.1 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFESA-BP1

0.037 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

PFESA-BP1

0.033 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

R-EVE

0.18 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

R-EVE

0.18 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

Byproduct 6

0.015 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

Byproduct 6

0.015 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

NVHOS

1.4 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31-D

06/21/2019 320-51667-4

NVHOS

1.3 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFESA-BP2

0.74

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFESA-BP2

0.74

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

Hydro-EVE Acid

0.11 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 45 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-31

06/21/2019 320-51667-3

Hydro-EVE Acid

0.11 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFMOAA

109

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFMOAA

110.0

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFO2HxA

25

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFO2HxA

25.0

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFO3OA

6.2

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFO3OA

6.7

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFO4DA

1.8

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PFO4DA

1.9

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PEPA

2.2 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PEPA

2.2 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PMPA

4.8 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

PMPA

4.8 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

NVHOS

1.3 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-31

06/21/2019 320-51667-3

NVHOS

1.3 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

Byproduct 4

0.16 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

Byproduct 4

0.19 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 46 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-29

06/21/2019 320-51667-1

PFESA-BP2

0.19

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFESA-BP2

0.21

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFMOAA

18

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFMOAA

20.0

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFO2HxA

3.9

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFO2HxA

4.2

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFO4DA

0.31

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFO4DA

0.34

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PEPA

0.27 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PEPA

0.3 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFESA-BP1

0.057 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-29

06/21/2019 320-51667-1

PFESA-BP1

0.061 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 47 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

Associated LCS and/or LCSD analysis had relative percent recovery (RPR) values less than the lower control limit. The reported result may be biased
low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-01

06/25/2019 320-51746-12

PFO5DA

0.0031

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFO5DA

0.0029ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFO5DA

0.046

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-28

06/25/2019 320-51746-7

PFO5DA

0.044

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 48 of 49

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit but above the rejection limit. The
reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-01

06/25/2019 320-51746-12

PFO3OA

0.21

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-01

06/25/2019 320-51746-12

PFO3OA

0.2

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PEPA

62 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-13

06/25/2019 320-51746-6

PEPA

63.0 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 49 of 49

DVM Narrative Report
Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK-062719

06/27/2019 320-51903-5

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PEPA

0.047 UG/L

PQL

0.047

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PEPA

0.047 UG/L

PQL

0.047

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFO2HxA

0.081

ug/L

PQL

0.081

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFO2HxA

0.081

ug/L

PQL

0.081

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 1 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFO5DA

0.034

ug/L

PQL

0.034

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 2 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK-062719

06/27/2019 320-51903-5

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-062719

06/27/2019 320-51903-5

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 3 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-FTA-01

06/27/2019 320-51903-3

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 4 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-FTA-02

06/27/2019 320-51903-1

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFECA B

3.0 UG/L

PQL

3.0

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFECA B

3.0 UG/L

PQL

3.0

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PES

2.3 UG/L

PQL

2.3

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PES

2.3 UG/L

PQL

2.3

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFECA-G

2.0 UG/L

PQL

2.0

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFECA-G

2.0 UG/L

PQL

2.0

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 5 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-03

06/27/2019 320-51904-2

PFECA B

0.30 UG/L

PQL

0.30

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFECA B

0.30 UG/L

PQL

0.30

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

Byproduct 6

0.77 UG/L

PQL

0.77

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

Byproduct 6

0.77 UG/L

PQL

0.77

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PES

0.23 UG/L

PQL

0.23

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PES

0.23 UG/L

PQL

0.23

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFECA-G

0.20 UG/L

PQL

0.20

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFECA-G

0.20 UG/L

PQL

0.20

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFMOAA

0.21

ug/L

PQL

0.21

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

EVE Acid

0.024 UG/L

PQL

0.024

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFESA-BP2

0.030

ug/L

PQL

0.030

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 6 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-10

