2019.09.30_CCO.p18_OnsiteOffiteAssessmentCompiled

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 [e-mail] Kemp Burdette
Cape Fear River Watch 617 Surry Street Wilmington, NC 28401 [phone] [e-mail]
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 Fayetteville Works, pursuant to paragraph 18 of the Consent Order entered by the Superior Court for Bladen
County 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

2
Cc:
William F. Lane, DEQ
Francisco Benzoni, NC DOJ
Michael Abraczinskas, DAQ
Michael Scott, DWM
Linda Culpepper, DWR
David C. Shelton, Chemours
John F. Savarese, WLRK
Geoff Gisler, SELC

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

TR0795 iii September 30, 2019
TABLE OF CONTENTS
EXECUTIVE SUMMARY x
1. INTRODUCTION ....................................................................................................................1 1.1 Purpose of the Site Assessment Report ...........................................................................1
1.2 Limitations and Assumptions ..........................................................................................2
2. 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 ................................................................................5
3. REGIONAL GEOLOGY AND HYDROGEOLOGY .............................................................9 3.1 Regional Geology ............................................................................................................9
3.2 Regional Hydrogeology ..................................................................................................9
4. PFAS PROPERTIES AND SOURCES ..................................................................................11 4.1 Table 3+ PFAS Characteristics .....................................................................................11
4.1.1 Empirical Parameters Testing ...........................................................................12
4.1.2 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 .....................................................14
4.2.4 Secondary Sources ............................................................................................15
5. RECEPTOR INFORMATION ...............................................................................................16
5.1 Summary of Receptor Survey Activities .......................................................................16
5.2 Summary of Receptor Survey Findings ........................................................................17
5.2.1 Wells and Wellhead Protection Areas ...............................................................17
5.2.2 Surface Water Receptors ...................................................................................17
5.2.3 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

TR0795 iv September 30, 2019
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

TR0795 v September 30, 2019
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

TR0795 vi September 30, 2019
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

TR0795 vii September 30, 2019
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: Historical Groundwater Data

TR0795 viii September 30, 2019
ACRONYMS AND ABBREVIATIONS
°C celsius
°F fahrenheit
% percent
Cu coefficient of uniformity
Cc coefficient of curvature
CAP Corrective Action Plan
CFPUA Cape 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 bgs feet below ground surface
ft/day feet per day
g/g grams per gram
GPM gallons per minute
GPS 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 acid
mS/m milliSiemens 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

TR0795 ix September 30, 2019
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 acid
PVF 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

TR0795 x September 30, 2019
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, the
North 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 and significant factors affecting contaminant transport; and
• Geological and hydrogeological features influencing the movement, chemical, and
physical 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 water
contamination 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 are
described 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 and
submitted to NCDEQ on August 21, 2019. At time of this report’s submission, the Sediment
Characterization 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, the
Cape 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 and
operated 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 partially
fluorinated chain of carbon atoms (referred to as a “tail”) and a nonfluorinated, polar functional

TR0795 xi September 30, 2019
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 Site
originate 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-point
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. 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 then
the Cape Fear River, by sending it for offsite disposal reducing the yearly hexafluoropropylene oxide dimer acid (HFPO-DA) loading to the Cape Fear River by over 95 percent (%);
• Implemented a series of air abatement measures, which to date have reduced HFPO-
DA emissions to air by greater than 92% and will achieve substantial further reductions of 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) whole house 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:

TR0795 xii September 30, 2019
• 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 that
reaches 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 groundwater
in 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 that
are zoned as residential, agricultural, conservation, industrial or commercial. The following sub-
sections 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 the
task to be completed by August 26, 2020. 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 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 and
marshes, 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

TR0795 xiii September 30, 2019
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 for
these 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 of
human and land use activities, including private residences, farms, commercial businesses, and
recreational 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 and
off-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.

TR0795 xiv September 30, 2019
ES.4.1. Nature and Extent of Contamination
At present, the PFAS contamination is present both on and offsite. There are two primary pathways
for 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 CO
paragraph 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 and
sampling 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
Transport Pathway
Total Table 3+ Estimated Loading Percentage
per Pathway per Event
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%

TR0795 xv 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 more variability;
• Elevated method reporting limits;
• Uncertainty (often ± 20%) in analytical laboratory results;
• Flow rate estimates in the river, seeps, groundwater and creeks are over- or under-
predicted compared to actual flow rates.
Geosyntec will be refining the mass loading model through upcoming quarterly sampling events
and 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 Figure
ES-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 the bluff, 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 a barrier 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 boring
logs 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 to have eroded the Perched Clay Unit enabling downward migration of groundwater off the western edge of the Perched Zone.
3. Surficial Aquifer. The Surficial Aquifer is an unconfined silty sand aquifer lying atop the
Black 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) and discharges into them as seeps. The Surficial Aquifer is interpreted to be in contact with the
Black Creek Aquifer in places due to an erosional feature. This feature is labeled on the

TR0795 xvi September 30, 2019
cross sections, and is interpreted to have enabled downward cross formational groundwater
flow.
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 based on 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 and Black 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 grained
sands. 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 only
transmissive groundwater zone at Site in contact with the Cape Fear River. Groundwater in 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 geological sequence under the western portion of the manufacturing area. This erosional feature
potentially enables cross formational flow of water from the Perched Zone, through the
Surficial 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.

TR0795 xvii 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 signature
of deposited compounds that decrease in concentration in soil and groundwater gradually and
radially away for the source. Meanwhile releases of water result in point sources and plumes 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 and
hydrogeology. Total Table3+ PFAS concentrations from the most recent sampling events (June
to 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 the
subsurface.
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 a
characteristic signature of Table 3+ compounds as follows:

TR0795 xviii 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 dominated by 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 a
mixed 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 the
numerical 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, 2019
as 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) direct
discharge of Black Creek Aquifer groundwater to the Cape Fear River.

TR0795 1 September 30, 2019
1. INTRODUCTION
1.1 Purpose of the Site Assessment Report
Geosyntec has prepared this On and Offsite Assessment Report (SA) of the Chemours Fayetteville
Works 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 of
Environmental 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 to
perform 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 was
approved by NCDEQ in February 2017 (NCDEQ, 2017). On July 7, 2017 Chemours requested a
delay in the completion of the Corrective Measures Study due to additional sampling and
characterization 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 for
developing 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 and significant factors affecting contaminant transport; and
• Geological and hydrogeological features influencing the movement, chemical, and
physical 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 water
mass 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 this
report. 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 and

TR0795 2 September 30, 2019
submitted to NCDEQ on August 21, 2019. At time of this report’s submission, the Sediment
Characterization 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 imminent hazards 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, these
data and insights will be incorporated into the approach to managing the Site; these activities are
described in Section 2.7. This report presents analytical results of PFAS originating from the Site
from over 25 assessment activities where there are over 3,183 environmental samples analyzed for
at 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 of
report 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
Sample Type Reported Previously Reported Here Pending Total
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
Total 3,025 120 38 3,183

TR0795 3 September 30, 2019
2. SITE HISTORY AND DESCRIPTION
This section provides a brief description of the site location, history of property ownership and
use, 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 and
subsequently spun off its specialty chemicals business to Chemours in July 2015. Chemours and
its 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 north
and 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 are
located 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 used
primarily as non-contact cooling water. Two lock and dam systems with USGS stream gauges are
located downstream of the Site: (1) W.O. Huske Lock and Dam, located 0.5 river miles from the
Site (USGS 02105500); and (2) Cape Fear Lock and Dam #1, located 55 river miles downstream
(USGS 02105769).

TR0795 4 September 30, 2019
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, personal
care 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 dry
weather. 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 of
approximately 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 is
approximately 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 in
July 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 an
average 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 and
secondary wind directions during rain events, which occurs 5% of the time for the period from
January 2018 to May 2019. Primary and secondary wind directions during rain events for the

TR0795 5 September 30, 2019
period from January 2018 to May 2019 are along the east to west and east-northeast to west-
southeast 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 for
offsite 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 of
those 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). This
permit 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, other

TR0795 6 September 30, 2019
inorganic compounds and perfluorooctanoic acid (PFOA). The RFI process did not include the
Site Associated PFAS that are now analyzed by the Table 3+ SOP method; these compounds are
listed 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 to
additional 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
Assessment Reference
2018 Cape Fear River Sampling Geosyntec, 2018a
2018 Stormwater Characterization Geosyntec, 2018b
2019 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, 2019j
2019 Outfall 002 Assessment Geosyntec, 2019k
2017 Groundwater Investigation Parsons, 2017a
2017 Soil Investigation Parsons, 2017b
2017 Surface Water Investigation Parsons, 2017c
2018 Terracotta Pipe Investigation Parsons, 2018a
2018 Additional Investigation Parsons, 2018b
2018 VE South Sampling Parsons, 2018c
2018 Old Outfall 002 Sampling Parsons, 2018d
2018 Exclusion Zone Investigation Parsons, 2018e
2018 Southeast Perched Zone Investigation Parsons, 2018f

TR0795 7 September 30, 2019
Assessment Reference
2018 - 2019 Private Well GAC Pilot Parsons, 2018g
On-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 Report
2019 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 CO
Paragraph 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 mile
of other wells with similar detections.
Human Health Screening Level
Exposure Assessment
Assessment of human receptor exposures to historically
deposited PFAS from the Site. All samples collected, data
and interpretations to be reported by December 31, 2019
Ecological Screening Level
Exposure Assessment
Assessment of ecological exposures to PFAS originating
from 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 and
transport 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 and
concentrations; in 2019, 42 wells installed. More than
90% of 2019 collected data from new wells are reported

TR0795 8 September 30, 2019
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 plan
to NCDEQ on August 21, 2019 is awaiting comments and
approval before conducting sampling.
Quarterly Mass Loading
Sampling
Assessment to evaluate mass loading to the Cape Fear
River. Sampling and flow gauging performed quarterly in
seeps, creeks, the Old Outfall 002, Outfall 002 and
groundwater adjacent to surface water.
Numerical Groundwater Model
Quantitative assessment of groundwater at the Site to
assess 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 Site
conveyance network. Data and interpretations are reported
quarterly.
Consent Order Required
Corrective Action Plan
Corrective Action Plan for PFAS in groundwater. Due
December 31, 2019.