06/27/2019 320-51903-4

Hydro-EVE Acid

0.028 UG/L

PQL

0.028

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

R-EVE

0.070 UG/L

PQL

0.070

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

Byproduct 4

0.16 UG/L

PQL

0.16

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

Byproduct 5

0.058 UG/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

Byproduct 6

0.015 UG/L

PQL

0.015

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

NVHOS

0.054 UG/L

PQL

0.054

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PMPA

0.57 UG/L

PQL

0.57

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 7 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reporting limit may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-SMW-10

06/27/2019 320-51903-4

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFECA B

0.060 UG/L

PQL

0.060

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PEPA

0.047 UG/L

PQL

0.047

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PEPA

0.047 UG/L

PQL

0.047

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFESA-BP1

0.027 UG/L

PQL

0.027

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFO2HxA

0.081

ug/L

PQL

0.081

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFO2HxA

0.081

ug/L

PQL

0.081

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFO3OA

0.058

ug/L

PQL

0.058

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFO4DA

0.079

ug/L

PQL

0.079

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFECA-G

0.041 UG/L

PQL

0.041

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PES

0.046 UG/L

PQL

0.046

UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 8 of 26

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EQBLK-070319

07/03/2019 320-52030-5

PFO5DA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EQBLK-070319

07/03/2019 320-52030-5

PFO5DA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-BCA-02

07/09/2019 320-52149-5

Perfluorooctadecanoic
acid

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 9 of 26

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATS

Associated LCS and/or LCSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may bebiased high.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-19R

07/01/2019 320-52028-2

PFO5DA

0.45

ug/L

PQL

0.0034J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-19R

07/01/2019 320-52028-2

PFO5DA

0.45

ug/L

PQL

0.0034J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-20R

07/01/2019 320-52028-1

PFO5DA

0.16

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-20R

07/01/2019 320-52028-1

PFO5DA

0.15

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-09

07/02/2019 320-52028-4

PFO5DA

2.2

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-09

07/02/2019 320-52028-4

PFO5DA

2.3

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-35

07/02/2019 320-52028-3

PFO5DA

0.41

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-35

07/02/2019 320-52028-3

PFO5DA

0.44

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 10 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may be biased
high.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-07

06/27/2019 320-51903-6

Byproduct 5

32 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

Byproduct 5

32.0 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-21R

07/02/2019 320-52030-1

Byproduct 5

0.015 UG/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-21R

07/02/2019 320-52030-1

Byproduct 5

0.014 UG/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-35

07/02/2019 320-52028-3

R-EVE

0.053 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-35

07/02/2019 320-52028-3

R-EVE

0.054 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-35

07/02/2019 320-52028-3

Byproduct 4

0.092 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-35

07/02/2019 320-52028-3

Byproduct 4

0.092 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-35

07/02/2019 320-52028-3

Byproduct 5

0.033 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-35

07/02/2019 320-52028-3

Byproduct 5

0.033 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFO4DA

7.8

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFO4DA

8.0

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

Byproduct 5

1.1 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

Byproduct 5

1.1 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFO4DA

0.82

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFO4DA

0.78

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 11 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may be biased
high.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-FTA-02

06/27/2019 320-51903-1

Byproduct 5

0.95 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFO4DA

1.7

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFO4DA

1.8

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 12 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATSHigh relative percent difference (RPD) observed between field duplicate and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-BCA-02-D

07/09/2019 320-52149-6

Hfpo Dimer Acid

12.0 UG/L

GW0619-BCA-02

07/09/2019 320-52149-5

Hfpo Dimer Acid

18.0 UG/L

Validation
PQL Qualifier

Analytical
Method

PQL

0.13

J

537 Modified

3535_PFC

PQL

0.13

J

537 Modified

3535_PFC

Result Units TypeMDL

Pre-prep

Prep

Page 13 of 26

Site: Fayetteville
Validation Reason

Sampling Program: SITEWIDE GW SAMPLING 2019

Validation Options: LABSTATSHigh relative percent difference (RPD) observed between LCS and LCSD samples. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-10

07/03/2019 320-52030-3

PFO3OA

1.6

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-10

07/03/2019 320-52030-3

PFO3OA

1.6

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-10

07/03/2019 320-52030-3

PFO5DA

1.0

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-10

07/03/2019 320-52030-3

PFO5DA

1.0

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-14

07/03/2019 320-52030-4

PFO3OA

2.8

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-14

07/03/2019 320-52030-4

PFO3OA

2.9

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-14

07/03/2019 320-52030-4

PFO5DA

3.1

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-14

07/03/2019 320-52030-4

PFO5DA

3.2

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-30

07/02/2019 320-52030-2

PFO3OA

1.0

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-30

07/02/2019 320-52030-2

PFO3OA

1.0

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-30

07/02/2019 320-52030-2

PFO5DA

2.1

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-30

07/02/2019 320-52030-2

PFO5DA

2.0

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-21R

07/02/2019 320-52030-1

PFO3OA

0.19

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-21R

07/02/2019 320-52030-1

PFO3OA

0.19

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-21R

07/02/2019 320-52030-1

PFO5DA

0.15

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-21R

07/02/2019 320-52030-1

PFO5DA

0.15

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PMPA

47 UG/L

PQL

2.8

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 14 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATSHigh relative percent difference (RPD) observed between LCS and LCSD samples. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-03

06/27/2019 320-51904-2

PMPA

47.0 UG/L

PQL

2.8

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PEPA

23 UG/L

PQL

0.23

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PEPA

23.0 UG/L

PQL

0.23

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFESA-BP1

57 UG/L

PQL

0.13

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFESA-BP1

57.0 UG/L

PQL

0.13

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

EVE Acid

6.8 UG/L

PQL

0.12

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

EVE Acid

6.7 UG/L

PQL

0.12

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFESA-BP2

9.2

ug/L

PQL

0.15

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFESA-BP2

9.1

ug/L

PQL

0.15

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 15 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteValidation
PQL Qualifier

Analytical
Method

GW0619-BCA-02

07/09/2019 320-52149-5

Hfpo Dimer Acid (trial)

18.0 UG/L

PQL

0.13

J

537 Modified

3535_PFC

GW0619-PZ-14

07/03/2019 320-52030-4

PFO4DA

2.1

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-14

07/03/2019 320-52030-4

PFO4DA

2.5

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-07

07/08/2019 320-52171-5

PFO5DA

0.034

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-07

07/08/2019 320-52171-5

PFO5DA

0.072

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-1S

06/28/2019 320-51904-3

PFO4DA

1.5

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-30

07/02/2019 320-52030-2

PFO4DA

1.6

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-30

07/02/2019 320-52030-2

PFO4DA

1.8

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-09

07/02/2019 320-52028-4

Byproduct 4

1.1 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-09

07/02/2019 320-52028-4

Byproduct 4

1.3 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-21R

07/02/2019 320-52030-1

PFO4DA

0.28

ug/L

PQL

0.0039J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFO4DA

104

ug/L

PQL

3.9

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFO4DA

120.0

ug/L

PQL

3.9

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFO5DA

36

ug/L

PQL

1.7

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFO5DA

31.0

ug/L

PQL

1.7

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFO5DA

1.2

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFO5DA

1.4

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Pre-prep

Prep

Page 16 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-FTA-02

06/27/2019 320-51903-1

Byproduct 4

1.5 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

Byproduct 4

1.7 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

Byproduct 5

1.1 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PEPA

2.4 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PEPA

2.7 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFESA-BP1

1.3 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFESA-BP1

1.5 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFO2HxA

8.8

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFO2HxA

10.0

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFO3OA

2.0

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFO3OA

2.3

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 17 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-07

06/27/2019 320-51903-6

PMPA

26 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PMPA

26.0 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

R-EVE

2.4 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

R-EVE

2.4 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

Byproduct 4

5.1 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

Byproduct 4

5.2 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

Byproduct 6

0.063 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

Byproduct 6

0.065 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFO5DA

0.051

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-10

06/27/2019 320-51903-4

PFO5DA

0.059

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PEPA

10 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PEPA

10.0 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFESA-BP1

0.61 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFESA-BP1

0.66 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFO2HxA

46

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFO2HxA

46.0

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFO3OA

14

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 18 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-07