TR0795 9 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 typically
strike 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 rise
of 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 events
occurred as a result of eustatic sea-level change.
Generally, the bottom one third of the Coastal Plain section is composed of terrestrial sand and
clay 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 is
presently 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 et
al., 2001). In comparison, the Cretaceous-aged Cape Fear Formation is interpreted to be both
marine and fluvial in origin (Heron et al., 1968). The Cape Fear Formation consists of "a stack of
feldspathic, 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 the
Site, 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 in
aquifers separated by confining units. Sediments that comprise the North Carolina Coastal Plain
aquifer system lie on crystalline basement rock and are approximately 10,000 ft thick near the
present 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,

TR0795 10 September 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 Site
and constitutes the surface water table and follows the surface topography. The surficial aquifer in
the 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 due
to 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 of
clay. 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 hydraulic
conductivity of the Black Creek aquifer is estimated to range from 15 to 50 ft/day with the average
value being approximately 28 ft/day (Winner and Coble, 1996). The Upper Cape Fear aquifer is
separated from the Black Creek aquifer by the Upper Cape Fear confining unit, which consists of
nearly 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- to
coarse-grained sand and clay that often show vertical gradation. The hydraulic conductivity of the
Upper 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).

TR0795 11 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 and
chemical 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 transport
of 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 partially
fluorinated chain of carbon atoms (referred to as a “tail”) and a nonfluorinated, polar functional
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 (Mueller and
Yingling, 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 be
less 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 group
and 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 branched
structure 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 are
sorption to organic carbon and, in the unsaturated soil zone, preferential partitioning to the air
water 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

TR0795 12 September 30, 2019
to charged particle surfaces in common soils and sediments is expected to be negligible relative to
sorption 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 some
polyfluorinated precursors to form perfluorinated compounds (Mueller and Yingling, 2018) and
the 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 to
transformation 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 and
chemical 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, where
available, 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 leachability of 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); and
6. 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. Through
non-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, a
commercial analytical method, referred to as the Table 3+ SOP method, was developed (Table 2-

TR0795 13 September 30, 2019
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 more
concentrated secondary sources in environmental media on and off site. The remainder of this
section 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 part
of 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 thermal
oxidizer. 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 and
locations 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 in
greater 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 or
isolated from groundwater near facility operations and are therefore Table 3+ PFAS detected in
these 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 from
the 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.

TR0795 14 September 30, 2019
Historical process sewer system in Monomers IXM
In 2000 the facility replaced underground piping in the Monomers IXM area that conveyed process
waters and wastewaters with above ground piping (DuPont, 2006). At the time of writing, the
facility identified one remaining underground pipe connecting the sump at vinyl ethers south to
the 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 based
on observations of potential losses of process water to soils via leakage from these underground
pipes. Replacement with above ground piping enabled routine inspections and the ability to
perform more rapid leak detection and repair.
Terracotta Pipe Leakage
The terracotta pipe was designed to convey wastewater from the various manufacturing areas to
the WWTP (Figure 4-1). Prior to June 21, 2017 Chemours transmitted PFAS containing process
wastewater containing Table 3+ PFAS to the WWTP from the Monomers IXM Area via the
terracotta pipe. Leaking of this process water from the terracotta pipe to groundwater is probable
and 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 contacting
site 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 process
wastewater 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.

TR0795 15 September 30, 2019
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 thermal
oxidizer, 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:
• 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 leaks in the manufacturing areas resulted in PFAS in Site soil and groundwater. Based on the hydrogeology 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.

TR0795 16 September 30, 2019
5. RECEPTOR INFORMATION
This 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 water
features, 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 around the 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 Ecological-SLEA. The workplan for the Ecological-SLEA is in preparation.
7. Onsite subsurface structures that could be preferential pathways were identified using Site data and as-built information that is kept up to date by Chemours’ contractor KBR Inc.

TR0795 17 September 30, 2019
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 of
identified 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 where
these 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 from
the Site. Private wells shown on Figure 5-1 are not included in Table 5-1 in order to protect the
privacy 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 the
wellhead 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 the
Cape 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 sub-
sections.
5.2.3 Human Receptors and Human Health SLEA
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 of
human and land use activities, including private residences, farms, commercial businesses, and
recreational 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:

TR0795 18 September 30, 2019
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 of agricultural 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 for
recreational 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 and
surface 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 process
water 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

TR0795 19 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 an
interim 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 to
private 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 is
available 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.

TR0795 20 September 30, 2019
6. ADDITIONAL CHARACTERIZATION
Following review of the existing CSM (Parsons, 2018b), additional data requirements were
identified and several field programs completed to enhance the CSM and inform the development
of a CAP. These additional characterization efforts included:
1. Assessment of the seeps and creeks near the facility (Geosyntec, 2019a): the objective of this program was to identify the locations of seeping groundwater at the facility and assess the mass loading from the various transport pathways of PFAS originating from the facility to the Cape Fear River.
2. Onsite Black Creek Aquifer Characterization: the objective of this program was to understand the hydrogeology and groundwater discharge characteristics from the Site to the Cape Fear River along the river bank. An overview of the assessment and the results 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 of groundwater 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 the understanding 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 the results 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 with results 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 description of 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 the Cape Fear River bank;
iii. Evaluate groundwater gradients across the Cape Fear River bank;

TR0795 21 September 30, 2019
iv. Assess PFAS concentrations in groundwater to facilitate a more refined estimate of
PFAS mass loading to the Cape Fear River; and
The following scopes of work were completed:
i. Geologic mapping of the Black Creek Confining unit and other lithologic features of interest;
ii. High-resolution hydraulic conductivity and electrical conductivity profiling along the Cape 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; and
v. Slug testing the five LTW wells and select wells adjacent to the Cape Fear River to assess 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 included
in 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 Lock
and 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 were
recorded. 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

TR0795 22 September 30, 2019
information collected at each outcrop location. Observations for each lithostratigraphic unit is
described 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 and
sulfide mineralization. Locally, clay was observed with millimeter to meter scale interlayers of
dark gray to light gray, fine- to medium-grained, poorly- to well-graded, angular, quartz-rich sand
and silty sand. Local lignitic layers and individual sections of petrified wood (not connected to the
outcrop) were also observed throughout the Black Creek Confining Unit. The presence of
interstratified dark clays and cross-stratified sands with lignite and wood are a common, recurring
facies 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 strike
with 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 were
observed 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 three
locations 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, quartz-
rich sand with highly oxidized laminations. Locally, sand was observed with centimeter to tens of
centimeter-scale light and dark gray, thinly laminated, lean, weakly plastic, soft, mica-rich clay.

TR0795 23 September 30, 2019
Perched Zone
The Perched Zone was observed overlying the Surficial Aquifer in Old Outfall 002 and Seep A at
elevations between 89 and 136 ft above mean sea level. Exposures ranged from 0.5 to 4 ft in
thickness and were primarily observed in cut banks and waterfalls. Lithostratigraphic descriptions
of 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 were
highly oxidized and contained local centimeter to tens of centimeter scale interbedded reddish
orange, medium- to coarse-grained, poorly graded, angular to sub-rounded, hematite-rich
sandstone. Only two exposures of the Perched Zone were observed during this mapping event at
elevations 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-brown
to 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 the
lithologic and hydrogeologic characteristics of the Black Creek Aquifer that may be in direct
connection with the Cape Fear River. This assessment included investigating the spatial and
vertical 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 were
assessed by a direct push rig equipped with the HPT/EC probe. During hydraulic profiling, clean
water was injected into the subsurface at a controlled rate. Total pressure required to inject the
water (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. Simultaneous
electrical 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 relative
changes in lithology with depth.
This assessment was completed at 31 locations shown on Figure 6-2. HPT/EC tooling was
advanced 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) to
approximate 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 with
additional information provided in Table 6-2. HPT/EC raw data are provided in Appendix B.

TR0795 24 September 30, 2019
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 groundwater
and temperature (Keys, 1997). Typically, the EC response of clays and fine-grained sediments is
higher 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 indicative
of the permeability of the formation; higher pressure indicates a lower permeability formation and
vice-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 well
with 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 fine-
to 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 the
underlying 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 HPT
pressure 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 the
Cape 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 foot
thick 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 be
of variable thickness (e.g., 18 ft at HP-21 and 5 ft at HP-11). This clay unit is described as dark
gray, fat clay, very hard and interbedded with silts and sand lenses, likely corresponding to the
Black 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 this
interval and is considered to be representative of the Black Creek Aquifer. Estimated hydraulic
conductivity values modeled from measured HPT injection pressure and flow rates within the
Black Creek Aquifer are generally an order of magnitude higher (geometric mean between 39 to

TR0795 25 September 30, 2019
68 ft/day) than the floodplain deposits (geometric mean between 2 to 4 ft/day). Estimated hydraulic
conductivity values for the Black Creek Aquifer are consistent with regional estimates, which
range 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 in
both EC response (geometric mean value of 12 mS/m) and corrected HPT pressure (geometric
mean 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 micaceous
and 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 the
bottom of the Cape Fear River channel, estimated at 5 ft NAVD88 elevation in the vicinity of the
site (HEC-RAS, 2012). Cape Fear River channel depths are further refined during the river
temperature assessment (Section 6.2).
Results from HPT/EC assessment were included in developing a site wide 3-D conceptual
hydrostratigraphic 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 the
southern property boundary to assess the vertical and horizontal hydraulic gradients and
characterize groundwater-surface water interactions in this area (Figure 6-2). Spatial and vertical
variations 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 the
lower 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 3001-
EDGE 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.

TR0795 26 September 30, 2019
Wells PW-02, PW-03, PW-04, PW-07, PW-10R, PW-12, and PW-13 had persistent elevated
turbidity above 50 nephelometric turbidity units (NTUs) during development. These wells will be
further 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) were
selected 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 other
locations. Both methods were performed at LTW-05 and no discernable method bias effect was
noted. 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. LTW-
05, 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 of
hydraulic 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, geometric
mean 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 results
of the temperature survey conducted in the Cape Fear River along the Site shoreline.