06/27/2019 320-51903-6

PFO3OA

14.0

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFO5DA

4.3

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFO5DA

4.5

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFMOAA

93

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFMOAA

93.0

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

EVE Acid

0.27 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

EVE Acid

0.27 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFESA-BP2

2.0

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

PFESA-BP2

2.1

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

Hydro-EVE Acid

0.85 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

Hydro-EVE Acid

0.86 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

R-EVE

4.4 UG/L

PQL

0.35

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

R-EVE

4.4 UG/L

PQL

0.35

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

Byproduct 4

6.0 UG/L

PQL

0.79

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

Byproduct 4

6.3 UG/L

PQL

0.79

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

Byproduct 5

37 UG/L

PQL

0.29

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

Byproduct 5

38.0 UG/L

PQL

0.29

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 19 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-03

06/27/2019 320-51904-2

Byproduct 6

0.60 UG/L

PQL

0.077

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

Byproduct 6

0.58 UG/L

PQL

0.077

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

NVHOS

1.8 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-07

06/27/2019 320-51903-6

NVHOS

1.8 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

NVHOS

4.9 UG/L

PQL

0.27

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

NVHOS

4.9 UG/L

PQL

0.27

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFO2HxA

110

ug/L

PQL

0.41

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFO2HxA

110.0

ug/L

PQL

0.41

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFO3OA

39

ug/L

PQL

0.29

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFO3OA

38.0

ug/L

PQL

0.29

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFO4DA

21

ug/L

PQL

0.39

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFO4DA

21.0

ug/L

PQL

0.39

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFO5DA

19

ug/L

PQL

0.17

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFO5DA

19.0

ug/L

PQL

0.17

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFMOAA

260

ug/L

PQL

1.1

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

PFMOAA

260.0

ug/L

PQL

1.1

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-03

06/27/2019 320-51904-2

Hydro-EVE Acid

3.3 UG/L

PQL

0.14

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 20 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-03

06/27/2019 320-51904-2

Hydro-EVE Acid

3.3 UG/L

PQL

0.14

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

R-EVE

12 UG/L

PQL

3.5

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

R-EVE

11.0 UG/L

PQL

3.5

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

Byproduct 4

21 UG/L

PQL

7.9

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

Byproduct 4

21.0 UG/L

PQL

7.9

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

Byproduct 5

213 UG/L

PQL

2.9

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

Byproduct 5

210.0 UG/L

PQL

2.9

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PMPA

74 UG/L

PQL

28

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PMPA

73.0 UG/L

PQL

28

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

NVHOS

27 UG/L

PQL

2.7

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

NVHOS

26.0 UG/L

PQL

2.7

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PEPA

32 UG/L

PQL

2.3

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PEPA

33.0 UG/L

PQL

2.3

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFESA-BP1

23 UG/L

PQL

1.3

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFESA-BP1

23.0 UG/L

PQL

1.3

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFO2HxA

779

ug/L

PQL

4.1

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFO2HxA

790.0

ug/L

PQL

4.1

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 21 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-02

06/27/2019 320-51904-4

PFO3OA

240

ug/L

PQL

2.9

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFO3OA

220.0

ug/L

PQL

2.9

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFMOAA

2915

ug/L

PQL

11

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFMOAA

2900.0

ug/L

PQL

11

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

EVE Acid

7.3 UG/L

PQL

1.2

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

EVE Acid

7.1 UG/L

PQL

1.2

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFESA-BP2

17

ug/L

PQL

1.5

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

PFESA-BP2

16.0

ug/L

PQL

1.5

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

Hydro-EVE Acid

14 UG/L

PQL

1.4

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-02

06/27/2019 320-51904-4

Hydro-EVE Acid

14.0 UG/L

PQL

1.4

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

R-EVE

2.1 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

R-EVE

2.1 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

Byproduct 4

1.4 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

Byproduct 4

1.4 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PMPA

6.5 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PMPA

6.6 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PMPA

6.4 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 22 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-FTA-02

06/27/2019 320-51903-1

PMPA

7.1 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PEPA

2.2 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PEPA

2.2 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFESA-BP1

0.55 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFESA-BP1

0.55 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFO2HxA

6.5

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFO2HxA

6.4

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFO3OA

0.78

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFO3OA

0.76

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFMOAA

3.2

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFMOAA

3.2

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

EVE Acid

0.097 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

EVE Acid

0.097 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFESA-BP2

0.61

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

PFESA-BP2

0.61

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

Hydro-EVE Acid

0.15 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

Hydro-EVE Acid

0.15 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 23 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-FTA-02

06/27/2019 320-51903-1

R-EVE

0.56 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

R-EVE

0.61 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

Byproduct 6

0.019 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

Byproduct 6

0.02 UG/L

PQL

0.015

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

NVHOS

0.17 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-03

06/27/2019 320-51903-2

NVHOS

0.19 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

NVHOS

0.45 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

NVHOS

0.51 UG/L

PQL

0.054

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFO5DA

2.4

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFO5DA

2.7

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFMOAA

11

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFMOAA

12.0

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

EVE Acid

24 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

EVE Acid

27.0 UG/L

PQL

0.024

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFESA-BP2

3.5

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

PFESA-BP2

4.0

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-02

06/27/2019 320-51903-1

Hydro-EVE Acid

1.1 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 24 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

The analysis hold time for this sample was exceeded. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-FTA-02

06/27/2019 320-51903-1

Hydro-EVE Acid

GW0619-FTA-01

06/27/2019 320-51903-3

PFESA-BP2

0.032

GW0619-FTA-01

06/27/2019 320-51903-3

PFESA-BP2

GW0619-FTA-01

06/27/2019 320-51903-3

GW0619-FTA-01

Result Units Type
1.2 UG/L

MDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

0.03

ug/L

PQL

0.030

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

PFO5DA

0.077

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

06/27/2019 320-51903-3

PFO5DA

0.078

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFO2HxA

0.39

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFO2HxA

0.35

ug/L

PQL

0.081

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFO3OA

0.058

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PFO3OA

0.058

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PEPA

0.29 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PEPA

0.26 UG/L

PQL

0.047

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PMPA

1.5 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-FTA-01

06/27/2019 320-51903-3

PMPA

1.3 UG/L

PQL

0.57

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Page 25 of 26

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit but above the rejection limit. The
reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-1S

06/28/2019 320-51904-3

PFO4DA

1.3

ug/L

PQL

0.079

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-21R

07/02/2019 320-52030-1

PFO4DA

0.22

ug/L

PQL

0.0039J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 26 of 26

DVM Narrative Report
Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Contamination detected in equipment blank(s). Sample result does not differ significantly from the analyte concentration detected in the associatedequipment blank(s).

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteValidation
PQL Qualifier

Analytical
Method

GW0619-LTW-05

07/16/2019 320-52322-4

Hfpo Dimer Acid

26.0 UG/L

PQL

0.12

B

537 Modified

3535_PFC

GW0619-PZ-11

07/16/2019 320-52322-1

Hfpo Dimer Acid

4.9 UG/L

PQL

0.13

B

537 Modified

3535_PFC

GW0619-PZ-11-D

07/16/2019 320-52322-2

Hfpo Dimer Acid

6.2 UG/L

PQL

0.13

B

537 Modified

3535_PFC

GW0619-SMW-08B

07/16/2019 320-52322-3

Hfpo Dimer Acid

8.7 UG/L

PQL

0.12

B

537 Modified

3535_PFC

Result Units TypeMDL

Pre-prep

Prep

Page 1 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Only one surrogate has relative percent recovery (RPR) values outside control limits and the parameter is a PFC (Nondetects).

Field Sample ID

Date
Sampled Lab Sample ID

GW0619-PIW-9D

07/23/2019 320-52722-1

AnalytePerfluorooctadecanoic
acid

Result Units Type0.0020

ug/L

PQL

MDL

Validation
PQL Qualifier

Analytical
Method

0.0020537 Modified

UJ

Pre-prep

Prep3535_PFC

Page 2 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Associated LCS and/or LCSD analysis had relative percent recovery (RPR) values less than the lower control limit but above 10%. The actual detection
limits may be higher than reported.