TR0795 27 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 than
overlying 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 a
handheld 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. Temperature
probes (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 sediment
surface. 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 each
location 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 from
the step-out location (Figure 6-5). Because temperature gradient measurements appear to be
localized, it is possible that areas of upwelling exist which were not captured based on the density
of 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

TR0795 28 September 30, 2019
performed following findings from the random, pre-determined location that coincided with the
outflow 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) and
may 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 of
paragraph 16 (c) of the CO). The remaining seven wells serve to delineate the horizontal and
vertical 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 the
perched zone or the surficial aquifer. Deep wells were screened between 44 to 146 ft bgs in the
Black 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 in
the 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 an
appropriate 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 in
Appendix 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.

TR0795 29 September 30, 2019
6.3.3 Results
Locations of the stet onsite monitoring wells are shown in Figure 6-3. Soil boring logs and well
construction logs are provided in Appendix D. Unsaturated soil and groundwater samples collected
during and after the paired well installation for the onsite Black Creek Aquifer characterization
and 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 were
analyzed 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 with
results obtained from private wells being sampled as part of Paragraph 21.
Objective tasks for this activity included:
• installation of ten paired piezometers to assess vertical and horizontal hydraulic gradients;
• 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.
6.4.2 Methods
A total of ten pairs of wells were installed at offsite locations chosen to assess lithology and
geochemistry 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 pairs
in Cumberland County. Right-of-Way Encroachment Agreements were negotiated with each
county. 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 this
Site assessment. 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. Following well installation, wells were developed and sampled as outlined in
Appendix 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.

TR0795 30 September 30, 2019
6.4.3 Results
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 for
chemical parameters under Table 3+ SOP Method and EPA Method 537 Mod. The results of the
remaining samples are pending. The remaining results and interpretation of the offsite wells will
be included in the October 31, 2019 submission.

TR0795 31 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 bisected
by 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 from
approximately 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 cross-
bedded 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 (with
minor 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 well
construction 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.

TR0795 32 September 30, 2019
7.2 Background
The objectives of the additional characterization efforts were to improve the understanding of
lithology 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 were
analyzed 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 description
of onsite and offsite hydrogeologic units. Soil samples were also analyzed for pH and for organic
carbon content as these parameters may influence the distribution and mobility of PFAS in the
subsurface.
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 time
of 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, the
Black 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.,

TR0795 33 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) higher
organic 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 with
lighter gray colors observed in the Upper Cape Fear Confining Unit. Laboratory results indicate
that 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 those
in the Upper Cape Fear Confining Unit (average values of 59.0 and 26.0). The fraction of organic
carbon 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 from
approximately 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 to
dark gray (compared with white to tan or orange/red/light brown of the Surficial Aquifer), and
color 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 were
pending 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 PIW-
03). This variable composition supports the range of HPT/EC response measurements described
in 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 from
the Surficial Aquifer. Similarly, the Floodplain Deposit material is consistently finer-grained than
the Black Creek Aquifer.
The grain size analysis described above was also used to estimate the hydraulic conductivity of
each 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 the
open source software HydrogeoSieveXL version 2.1; Devlin, 2015). While this tool is intended as

TR0795 34 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 means
of 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 less
than 1.0 foot/day (as expected for low permeability clay units). Documentation and references for
each 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 this
report, 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. Soil
samples were collected for PFAS analysis from the top and bottom of the vadose zone as
determined 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 the
unsaturated 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 detected
compounds 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 were
observed:
- 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 ft
bgs) 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 the
frequency 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

TR0795 35 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 introduction
of 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 to
concentrations 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 location
in 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 in
conjunction 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 (420
ng/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 the
reporting 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 and
interpreted by October 31, 2019.

TR0795 36 September 30, 2019
8. CAPE FEAR RIVER AND SEDIMENT CHARACTERIZATION SUMMARY
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 to
September 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 and
reported by Chemours over six separate field mobilization events and described in the Assessment
of 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 the
Cape 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 and
approval.

TR0795 37 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 for
data collected in June 2019 are plotted in Figures 9-1 through Figures 9-4 shows groundwater and
water 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 have
been influenced by seepage of water through the previously unlined sedimentation basins and
infiltration 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 is
over 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 part
of the Site (near NC highway 87) with high resolution geophysical data have characterized the
Upper 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 is
expressed at ground surface as seeps. The confluence of the “seeps” four channelized flows of
expressed groundwater towards the river, designated as Seeps A, B, C, and D Chemours identified

TR0795 38 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, of
varying 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 to
assess 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 have
higher 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 were
highest 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-wide
water level measurement survey was performed on 13 June 2019 with additional water level
measurements taken on 22 August 2019 and 29 August 2019 of recently installed wells (Table 9-
1). Groundwater elevations calculated from the Site-wide synoptic water levels in June 2019 were
used 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 and
NAF-04 in June 2019 (Figure 9-1). Groundwater elevations infer groundwater will flow radially
away from the groundwater mound. Groundwater in the Perched Zone appears to be controlled by
topography 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).

TR0795 39 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 the
Site 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 the
Surficial 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 the
south 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 a
discharge boundary for the Black Creek Aquifer.
Groundwater elevations from synoptically measured water levels at co-located wells were used to
compute 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 gradients
were 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. Vertical
gradients 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 foot
thick 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 are
present 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 this
specific 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

TR0795 40 September 30, 2019
River the Old Outfall 002 may potentially recharge groundwater in areas where the Old Outfall is
in contact with the Black Creek Aquifer.
The influence of groundwater gradients will be further assessed in the numerical groundwater
model 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 be
collected.
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. Results
from 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 elevated
turbidity 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 9-
8. 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 for
Willis Creek, Seeps A, B, C, and D, and the Old Outfall 002. For other PFAS compounds, more
than 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 for
hydrogeological 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 9-
5). Table 9-5 is organized into three PFAS signature categories reflecting three release pathways
to soil and groundwater identified in Section 4.2.2:

TR0795 41 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. This
signature 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 PMPA
PFAS 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 the
present outfall conveyance or prior to 2012 the Old Outfall 002 (Figure 4-1). In MW-24 the
concentration 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 composition
of 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 to
evaluate 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 a
location of leakage from historical process water sewer lines (See Figure 9-6). Generally, the
concentration of PMPA decreases with distance from the Monomers IXM Area.
Meanwhile, PFMOAA most appears to be associated with releases from conveyance of process
water along the terracotta pipe and then to the WWTP and Outfalls. Figure 9-7 shows that the

TR0795 42 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 and
equally 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 the
present 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 and
PFMOAA 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 elevated
perched zone and surficial zone concentrations and Seep and Old Outfall detections. Figure 9-9
also 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 in
these 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. Results
from 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, suggesting

TR0795 43 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 groundwater
flow 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 this
area.
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 12
were detected in at least one sample. The most frequently detected Table 3+ compounds with
concentration 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 at
least one sample.
Spatially, the highest concentrations were observed at Bladen-1D (closest to the Site) and the
lowest 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 the
concentrations 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 been
potentially 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 and
offsite well drilling. This water had a detection of PMPA at 130 ng/L, HFPO-DA at 17 ng/L,

TR0795 44 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 with
PMPA 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.

TR0795 45 September 30, 2019
10. SUMMARY OF CURRENT CONCEPTUAL SITE MODEL
The 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 these
groundwater-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 have
influenced the hydrogeology of the Site. The geology of the Site is depicted in a series of cross
sections 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 the
bluff, 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 a barrier 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 boring logs 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 to
have eroded the Perched Clay Unit enabling downward migration of groundwater off the
western edge of the Perched Zone.
3. Surficial Aquifer. The Surficial Aquifer is an unconfined silty sand aquifer lying atop the Black 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) and
discharges into them as seeps. The Surficial Aquifer is interpreted to be in contact with the Black 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 groundwater flow.

TR0795 46 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 based
on 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 and
Black 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 grained sands. 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 only transmissive groundwater zone at Site in contact with the Cape Fear River. Groundwater in 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 geological sequence under the western portion of the manufacturing area. This erosional feature potentially enables cross formational flow of water from the Perched Zone, through the Surficial 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 gradually
and radially away for the source. Meanwhile releases of water result in point sources and plumes

TR0795 47 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 and
hydrogeology.
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 of
offsite Table 3+ PFAS in groundwater originate from emissions to air followed by association with
particulates in air and then subsequent aerially deposition leading to infiltration through the
unsaturated 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. Here
again, with increasing distance away from the Site HFPO-DA concentrations decrease (Figure 4-
2A and B).
With the data collected to date, PFMOAA appears to be the Table 3+ PFAS most representative
of 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 and
prior to 2017 along the terracotta pipe and potentially along other parts of the conveyance network
that transferred process water through the terracotta pipe, to the wastewater treatment plant, then
to 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 of
known 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 by
geology 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 and
Cape Fear River samples were juxtaposed against the identified PFAS signatures in Table 10-1
described earlier in Section 9.2.2. Observations include:
• The 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

TR0795 48 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 process water signatures with relatively larger concentrations for PFMOAA and Byproduct 5 compared to Georgia Branch Creek. Willis Creek is adjacent the Site, and some water from the 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 a resemblance 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 and
Kings 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 in
groundwater at the Site. Directly under the manufacturing areas PFAS released to soil and
groundwater have led to the formation of high PFAS concentration groundwater seeps to the east
of 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 the
western 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 the
numerical 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 the
contribution of different transport pathways to overall mass loading of PFAS originating from the

TR0795 49 September 30, 2019
facility to the Cape Fear River. Pathways contributing to loading are shown in Figure 10-6 and
listed below as follows:
Transport Pathway 1: Upstream Cape Fear River and Groundwater – pathway is
comprised 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 non-
Chemours process water and (iii) Site stormwater which are then
discharged 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 from
the facility that discharge into the Cape Fear River;
Transport Pathway 7: Old Outfall 002 – Groundwater discharge to Old Outfall 002 and
stormwater 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 and
aerial 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 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 Old Outfall 002 and Seeps (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

TR0795 50 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
Total Table 3+ Estimated Loading Percentage per Pathway per Event 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%

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 more
variability;
• 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 under-predicted compared to actual flow rates.
Geosyntec will be refining the mass loading model through upcoming quarterly sampling events
and 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;

TR0795 51 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).