Field Sample ID

Date
Sampled Lab Sample ID

GW0619-NAF-06

07/11/2019 320-52282-1

GW0619-MW-22D

07/15/2019 320-52288-1

GW0619-MW-21D

07/11/2019 320-52282-3

GW0619-NAF-04

07/15/2019 320-52288-5

GW0619-MW-14D

07/11/2019 320-52282-4

GW0619-MW-16D

07/15/2019 320-52288-2

GW0619-MW-17D

07/15/2019 320-52288-3

GW0619-MW-18D

07/15/2019 320-52288-6

GW0619-MW-13D

07/11/2019 320-52282-5

GW0619-NAF-08A

07/15/2019 320-52288-4

GW0619-PZ-12

07/11/2019 320-52282-2

GW0619-SMW-09

07/11/2019 320-52282-6

AnalytePerfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid
Perfluorooctadecanoic
acid

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.039

ug/L

PQL

0.039

UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

0.0020ug/L

PQL

0.0020UJ

537 Modified

3535_PFC

Page 3 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit. The actual detection limits may behigher than reported.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-EB-02-071519

07/15/2019 320-52285-5

PFO5DA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-EB-02-071519

07/15/2019 320-52285-5

PFO5DA

0.0020ug/L

PQL

0.0020UJ

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 4 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values higher than the upper control limit. The reported result may be biased
high.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PIW-9D

07/23/2019 320-52722-1

Byproduct 4

1.9 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PIW-9D

07/23/2019 320-52722-1

Byproduct 4

1.9 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-16D

07/15/2019 320-52288-2

PFO2HxA

0.43

ug/L

PQL

0.0041J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-16D

07/15/2019 320-52288-2

PFO2HxA

0.42

ug/L

PQL

0.0041J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-2S

07/10/2019 320-52165-1

PFESA-BP1

0.027 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-2S

07/10/2019 320-52165-1

PFESA-BP1

0.027 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-7S

07/10/2019 320-52165-2

PFESA-BP1

0.058 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-7S

07/10/2019 320-52165-2

PFESA-BP1

0.056 UG/L

PQL

0.027

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-22

07/23/2019 320-52722-2

Byproduct 40.76 UG/L

PQL

0.32

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-22

07/23/2019 320-52722-2

Byproduct 40.65 UG/L

PQL

0.32

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-05P

07/25/2019 320-52722-3

Byproduct 4

1.3 UG/L

PQL

0.32

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-05P

07/25/2019 320-52722-3

Byproduct 4

1.4 UG/L

PQL

0.32

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 5 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATSHigh relative percent difference (RPD) observed between field duplicate and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

AnalyteValidation
PQL Qualifier

Analytical
Method

GW0619-PIW-1D

07/19/2019 320-52621-1

Hfpo Dimer Acid

11.0 UG/L

PQL

0.13

J

537 Modified

3535_PFC

GW0619-PIW-1D

07/19/2019 320-52621-1

R-EVE

0.29 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PIW-1D

07/19/2019 320-52621-1

R-EVE

0.27 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PIW-1D-D

07/19/2019 320-52621-2

Hfpo Dimer Acid

8.7 UG/L

PQL

0.14

J

537 Modified

3535_PFC

GW0619-PIW-1D-D

07/19/2019 320-52621-2

R-EVE

0.35 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PIW-1D-D

07/19/2019 320-52621-2

R-EVE

0.41 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Pre-prep

Prep

Page 6 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATSHigh relative percent difference (RPD) observed between LCS and LCSD samples. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-MW-17D