TR0795 52 September 30, 2019
11. CONCLUSIONS
This On and Offsite Assessment Report and the 25+ reports it relies upon provide sufficient data
such 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) and
discharging 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 of
individually 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 potentially
present 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 the
installation 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

TR0795 53 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 to
residents 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 then
discharge 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 in
groundwater from the Site originating from process water releases. The aerially deposited fraction
of 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, 2019
as 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) direct
discharge of Black Creek Aquifer groundwater to the Cape Fear River. Control measures under
consideration include hydraulic containment, in situ sorptive remedies, or in situ treatment
remedies or some combination thereof.

TR0795 54 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, and
Peedee 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 to
Consent 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.

TR0795 55 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 and
Evaluation 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 and
distribution 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 Fayetteville
Works. February 8, 2017.
North Carolina Climate Office, 2019. Data retrieved from the NC Climate Retrieval and Observations 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.

TR0795 56 September 30, 2019
OECD, 2004. OECD Guidelines for the Testing of Chemicals. Partition Coefficient (n-
octanol/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 Fayetteville
Works 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.

TR0795 57 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, and
New York—Summary: US Geological Survey Professional Paper.
Visscher, P. T., C. W. Culbertson and R. S. Oremland, 1994. "Degradation of trifluoroacetate in
oxic 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- and
Perfluoroalkyl 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 and
Remediation, 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).