07/15/2019 320-52288-3

PFO3OA

0.081

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-17D

07/15/2019 320-52288-3

PFO3OA

0.082

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-16D

07/15/2019 320-52288-2

PFO3OA

0.076

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-16D

07/15/2019 320-52288-2

PFO3OA

0.074

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-16D

07/15/2019 320-52288-2

PFO5DA

0.012

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-16D

07/15/2019 320-52288-2

PFO5DA

0.012

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-22D

07/15/2019 320-52288-1

PFO3OA

0.083

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-22D

07/15/2019 320-52288-1

PFO3OA

0.09

ug/L

PQL

0.0029J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-22D

07/15/2019 320-52288-1

PFO5DA

0.0055

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-22D

07/15/2019 320-52288-1

PFO5DA

0.0052

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-18D

07/15/2019 320-52288-6

PFO3OA

0.0046

ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-18D

07/15/2019 320-52288-6

PFO3OA

0.0048ug/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-04

07/15/2019 320-52288-5

PFO3OA

110

ug/L

PQL

1.2

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-04

07/15/2019 320-52288-5

PFO3OA

100.0

ug/L

PQL

1.2

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-04

07/15/2019 320-52288-5

PFO5DA

32

ug/L

PQL

0.67

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-04

07/15/2019 320-52288-5

PFO5DA

35.0

ug/L

PQL

0.67

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-08A

07/15/2019 320-52288-4

PFO3OA

5.1

ug/L

PQL

0.29

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 7 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATSHigh relative percent difference (RPD) observed between LCS and LCSD samples. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-08A

07/15/2019 320-52288-4

PFO3OA

5.0

ug/L

PQL

0.29

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-08A

07/15/2019 320-52288-4

PFO5DA

2.7

ug/L

PQL

0.17

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-08A

07/15/2019 320-52288-4

PFO5DA

2.4

ug/L

PQL

0.17

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-03B

07/12/2019 320-52285-2

PFO3OA

10

ug/L

PQL

0.58

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-03B

07/12/2019 320-52285-2

PFO3OA

10.0

ug/L

PQL

0.58

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-04B

07/12/2019 320-52285-3

PFO3OA

1.6

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-04B

07/12/2019 320-52285-3

PFO3OA

1.6

ug/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-04B

07/12/2019 320-52285-3

PFO5DA

0.061

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-04B

07/12/2019 320-52285-3

PFO5DA

0.054

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 8 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Only one surrogate has relative percent recovery (RPR) values outside control limits and the parameter is a PFC (Detects).

Field Sample ID

Date
Sampled Lab Sample ID

GW0619-NAF-12

07/17/2019 320-52464-4

GW0619-NAF-12

07/17/2019 320-52464-4

GW0619-NAF-12

07/17/2019 320-52464-4

AnalytePerfluoroundecanoic
Acid
Perfluorohexanoic
Acid
Perfluorohexane
Sulfonic Acid

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

0.042 UG/L

PQL

0.0020J

537 Modified

3535_PFC

1.7 UG/L

PQL

0.0020J

537 Modified

3535_PFC

0.0053 UG/L

PQL

0.0020J

537 Modified

3535_PFC

Page 9 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Quality review criteria exceeded between the REP (laboratory replicate) and parent sample. The reported result may be imprecise.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-LTW-02

07/17/2019 320-52454-2

Byproduct 40.49 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-LTW-02

07/17/2019 320-52454-2

Byproduct 40.59 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-13D

07/11/2019 320-52282-5

Byproduct 5

3.0 UG/L

PQL

0.58

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-13D

07/11/2019 320-52282-5

Byproduct 5

3.4 UG/L

PQL

0.58

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-2S

07/10/2019 320-52165-1

Byproduct 40.73 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-2S

07/10/2019 320-52165-1

Byproduct 40.59 UG/L

PQL

0.16

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-01

07/10/2019 320-52165-3

PFO5DA

6.0

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-01

07/10/2019 320-52165-3

PFO5DA

5.0

ug/L

PQL

0.034

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-21D

07/11/2019 320-52282-3

Byproduct 40.0083 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-MW-21D

07/11/2019 320-52282-3

Byproduct 4

0.0071 UG/L

PQL

0.0020J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PIW-7D

07/19/2019 320-52624-3

Hydro-EVE Acid

0.17 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PIW-7D

07/19/2019 320-52624-3

Hydro-EVE Acid

0.19 UG/L

PQL

0.028

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PIW-7D

07/19/2019 320-52624-3

R-EVE

0.35 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PIW-7D

07/19/2019 320-52624-3

R-EVE

0.42 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 10 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit but above the rejection limit. The
reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-11-D