TR0795
TABLES

TABLE 2-1
SOIL AND GROUNDWATER ANALYTICAL METHODS - PFAS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
HFPO-DA* Hexafluoropropylene oxide dimer acid
PEPA Perfluoroethoxypropyl carboxylic acid
PFECA-G Perfluoro-4-isopropoxybutanoic acid
PFMOAA Perfluoro-2-methoxyaceticacid
PFO2HxA Perfluoro(3,5-dioxahexanoic) acid
PFO3OA Perfluoro(3,5,7-trioxaoctanoic) acid
PFO4DA Perfluoro(3,5,7,9-tetraoxadecanoic) acid
PMPA Perfluoromethoxypropyl carboxylic acid
Hydro-EVE Acid Perfluoroethoxsypropanoic acid
EVE Acid Perfluoroethoxypropionic acid
PFECA B Perfluoro-3,6-dioxaheptanoic acid
R-EVE R-EVE
PFO5DA Perfluoro-3,5,7,9,11-pentaoxadodecanoic acid
Byproduct 4 Byproduct 4
Byproduct 5 Byproduct 5
Byproduct 6 Byproduct 6
NVHOS Perfluoroethoxysulfonic acid
PES Perfluoroethoxyethanesulfonic acid
PFESA-BP1 Byproduct 1
PFESA-BP2 Byproduct 2
PFBA Perfluorobutanoic acid
PFDA Perfluorodecanoic acid
PFDoA Perfluorododecanoic acid
PFHpA Perfluoroheptanoic acid
PFNA Perfluorononanoic acid
PFOA Perfluorooctanoic acid
PFHxA Perfluorohexanoic acid
PFPeA Perfluoropentanoic acid
PFTeA Perfluorotetradecanoic acid
PFTriA Perfluorotridecanoic acid
PFUnA Perfluoroundecanoic acid
PFBS Perfluorobutanesulfonic acid
PFDS Perfluorodecanesulfonic acid
PFHpS Perfluoroheptanesulfonic acid
PFHxS Perfluorohexanesulfonic acid
PFNS Perfluorononanesulfonic acid
PFOS Perfluorooctanesulfonic acid
PFPeS Perfluoropentanesulfonic acid
10:2 FTS 10:2-fluorotelomersulfonic acid
4:2 FTS 4:2 fluorotelomersulfonic acid
6:2 FTS 6:2 fluorotelomersulfonic acid
8:2 FTS 8:2 fluorotelomersulfonic acid
NEtFOSAA NEtFOSAA
NEtPFOSA NEtPFOSA
NEtPFOSAE NEtPFOSAE
NMeFOSAA NMeFOSAA
NMePFOSA NMePFOSA
NMePFOSAE NMePFOSAE
PFDOS Perfluorododecanesulfonic acid
PFHxDA Perfluorohexadecanoic acid
PFODA Perfluorooctadecanoic acid
PFOSA 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
Table 3+ Lab SOP
EPA Method 537 Mod
Common Name Chemical Name
Analytical Method Chemical Parameter
TR0795 Page 1 of 1 September 2019
TABLE 4-1CLASSIFICATION OF TABLE 3+ PFASChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C. aR-C=CaaR-CO2HbR-SO3HcPPF Acid Perfluoropropionic acid 422-64-0C3HF5O2Per 0 Linear ---- --MMF Difluoromalonic acid 1514-85-8C3H2F2O4Per 0 Linear ----DFSA Difluoro-sulfo-acetic acid 422-67-3C2H2F2O5SPer 0 Linear --HFPO-DAHexafluoropropylene oxide dimer acid13252-13-6C6HF11O3Per 1 Branched ---- --PFECA-GPerfluoro-4-isopropoxybutanoicacid801212-59-9C7H1F13O1Per 1 Branched ---- --MTPPerfluoro-2-methoxypropanoicacid93449-21-9C4H4F4O3Poly 1 Linear ---- --StructurePFAS without ether linkagesPer- and polyfluoroalkyl ether carboxylic acids (PFECAs)Common Name Chemical Name CAS # FormulaDegree of FluorinationEther BondsIsomer typeFunctional GroupsDiproticdTR0795Page 1 of 4 September 2019
TABLE 4-1CLASSIFICATION OF TABLE 3+ PFASChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C. aR-C=CaaR-CO2HbR-SO3HcStructureCommon Name Chemical Name CAS # FormulaDegree of FluorinationEther BondsIsomer typeFunctional GroupsDiproticdPMPAPerfluoromethoxypropylcarboxylic acid13140-29-9C4HF7O3Per 1 Branched ---- --PEPAPerfluoroethoxypropylcarboxylic acid267239-61-2C5HF9O3Per 1 Branched ---- --PFMOAA Perfluoro-2-methoxyacetic acid 674-13-5C3HF5O3Per 1 Linear ---- --PFO2HxA Perfluoro(3,5-dioxahexanoic) acid 39492-88-1C4HF7O4Per 2 Linear ---- --PFECA BPerfluoro-3,6-dioxaheptanoicacid151772-58-6C5HF9O4Per 2 Linear ---- --PFO3OAPerfluoro(3,5,7-trioxaoctanoic)acid39492-89-2C5HF9O5Per 3 Linear ---- --PFO4DAPerfluoro(3,5,7,9-tetraoxadecanoic)acid39492-90-5C6HF11O6Per 4 Linear ---- --TR0795Page 2 of 4 September 2019
TABLE 4-1CLASSIFICATION OF TABLE 3+ PFASChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C. aR-C=CaaR-CO2HbR-SO3HcStructureCommon Name Chemical Name CAS # FormulaDegree of FluorinationEther BondsIsomer typeFunctional GroupsDiproticdPFO5DAPerfluoro-3,5,7,9,11-pentaoxadodecanoic acid39492-91-6C7HF13O7Per 5 Linear ---- --Hydro-EVEAcidPerfluoroethoxsypropanoicacid773804-62-9C8H2F14O4Poly 2 Branched ---- --EVE AcidPerfluoroethoxypropionicacid69087-46-3C8HF13O4Per 2 Branched-- --R-EVE R-EVE N/AC8H2F12O5Per 1 Branched ----PESPerfluoroethoxyethanesulfonicacid113507-82-7C4HF9O4SPer 1 Linear -- ----NVHOSPerfluoroethoxysulfonicacid1132933-86-8C4H2F8O4SPoly 1 Linear -- ----Byproduct 6 Byproduct 6 N/AC6H2F12O4SPoly 1 Branched -- ----Per- and polyfluoroalkyl ether sulfonic acids (PFESAs)TR0795Page 3 of 4 September 2019
TABLE 4-1CLASSIFICATION OF TABLE 3+ PFASChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C. aR-C=CaaR-CO2HbR-SO3HcStructureCommon Name Chemical Name CAS # FormulaDegree of FluorinationEther BondsIsomer typeFunctional GroupsDiproticdByproduct 2 Byproduct 2 749836-20-2C7H2F14O5SPoly 2 Branched -- ----PFESA-BP1 Byproduct 1 29311-67-9C7HF13O5SPer 2 Branched----Byproduct 4 Byproduct 4 N/AC7H2F12O6SPer 1 Branched --Byproduct 5 Byproduct 5 N/AC7H3F11O7SPoly 2 Branched --Notes:b Carboxylic acid functional groupc Sulfonic acid functional groupd Compound with two acid functional groupsPer- and polyfluoroalkyl ether sulfonic and carboxylic acids (PFES-CAs)a Carbon double bond functional groupTR0795Page 4 of 4 September 2019
TABLE 5-1PUBLIC/ COMMUNITY WATER SUPPLY WELLSChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.PWS ID Location Name Address City Location Description 1 Location Description 2 Depth (feet)Distance from Site (miles)Usage0326127BROOKWOOD COMM WTR SYSTEM6902 SANDBRIDGE DRIVE FAYETTEVILLESHENANDOAH, JUSTIN CT- 5718 JUSTIN COURT AWAY FROM FENCE.OFFICE AT THE END OF BRYANSTONE WAY 80 14.9Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326341STONEY POINT WS/FAYETTEVILLE PWC- FAYETTEVILLE STONEY POINT & ROUSE DR SR 2986 OFF SR 1112 90 13.0Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.5026009CRYSTAL SPRINGS CHAPEL 1400 CRYSTAL SPRINGS RD FAYETTEVILLE NEXT TO PARKING AREAON CRYSTAL SPRINGS ROAD APPROX 1/2MILES OIW CAMDEN ROAD30 12.5Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326310RAINTREE MHP 3580 STATE ST FAYETTEVILLE BEHIND MHP@PLAYGOURND OFF CAMDEN RD AT END OF STATE STREET 100 12.1Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326143COPELAND ACRES S/D 583 REILLY RD FAYETTEVILLE OFF CRAMER IN POWER LINE EASEMENTCAMDEN ROAD & ORION DRIVE - 1 MI EAST OF HOPE MILLS ROAD75 12.1Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326428MACEDONIA BAPTIST CHURCH5064 MACEDONIA CHURCH RD FAYETTEVILLE IN FRONT OF OLD FELLOWSHIP HALLSR2013 .4MI N OIW NC210 - 5064 MACEDONIA CHURCH RD- 11.9Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326924KINGDOM HALL (SR-2008) JUDSON CHURCH ROAD FAYETTEVILLE @ NW CORNER OF CH IN REAR, BELOW GRADE SR2008 0.6MI NE OIW NC53L BEHIND JUDSON CH RD - 11.8Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326548FANTASY LAKE 5869 PERMASTONE DR HOPE MILLSAT EQUIPMENT SHED PAST LOCKED GATE, EAST SIDE OF LAKE@END OF PERMASTONE DRIVE OFF GOLFVIEW DR W OF HOPE MILLS323 11.5Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326955STRICKLAND GROCERY NO 2 5205 NC HWY 210 S STEDMAN NEXT TO ROAD AT THE Y OF NC210 & SR2018 - 11.5Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326411CHURCH OF GOD OF PROPHECY5371 NC 210 S STEDMANN SIDE OF CH NEXT TO REAR DOOR TOWARDS PARKING LOTNC 210- 0.1MI SE OIW SR2018 - 11.4Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.5026029DOLLAR GENERRAL STORE #159842222 CEDAR CREEK RD FAYETTEVILLE FRONT RIGHT CORNER OF PARKING LOTN ON GREEN ST RT ON GROVE ST RT ON CEDAR CREEK RD33 11.4Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326143COPELAND ACRES S/D 583 REILLY RD FAYETTEVILLE OFF BURGAW DRIVECAMDEN ROAD & ORION DRIVE - 1 MI EAST OF HOPE MILLS ROAD85 11.4Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.5026017ST JUDE BAPTIST CHURCH 3600 ACORDIA LN HOPE MILLS BESIDE CHURCH NEAR PARKING AREA END OF ACORDIA LN OFF LEGION RD 91 11.2Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326342TANGLEWOOD ESTATES S/D HWY 301 FAYETTEVILLE BACK OF DEVELOPMENT HWY 301 PAST INTERSECTION WITH AIRPORT RD 75 11.0Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326342TANGLEWOOD ESTATES S/D HWY 301 FAYETTEVILLE FRONT OF DEVELOPMENT IN MH SALES LOT HWY 301 PAST INTERSECTION WITH AIRPORT RD 120 11.0Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326796NC PRODUCTS OF FAYETTEVILLE3960 CEDAR CREEK ROAD FAYETTEVILLE BACK OF SITE/ NORTH SIDE NC 53 0.3 MI S OIW NC210 R 74 10.2Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.5326406HERITAGE BIBLE FELLOWSHIP4519 CALICO ST HOPE MILLS NORTH EAST CORNER OF LOT ON CALICO ROAD 1/2 MILE OFF CAMDEN ROAD - 9.9Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326776THE ARC OF HOPE MILLS 4124 PEACAN DRIVE HOPE MILLS AT REAR OF REST HOMEON CAMERON RD APPX 1/2 MILE FROM HOPE MILL CITY LIMITS200 9.8Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326302LAZY ACRES CAMPGROUND 821 LAZY ACRES STREET FAYETTEVILLE BEHIND OFFICE 821 LAZY ACRES ST - OFF SR-2341 .3MI OIW SR-2219 69 9.7Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326701VFW POST 670 3928 DOC BENNET FAYETTEVILLE RD REAR OF VFW LOT SE CORNER2MI NO OIW NC 87 AND DOC BENNETTE RD NEAR AIRPORT65 9.7Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326570MT CALVARY MISSIONARY BAPTIST3398 DOC BENNETT RD FAYETTEVILLE IN FRONT OF CHURCHON DOC BENNETT RD APPROX .1MI W OIW I-95 SOUTH -- 9.4Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326516SHORT STOP #63 - FAYETTEVILLE AT REAR OT STORE HWY 53 IOW TABOR CHURCH RD - 9.1Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326538CEDAR CREEK BAPTIST CHURCH4170 TABOR CHURCH ROAD FAYETTEVILLE NEXT TO BALL FIELD @OLD WELLON SR 2033 JUST OFF NC 53 INTER WITH THE CONVIENCE STORE - 4170 TABOR CHURCH RD455 9.0Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.5326413FED EX FREIGHT - HOPE MILLS S OF BLDG NEXT TO FENCEON SERVICE RD OFF NC 301S SO OF HOPE MILLS EXIT NC 301- 8.9Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326864GREATER FIRST BAPTIST CHURCH3398 MCKINNON RD FAYETTEVILLE E OF CH NEXT TO DRIVEWAYOFF MCKINNIN RD 1/2 MILE FROM INTER WNC53 CEDAR CK COMM- 8.8Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.5026028NEW VISION CHRISTIAN CHURCH6111 MCDONALD RD PARKTON IN FORNT OF CHURCH ON MCDONALD RD, APPX 1 MILE W ON US 301 - 8.7Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326865GREGORY POOLE EQUIPMENT CO5663 US 301 S HOPE MILLS - 1 MILE S OIW US 301 & CHICKEN FOOT ROAD78 8.7Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0378030SAINT PAULS, TOWN OF 110 WEST MCLEAN ST ST PAULS ODOM RD WATER TREATMENT PLANT 321 8.6Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326687UNION OAK AME ZION CHURCH6142 HIGHWAY 301 SOUTH HOPE MILLS SOUTH OF CHURCH NEXT TO FIELD NEAR CO LINE ON NC 301 - 8.5Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0378030SAINT PAULS, TOWN OF 110 WEST MCLEAN ST ST PAULS WATER TREATMENT PLANT 142 8.4Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0309040TAR HEEL WATER CORP - TAR HEEL SR 2354 MAIN ST-0.2 M S OF ARMFIELDOFF HWY 87 IN TARHEEL 135 8.3Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.TR0795Page 1 of 3September 2019
TABLE 5-1PUBLIC/ COMMUNITY WATER SUPPLY WELLSChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.PWS ID Location Name Address City Location Description 1 Location Description 2 Depth (feet)Distance from Site (miles)Usage0378030SAINT PAULS, TOWN OF 110 WEST MCLEAN ST ST PAULS CLARK ST WATER TREATMENT PLANT 340 8.1Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326503MT 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- 7.9Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.5078003MARSHLACK MHP #1 - PARKTON AT THE END OF SOUTHERN COMFORT DRAT SOUTHERN COMFORT AIR RANCH LITTLE MARSH RD OFF HWY 301 SOUTH. ROBESON/CUMBERLAND CO LINE100 7.8(State Def) 2+ systems that are adjacent, owned or operated by same supplier of water, and together serve 15+ connections or 25+ people.5078004MARSHLACK MHP #2ROBESON CUMBERLAND AND CO LINEPARKTON AT THE END OF SOUTHERN COMFORT DRAT SOUTHERN COMFORT AIR RANCH LITTLE MARSH RD OFF HWY 301 SOUTH SOUTH SLIGHTLY NORTH WEST OF PROPERT100 7.8(State Def) 2+ systems that are adjacent, owned or operated by same supplier of water, and together serve 15+ connections or 25+ people.0309040TAR HEEL WATER CORP - TAR HEEL HWY 87 JUST NORTH OF SCHOOL OFF HWY 87 IN TARHEEL 115 7.5Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326572BAPTIST UNION MISSIONARY BAPTIST CHURCH1483 SAND HILL RD HOPE MILLS REAR OF CHURCH IN BRICK WELLHOUSEON SR2238 SANDHILL RD APPX .5MI E OIW SR2239 SANDHILL RD60 7.3Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0309523CAPE FEAR SCOUT RESERVATION13165 HWY 53 WEST WHITE OAK BEHIND RANGERS HOME ON NC 53 APPROX 2 MILE N OF WHITE OAK 98 7.3Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0309527SMITHFIELD FARMLAND CORP-TAR HEEL DIV15855 NC 87 W - 9307 TAR HEEL EAST OF PLANT HWY 87 N OF TAR HEEL 1 M 410 7.1Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0309527SMITHFIELD FARMLAND CORP-TAR HEEL DIV15855 NC 87 W - 9307 TAR HEEL AT REAR OF LAGOON BETWEEN W01 AND WO2 HWY 87 N OF TAR HEEL 1 M 400 7.0Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0309527SMITHFIELD FARMLAND CORP-TAR HEEL DIV15855 NC 87 W - 9307 TAR HEEL SO OF PLANT BELOW LAGOON HWY 87 N OF TAR HEEL 1 M 409 6.8Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0309527SMITHFIELD FARMLAND CORP-TAR HEEL DIV15855 NC 87 W - 9307 TAR HEEL IN FRONT OF PLANT NEAR HWY 87 HWY 87 N OF TAR HEEL 1 M - 6.8Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0326167GRAY`S CREEK MHP - FAYETTEVILLE BEHIND PUMMILL RESIDENCE 87 SOUTH 1MILE FROM SR 2238 70 6.5Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326167GRAY`S CREEK MHP - FAYETTEVILLE AT FRONT BESIDE PRESSURE TANK 87 SOUTH 1MILE FROM SR 2238 63 6.5Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326737SHERWOOD PRESBYTERIAN CHURCH4857 NC HWY 87 SOUTH FAYETTEVILLE FRONT OF CHURCH NC87 0.3 MI S - SR2220 L - 4857 NC 87 S - 6.4Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0309527SMITHFIELD FARMLAND CORP-TAR HEEL DIV15855 NC 87 W - 9307 TAR HEEL BEHIND TRUCK SCALES, N SIDE OF PLANT HWY 87 N OF TAR HEEL 1 M 410 6.4Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0378055ROBESON COUNTY WATER SYSTEM265 MCGIRT RD MAXTON HWY 20 0.5MI E OIW SR 1907 SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT 170 6.3Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0309527SMITHFIELD FARMLAND CORP-TAR HEEL DIV15855 NC 87 W - 9307 TAR HEELBEHIND CAROLINA COLD STORAGE ABOUT 300 FT W OF OLD W5AHWY 87 N OF TAR HEEL 1 M 405 6.1Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0326445TABOR UNITED METHODIST CHURCH6112 TABOR CHURCH ROAD FAYETTEVILLE FRONT OF CHURCH, TOWARDS ROAD; BELOW GRADE SR 2023 0.1 MI S OIW SR 2229 - 6.0Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326853FIRST UNITED BAPT CH GRAYS CK2002 CHICKEN FOOT RD HOPE MILLS FRONT LEFT OF CHURCH HWY 59 1.5MI EAST OIW 301 SO ON RIGHT - 6.0Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0309060BLADEN CO WTR DIST-EAST BLADEN- WHITE LAKE HWY 53 AT SR 1327US 701 NTH SR 1796 OFFICE-AGRICULTURE RD ELIZTOWN245 6.0Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0309527SMITHFIELD FARMLAND CORP-TAR HEEL DIV15855 NC 87 W - 9307 TAR HEEL WEST SIDE OF HWY 87 N OF PLANT HWY 87 N OF TAR HEEL 1 M 380 5.7Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0326973MJ TAYLOR CATERING & PARADISE1965 JOHN MCMILLIAN RD HOPE MILLSBEHIND HOME OFFICE @DRIVEWAY, IN OLD PASTURE AREA3 MILES FROM I-95S JUST OFF CHICKEN FOOT RD ON SR 2242 JOHN MCMILLIAN RD90 5.6Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.5009012BLADEN BLUFFS WATER SYSTEM17014 HWY 87 TAR HEEL INSIDE THE PERIMETER WHERE PLANT IS LOCATEDHWY 87S TO TAR HEEL. THE PLANT IS ON THE OPPOSITE SIDE OF SMITHFIELD PLANT- 5.5Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0309527SMITHFIELD FARMLAND CORP-TAR HEEL DIV15855 NC 87 W - 9307 TAR HEEL EAST SIDE OF HWY 87 NORTH OF PLANT HWY 87 N OF TAR HEEL 1 M 410 5.5Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0326682SAVANNAH BAPTIST CHURCH - FAYETTEVILLE FRONT OF CHURCH NEXT TO OLD WELL SR2023 1.3MIL S OIW SR2230 L - 5.1Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326536GRAYS CREEK BAPTIST CHURCH4750 GRAYS CREEK CHURCH RDHOPE MILLS FRONT OF CHURCH, NEXT TO PARKING AREANC HWY 875, LEFT ON BLOSSOM RD, RIGHT ON GRAYS CREEK CHURCH RD.- 4.8Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326733CUMBERLAND UNION BAPTIST CH6957 TABOR CHURCH RD FAYETTEVILLE FRONT OF CH BELOW GROUNDSR2023 0.1 MI S OIW SR2228 L - 7096 TABOR CHURCH RD- 4.7Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0378055ROBESON COUNTY WATER SYSTEM265 MCGIRT RD MAXTON 4379NC20HWY(ACROSS FOR ROCCO) SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT 146 4.4Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0378055ROBESON COUNTY WATER SYSTEM265 MCGIRT RD MAXTON HWY 20 BY RAILROAD TRACK SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT 113 4.2Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.TR0795Page 2 of 3September 2019
TABLE 5-1PUBLIC/ COMMUNITY WATER SUPPLY WELLSChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.PWS ID Location Name Address City Location Description 1 Location Description 2 Depth (feet)Distance from Site (miles)Usage5026008GRAY`S CREEK CHURCH OF GOD4018 CHICKEN FOOT ROAD ST. PAULS NORTH SIDE OF CHURCH CHICKEN FOOT RD, APPX 5 MILES S. OF HOPE MILLS - 4.1Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0378055ROBESON COUNTY WATER SYSTEM265 MCGIRT RD MAXTON NC 20 PECAN ORCHARD SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT 106 4.1Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326860SHORT TRIP 3634 CHICKENFOOT RD HOPE MILLS NEAR OLD WELL #2, BEHIND PINE TREES ON CHICKEN FOOT ROAD 39 4.1Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326810ALDERMAN ROAD ELEMENTARY2860 ALDERMAN RD FAYETTEVILLE WEST SIDE OF SCHOOL BETWEEN NC87 & SCHOOL RD 80 4.0Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.0378055ROBESON COUNTY WATER SYSTEM265 MCGIRT RD MAXTON NC 20 HAYFIELD SR1308 OFF HWY 71 AT CAMPBELL SOUP PLANT 110 4.0Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.0326627GRAYS CREEK ELEM SCHOOL GRAY`S CREEK SCHOOL ROAD HOPE MILLS RIGHT OF BLDG 2964 SCHOOL RD 84 4.0Serves at least 25 of the same persons 6+ months per year. ex. schools, daycares, industries.5009010MURPHY-BROWN SANITATION-TARHEEL1023 PURDE HALL RD TAR HEEL BEHIND HYDRO TANK HOUSE OFF PURDE HALL RD S OF IO NC 20 AND PURDE HALL - 3.9Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.5009010MURPHY-BROWN SANITATION-TARHEEL1023 PURDE HALL RD TAR HEEL NORTH OF WELL HOUSE EDGE OF SITE OFF PURDE HALL RD S OF IO NC 20 AND PURDE HALL - 3.9Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326974THE CREEK BAR & GRILL 4351 CHICKENFOOT RD ST PAULS REAR OF RESTAURANT NW CORNER6.6 MILES OFF I95 ON SR 2252 CHICKEN FOOT RD - 4351 CHICKENFOOT RD- 3.9Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326571MARVIN UNITED METHODIST CHURCH6740 NC 87 SOUTH FAYETTEVILLEE OF CHURCH NEXT TO DRIVEWAY TOWARDS HIGHWAYINTER OF NC 87 AND SR 1500 NEAR BALDEN CO. LINE - 3.6Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0309055BLADEN CO WTR DIST-WEST BLADEN-272 SMITH CIRCLE ELIZABETHTOWN SR 1300 1 MI NORTH NORTH OIW HWY 20 WESTERN PART OF BLADEN CO 98 3.0Serves 15+ connections or regularly serves 25+ year-round residents. ex. cities, towns, subdivisions.5026014CHARITY BAPTIST CHURCH 5923 SHILOAH CHURCH DRIVE FAYETTEVILLE IN FRONT OF CHURCHJUST OFF NC 87 SOUTH OF FAYETTEVILLE SHILOAH CH DR60 2.5Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326569MT VERNON BAPTIST CHURCH3184 COUNTY LINE RD FAYETTEVILLE FRONT OF CHURCHON CO. LINE ROAD APPX 3 MILES FROM CHICKENFOOT ROAD - 3184 COUNTY LINE RD- 2.2Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.0326735WILLIS CREEK AME ZION CHURCH- FAYETTEVILLE WITHIN 3' OF WELL #1 NC 87 SOUTH 4MI. OIW SR 2232 - 1.8Serves 25+ people at least 60 days per year. ex. restaurants, churches, DOT rest areas.NotesInformation 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 availableTR0795Page 3 of 3September 2019