07/16/2019 320-52322-2

R-EVE

0.11 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-11-D

07/16/2019 320-52322-2

R-EVE

0.12 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-09

07/11/2019 320-52282-6

R-EVE

0.36 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-09

07/11/2019 320-52282-6

R-EVE

0.34 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-09

07/11/2019 320-52282-6

Byproduct 5

54 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-SMW-09

07/11/2019 320-52282-6

Byproduct 5

53.0 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-11

07/16/2019 320-52322-1

R-EVE

0.11 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-11

07/16/2019 320-52322-1

R-EVE

0.13 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-06

07/11/2019 320-52282-1

PFESA-BP1

78 UG/L

PQL

0.13

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-06

07/11/2019 320-52282-1

PFESA-BP1

78.0 UG/L

PQL

0.13

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-06

07/11/2019 320-52282-1

PFO5DA

45

ug/L

PQL

0.17

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-06

07/11/2019 320-52282-1

PFO5DA

46.0

ug/L

PQL

0.17

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-06

07/11/2019 320-52282-1

R-EVE

4.7 UG/L

PQL

0.35

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-NAF-06

07/11/2019 320-52282-1

R-EVE

4.6 UG/L

PQL

0.35

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-12

07/11/2019 320-52282-2

PFMOAA

63

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-12

07/11/2019 320-52282-2

PFMOAA

63.0

ug/L

PQL

0.21

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 11 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATS

Associated MS and/or MSD analysis had relative percent recovery (RPR) values less than the lower control limit but above the rejection limit. The
reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-PZ-12

07/11/2019 320-52282-2

R-EVE

0.20 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-12

07/11/2019 320-52282-2

R-EVE

0.21 UG/L

PQL

0.070

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-12

07/11/2019 320-52282-2

Byproduct 5

5.8 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

GW0619-PZ-12

07/11/2019 320-52282-2

Byproduct 5

6.0 UG/L

PQL

0.058

J

Cl. Spec. Table 3
Compound SOP

PFAS_DI_Prep

Result Units TypeMDL

Validation
PQL Qualifier

Analytical
MethodPre-prep

Prep

Page 12 of 13

Site: Fayetteville
Validation Reason

Sampling Program: Sitewide GW Sampling 2019-2

Validation Options: LABSTATSOne or more surrogates had relative percent recovery (RPR) values less than the data rejection level. The reported result may be biased low.

Field Sample ID

Date
Sampled Lab Sample ID

Analyte

GW0619-NAF-12

07/17/2019 320-52464-4

Perfluorobutanoic Acid

Result Units Type
6.5 UG/LPQL

MDL

Validation
PQL Qualifier

Analytical
Method

0.0020537 Modified

J

Pre-prep

Prep3535_PFC

Page 13 of 13

APPENDIX H
Grain Size Analysis

TR0795

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Max Dry Density; 0Particle Size Distribution- 0 - Optimum Moisture Content;
ASTM D 422

Soil ID; 0
Description; 0

-

0

-

LL; 0
PL; 0

Extended Gradation Interpolation

Data

Gradation Function

D10 (mm)

D30 (mm)

D60 (mm)Gravel

Sand

Fines

d30

d10

d60

100
90

Percent Finer

80

Input Screen
Distribution Curve

70
60

0.57

50
40
30

0.34

20
10
0

0.06
100
View Input

Page 1 of 28

10

1

0.1

0

0.01

0.001

Grain Size (mm)September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 2 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 3 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 4 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 5 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 6 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 7 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 8 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 9 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 10 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 11 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 12 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 13 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 14 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 15 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 16 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 17 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 18 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 19 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 20 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 21 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 22 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 23 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 24 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 25 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 26 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 27 of 28

September 2019

Appendix H
Grain Size Analysis Onsite PIW Wells
Chemours Fayetteville Works, North Carolina

Page 28 of 28

September 2019

APPENDIX I
Historical Groundwater Data
Provision of the complete set of groundwater data are
pending delivery of the remaining analytical results from thelaboratories. The complete set of data will be provided in
an additional submission by October 31, 2019.

TR0795