TABLE 6-1SUMMARY OF FINDINGS OF GEOLOGIC MAPPING STUDYChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Map ID Station ID Latitude LongitudeEstimated Elevation (ft NAVD 88)Unit Outcrop TypeThickness(ft)Major Lithology Minor LithologyStrike Dip Type Notes1.1*320 4 Bedding1.2*219 56 Joint2.1*50 7 Bedding2.2*50 21 Bedding2.3*49 24 Bedding3.1*24 10 Bedding3.2*25 11 Bedding3.3*128 71 Joint4 4.1 34.84989 -78.82850 86 Surficial Aquifer Bench 1gray blue sandstoneNA 351 20 BeddingBench of quartz-rich, poorly graded, angular clasts, medium- to coarse-grained sand.5 5.1 34.85442 -78.84142 65Black Creek Confining UnitCreek bed 1 gray/black clay NA NM NM NM Dark gray, massive clay in creek bed.6 6.1 34.85444 -78.84168 73Black Creek Confining UnitCreek bed 1 gray/black clay NA NM NM NM Dark gray, massive clay in creek bed.7 7.1 34.85437 -78.84213 73Black Creek Confining UnitTree Root Ball ~10 gray/black clay NA NM NM NMOutcrop inaccessible but appears to be dark gray, massive clay in creek bed.8.1 8.1 34.85494 -78.83748 59Black Creek Confining UnitCreek bed 1 gray/black clay NA NM NM NM Dark gray, massive clay in creek bed.8.2 8.2 34.85515 -78.83779 55Black Creek Confining UnitCreek bed gray/black clay NA NM NM NM Dark gray, massive clay in creek bed.9 9.1 34.83764 -78.83535 120 Perched Aquifer Stream Cut Wall 1 sand clay81 7 BeddingReddish tan, fine- to medium-grained sand with 1 foot thick interbedded dark gray clay layer.10 10.1 34.83678 -78.83484 105 Perched Clay Stream Cut Wall 4 clay NA 52 5BeddingDark gray, thinly bedded clay with trace mica. First clay exposure since last station.11 11.1 34.83559 -78.83350 90 Perched Clay Stream Cut Wall 1.5 clay NA 427 BeddingLight gray (top 6 inches) and dark gray, fat clay. Lithology is similar to station 10.1 and 11.1. gray/black clay lignite chips Ledge of dark gray, moderately plastic clay with lignite chips. No other outcrops were observed downstream.Ledge of fat gray clay with local orange discoloration and trace mica. Bedding is locally massive. Contact of sand observed above clay across creek.3 34.85151 -78.82937 76Black Creek Confining UnitLedge w/ Waterfall 7 gray/black clay NALedge/waterfall outcrop of tan, thinly bedded sand observed above dark gray clay. Local surficial weathering. Ledge 3 gray/black clay NALedge 42 34.85152 -78.82936 77Black Creek Confining Unit1 34.85156 -78.82931 77Black Creek Confining UnitTR0795Page 1 of 4September 2019
TABLE 6-1SUMMARY OF FINDINGS OF GEOLOGIC MAPPING STUDYChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Map ID Station ID Latitude LongitudeEstimated Elevation (ft NAVD 88)Unit Outcrop TypeThickness(ft)Major Lithology Minor LithologyStrike Dip Type Notes12 12.1 34.83540 -78.83321 89 Perched Clay Stream Cut Wall 3.25 clay NA 88 BeddingLight gray (top 6 inches) and dark gray, fat clay. Lithology is similar to station 10.1. 13 13.1 34.83465 -78.83266 98 Surficial Aquifer Stream Cut Wall 6.5 silty clay NA 0 0 BeddingDark gray clay with silt component. Top 6 inches of outcrop is highly oxidized. Burrows observed.14.1**5 organic rich silt NA 0 0 Bedding Dark black, lignite-rich silt with trace clay.14.2**1.5 claystone NA NM NM NMInterlayered dark and light gray clay. Station was observed across stream from station 14.1, approximately 15 to 20 feet below elevation of 14.1. 15 15.1 34.83339 -78.83075 77 Surficial Aquifer Stream Cut Wall 4 sand clay NM NM NMWhite, poorly graded sand with cm- to mm-scale interlayers of black clay.16 16.1 34.83320 -78.83058 81Black Creek Confining UnitStream Cut Wall 7 clay sand 19 7 BeddingFat dark gray clay with mm- to cm-scale interlayers of sand. First large exposure of clay since 12.1 and 13.1. Appears to begin approximately 30 feet upstream of this station.17.1*0 0 Bedding17.2*7 85 Joint18 18.1 34.83301 -78.82951 81Black Creek Confining UnitStream 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 81Black Creek Confining UnitStream Cut Wall 2 clay NA 0 0 Bedding Dark gray, thinly bedded clay.20 20.1 34.83264 -78.82603 67Black Creek Confining UnitStream Cut Wall gray clay NA NM NM NMUnable to access outcrop but appears to be dark gray, fat clay.21 21.1 34.83292 -78.82626 69Black Creek Confining UnitStream Cut Wall light gray clay NA 0 0 BeddingGray, fat clay and interbedded sand with trace mica and lignite chips. Pieces of petrified wood observed upstream. 22 22.1 34.83335 -78.82749 73Black Creek Confining UnitStream Cut Wall light gray clay NA 0 0 BeddingLight gray clay and interbedded fine-grained, angular sand with abundant lignite chips.23.1*0 0 Bedding23.2*37 82 Joint23.3*320 89 Joint17 clay NADark gray, thinly bedded to massive clay with local oxidized surficial staining.Stream Cut WallStream Cut Wall15-20light to dark gray clayNALight to dark gray clay. Appears to be continuous from station 23.1. Multiple joint sets observed that show surficial weathering and horizontal bedding.23 34.83355 -78.82854 73Black Creek Confining UnitStream Cut Wall17 34.83308 -78.83014 82Black Creek Confining Unit14 34.83402 -78.83176 78 Surficial AquiferTR0795Page 2 of 4September 2019
TABLE 6-1SUMMARY OF FINDINGS OF GEOLOGIC MAPPING STUDYChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Map ID Station ID Latitude LongitudeEstimated Elevation (ft NAVD 88)Unit Outcrop TypeThickness(ft)Major Lithology Minor LithologyStrike Dip Type Notes24 24.1 34.83299 -78.82963 82Black Creek Confining UnitStream Cut Wall dark gray clay NA 0 0 Bedding Dark clay and interbedded fine-grained sand.25 25.1 34.83689 -78.82464 61Black Creek Confining UnitNR 2 clay NA 239 11 BeddingDark gray, thinly bedded clay. Identified as Seep D-D1 in Seep Investigation.26 26.1 34.84158 -78.82854 99 Perched Clay Waterfall 2 clay NA 210 10 BeddingDark gray with orange surficial staining, thinly bedded to massive clay. First observed outcrop of clay in seep B.27 27.1 34.84175 -78.82720 81Black Creek Confining UnitLedge 2.5 clay NA NM NM NMGray, massive, fat clay. Large petrified boulder observed. 28.1*238 19 Bedding28.2*115 23 Bedding28.3*265 87 Joint29 29.1 34.84415 -78.82675 67Black Creek Confining UnitNR 2 clay NA 224 9 BeddingDark gray, massive, lean clay, with iron-oxide surficial staining and small 1cm-scale interbedded sand laminations. First exposure observed on seep A. Seep A-6, A-130 30.1 34.84442 -78.82971 147 Perched Aquifer NRunconsolidated sandclay NM NM NMTan brown, fine- to medium-grained, unconsolidated sand. Identified as Seep A-7-B1 in Seep Investigation. 31 31.1 34.84424 -78.82683 68Black Creek Confining UnitNR 1 NA 0 0 BeddingDark gray clay with horizontal bedding. Identified as Seep A8 in Seep Investigation.32 32.1 34.84505 -78.82794 99 Surficial Aquifer NR 1 clayey sand NA NM NMNMRed-brown, massive clayey sand with nodules of claystone and siltstone in dry creek bed.33 33.1 34.84519 -78.82806 103 Surficial Aquifer NR 4 sand NA NM NM NMRed-brown, moist, fine- to coarse-grained sand with gravel sized quartz grains. Identified as Seep A-10.34 34.1 34.84543 -78.82876 125 Perched Clay NR 2-3 clay NA 87 8 BeddingRed-brown and orange, moist clay with interlayers of medium-grained sand.35 35.1 34.84575 -78.82959 136 Perched Clay NR 1 clay sand 269 8Reddish gray, clay overlying orange, medium- to coarse grained, hematite-rich sand and interbedded clay. 36 36.1 34.84860 -78.82790 62Black Creek Confining UnitNR 4 petrified wood NA NM NM NM4 foot in diameter, petrified tree trunk and dark red to gray, massive fat clay. Identified as Seep A-5.28 34.84184 -78.82665 75Black Creek Confining UnitWaterfall 10 clay NAWaterfall outcrop of dark gray, thinly bedded clay and interbedded fine-grained sand.TR0795Page 3 of 4September 2019
TABLE 6-1SUMMARY OF FINDINGS OF GEOLOGIC MAPPING STUDYChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Map ID Station ID Latitude LongitudeEstimated Elevation (ft NAVD 88)Unit Outcrop TypeThickness(ft)Major Lithology Minor LithologyStrike Dip Type Notes37 37.1 34.84860 -78.82799 65Black Creek Confining UnitNR 0.5 clay NA NM NM NM Dark red to gray, massive, fat clay.38 38.1 32.84858 -78.82819 72Black Creek Confining UnitNR 6-7 clay NA NM NM NMDark to light gray, intricately layer/interbedded clay and fine- to medium-grained sand.39 39.1 34.85524 -78.83652 53Black Creek Confining UnitNR 10 clay NA 352 46 JointLight to dark gray clay with cm-scale, fine-grained sand lenses throughout with local lignite layers. Outcrop is approximately 100 feet in length.40 40.1 34.85582 -78.83624 54Black Creek Confining UnitNR 3.5 clay NA 0 0 BeddingLight to dark gray clay with cm-scale, fine-grained sand lenses throughout with local lignite layers. Outcrop is approximately 70 feet in length.41 41.1 34.85572 -78.83624 53Black Creek Confining UnitNR 10 clay NA 0 0Light to dark gray clay with cm-scale, fine-grained sand lenses throughout with local lignite layers. Outcrop is approximately 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 System9. Abbreviations:ft - feetNAVD 88 - North American Vertical Datum of 1988 NA - not applicableNM - not measuredNR - not recordedTR0795Page 4 of 4September 2019
TABLE 6-2BLACK CREEK AQUIFER HPT/EC AND SITE BORING LOCATIONSChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.LocationNorthing(ft NAD83)Easting(ft NAD83)Ground Surface Elevation (ft NAVD88)Total depth (ft bgs)Location notesHP-1 400,542.77 2,051,769.54 53 45 co-located with PIW-1 soil boringHP-2 399,790.41 2,050,646.37 142 62 co-located with BCA-01HP-3 399,855.35 2,052,002.66 51 36HP-4 399,557.56 2,052,156.19 49 33 co-located with LTW-01HP-5 399,072.61 2,052,255.15 49 41HP-6 398,840.96 2,052,354.26 48 47 co-located with LTW-02HP-7 398,622.53 2,051,900.10 76 13.5HP-8 398,122.18 2,052,551.75 49 39 co-located with LTW-03, PIW-6 soil boringHP-9 397,291.74 2,052,580.52 48 47 co-located with LTW-04HP-10 396,797.17 2,052,590.10 45 44 co-located with PIW-7 soil boringHP-11 396,461.16 2,052,738.02 48 48 co-located with LTW-05HP-12 396,160.77 2,052,239.55 77 55 co-located with PIW-9DHP-13 395,108.74 2,052,293.91 74 52 co-located with PIW-10 soil boringHP-14 397,002.02 2,052,566.93 46 45HP-15 396,640.14 2,052,695.99 45 48HP-16 395,745.63 2,052,301.19 70 50HP-17 398,518.90 2,051,952.48 72 38 co-located with PIW-5S and PW-10HP-18 398,293.08 2,052,261.92 46 44HP-19 397,889.29 2,052,569.27 50 47HP-20 398,154.53 2,052,324.27 47 45HP-21 398,820.85 2,052,095.97 48 46HP-22 398,965.01 2,052,327.94 50 37HP-23 399,254.49 2,052,205.62 50 35HP-24 399,707.38 2,052,092.32 50 32 co-located with PIW-3 soil boringHP-25 400,010.14 2,051,444.05 90 44HP-26 400,478.43 2,051,814.36 55 44HP-27 399,929.02 2,051,252.78 92 44 co-located with PIW-2 soil boringHP-28 399,842.95 2,050,933.40 118 42HP-29 395,470.22 2,052,350.89 70 45HP-30 395,945.14 2,052,345.55 69 43HP-32 396,411.92 2,052,674.49 44 45 co-located with PIW-8 soil boringPIW-1 Soil Boring 400,540.61 2,051,792.59 50.78 42.5PIW-2 Soil Boring 399,922.75 2,051,317.64 98.16 79PIW-3 Soil Boring 399,711.75 2,052,088.80 50.51 30PIW-4 Soil Boring 398,817.36 2,052,102.82 50.37 40PIW-5 Soil Boring 398,520.38 2,051,951.26 72.68 45PIW-6 Soil Boring 398,118.14 2,052,540.57 49.85 40PIW-7 Soil Boring 396,787.00 2,052,589.49 45.81 50PIW-8 Soil Boring 396,403.38 2,052,682.02 45.92 40PIW-9 Soil Boring 396,148.11 2,052,251.10 76.80 49PIW-10 Soil Boring 395,104.67 2,052,297.04 73.32 59Notes:4. LIDAR estimated ground surface elevations underestimate surveyed ground surface elevations by 0.4 - 1.0 feet. 5. Abbreviaitons:ft bgs - feet below ground surfaceft - feetNAD 83 - North America Datum 1983NAVD 88 - North American Vertical Datum of 1988 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 and processed by NC DOT - GIS Unit.Service URL:https://services.nconemap.gov/secure/rest/services/Elevation/DEM20ft_DEM/ImageServer last accessed 6-19-2019 23:243. 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.TR0795Page 1 of 1September 2019
TABLE 6-3 WELL CONSTRUCTION DETAILSChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Area Well IDNorthing(ft, NAD83)Easting (ft, NAD83)InstallationDateCasing ConstructionCasing Diameter(in)Well Casing Depth(ft)Screened Interval(ft)Filter Pack Interval(ft)Bentonite Seal Interval(ft)Grout Interval (ft)Ground Elevation (ft NAVD88)TOC Elevation(ft NAVD88)AquiferSampled BetweenJun 1, 2019 and Sept. 20, 2019?Onsite BCA-01399780.058 2050662.21911/20/2017 PVC 2 101.0 91 to 101 88 to 101 83 to 88 0 to 83143.26 146.3 Black Creek Aquifer YesOnsite BCA-02396242.322 2051062.20911/16/2017 PVC 2 102.0 92 to 102 89 to 102 84 to 89 0 to 84145.20 148.42 Black Creek Aquifer YesOnsite BCA-03R398582.23 2049522.2211/7/2018 PVC 2 98.0 88 to 98 85.1 to 98 98 to 108 / 82.5 to 85.1 0 to 82.5148.15 150.82 Black Creek Aquifer YesOnsite BCA-04395877.665 2047823.11111/28/2017 PVC 2 104.0 94 to 104 91 to 104 84 to 91 0 to 84147.07 150.24 Black Creek Aquifer YesOnsite FTA-01397907.5036 2049373.60911/14/2002 PVC 2 22.0 12.0-22.0 10.0-22.0 8.0-10.0 0.0-8.0147.20 150.63 Perched Zone YesOnsite FTA-02397786.4293 2049206.27111/13/2002 PVC 2 12.0-22.0 11.5-21.5 9.5-21.5 7.5-21.5 0.0-7.5NM 150.28 Perched Zone YesOnsite FTA-03397767.0874 2049313.85611/13/2002 PVC 2 22.0 12.0-22.0 10.0-22.0 8.0-10.0 0.0-8.0147.58 151.08 Perched Zone YesOnsite INSITU-01401658.20 2046077.3112/13/2005 PVC 3/4 17.0 7.0-17.0 7.0-17.0 NA 0.0-7.0115.99 118.2 Surficial Aquifer YesOnsite INSITU-02 401863.46 2049136.6212/13/2005 PVC 3/4 17.0 7.0-17.0 7.0-17.0 NA 0.0-7.0110.71 113.12 Surficial Aquifer --Onsite LTW-01399566.17 2052149.951/16/2006 PVC 2 26.0 11.0-26.0 9.0-26.0 6.0-9.0 0.0-6.051.22 53.83 Floodplain Deposits YesOnsite LTW-02398848.36 2052354.371/16/2006 PVC 2 38.0 28.0-38.0 25.8-38.0 23.5-25.8 0.0-23.550.03 52.48 Black Creek Aquifer YesOnsite LTW-03398115.15 2052557.521/5/2006 PVC 2 30.0 15.0-30.0 13.0-30.0 11.0-13.0 0.0-11.050.33 52.91 Floodplain Deposits YesOnsite LTW-04397280.2401 2052583.612/22/2005 PVC 2 27.0 12.0-27.0 9.5-27.0 7.5-9.5 0.0-7.549.34 51.86 Floodplain Deposits YesOnsite LTW-05396430.68 2052738.0612/21/2005 PVC 2 44.0 29.0-44.0 27.0-44.0 25.0-27.0 0.0-25.049.29 52.01 Black Creek Aquifer YesOnsite MW-1S397080.3135 2049120.7262/28/1972 Stainless Steel 4 32.3 21.0-24.0 NA NA NA149.13 149.93 Perched Zone YesOnsite MW-2S396934.7481 2049321.8492/30/72 Stainless Steel 4 29.3 19.0-23.0 NA NA NA149.70 149.91 Perched Zone YesOnsite MW-7S397444.5245 2049809.7317/21/1983 Stainless Steel 2 15.6 NA NA NA NANM 147.47 Perched Zone YesOnsite MW-8S397096.4767 2049867.7687/23/1983 Stainless Steel 2 14.9 NA NA NA NANM 146.48 Perched Zone --Onsite MW-9S396760.1617 2049734.29611/3/1983 PVC 2 22.5 17.5-22.5 15.0-22.5 14.0-15.0 0.0-14.0151.77 154.39 Perched Zone YesOnsite MW-11396544.4 2049051.065/31/2005 PVC 2 21.5 11.5-21.5 9.3-21.5 7.3-9.3 0.0-7.3145.44 148.53 Perched Zone --Onsite MW-12S397253.6045 2049273.89111/1/1983 PVC 2 22.5 17.5-22.5 15.5-22.5 14.5-15.5 0.0-14.5149.89 152.06 Perched Zone YesOnsite MW-13D397119.015 2049821.1233/20/2013 PVC 2 67.0 57 to 67 54 to 67 50 to 54 0 to 50145.77 148.65 Surficial Aquifer YesOnsite MW-14D396974.485 2049074.5613/21/2013 PVC 2 72.0 62 to 72 60 to 72 53.5 to 60 0 to 53.5146.48 149.73 Surficial Aquifer YesOnsite MW-15DRR398580.71 2049511.7511/8/2018 PVC 2 62.5 52.5 to 62.5 49 to 62.5 44 to 49 0 to 44148.05 150.92 Surficial Aquifer YesOnsite MW-16D398493.703 2048402.8384/2/2013 PVC 2 82.0 72 to 82 69 to 82 82 to 87 / 65 to 69 0 to 65145.84 148.41 Surficial Aquifer YesOnsite MW-17D398401.741 2047366.4964/3/2013 PVC 2 67.0 57 to 67 54 to 70 70 to 77 / 51 to 54 0 to 51145.80 146.117 Surficial Aquifer YesOnsite MW-18D400947.378 2046574.71911/17/2017 PVC 2 60.0 50 to 60 47 to 60 40 to 47 0 to 40 104.81 107.57 Surficial Aquifer YesOnsite MW-19D401151.328 2048272.98911/18/2017 PVC 2 56.0 46 to 56 43 to 56 38 to 43 0 to 38136.30 139.55 Surficial Aquifer YesOnsite MW-20D400791.284 2048733.90611/18/2017 PVC 2 75.0 65 to 75 62 to 73 58 to 62 0 to 58133.97 137.18 Surficial Aquifer YesOnsite MW-21D399501.7 2047074.95511/22/2017 PVC 2 82.0 72 to 82 68 to 82 62 to 68 0 to 62148.05 151.384 Surficial Aquifer YesOnsite MW-22D398518.177 2048362.68112/1/2017 PVC 6 72.0 52 to 72 49 to 72 43 to 49 0 to 49146.57 149.06 Surficial Aquifer YesOnsite MW-23396237.61 2051063.257/26/2018 PVC 2 14.5 9.5 to 14.5 7.5 14.5 4 to 7.5 0 to 4145.17 148.34 Perched Zone YesOnsite MW-24397303.94 2048767.697/26/2018 PVC 2 23.8 18.8 to 23.8 16 to 23.8 14 to 16 0 to 14147.11 150.31 Perched Zone YesOnsite MW-25396753.37 2050989.8210/23/2018 PVC 2 17.0 12 to 17 9 to 20 7 to 9 0 to 7145.00 147.59 Perched Zone YesOnsite MW-26396265.18 2051484.6710/22/2018 PVC 2 10.0 5 to 10 4 to 15 2 to 4 0 to 2144.90 147.7 Perched Zone --Onsite MW-27396010.33 205147210/22/2018 PVC 2 15.0 10 to 15 8 to 20 6 to 8 0 to 6144.39 146.83 Perched Zone YesOnsite MW-28395719.79 2051165.9310/22/2018 PVC 2 14.0 9 to 14 7 to 15 5 to 7 0 to 5141.52 144.7 Perched Zone YesOnsite MW-30397340.79 2050776.0910/23/2018 PVC 2 15.0 10 to 15 8 to 20 6 to 8 0 to 6144.95 147.67 Perched Zone YesOnsite MW-31396390.502 2049622.8844/17/2019 PVC 2 22.0 17-22 14-17 12-14 0-12145.48 147.699 Perched Zone YesOnsite MW-32396359.577 2049651.7894/16/2019 PVC 2 18.5 13-18.5 10-18.5 8-10 0-8144.63 147.106 Perched Zone YesOnsite MW-33396337.507 2049678.5584/16/2019 PVC 2 17.0 12-17 10-17 8-10 0-8144.28 146.82 Perched Zone YesOnsite MW-34396352.902 2049619.0864/17/2019 PVC 2 22.0 17-22 14-22 12-14 0-12145.17 147.972 Perched Zone YesOnsite MW-35396332.943 2049631.1554/16/2019 PVC 2 19.0 14-19 12-19 10-12 0-10145.03 147.541 Perched Zone YesOnsite MW-36396320.088 2049651.1744/16/2019 PVC 2 17.0 12-17 10-17 8-10 0-8144.68 147.889 Perched Zone YesOnsite NAF-01398349.7685 2050338.81212/5/2002 PVC 2 15.0 5.0-15.0 4.0-15.0 2.0-4.0 0.0-2.0146.61 149.66 Perched Zone YesOnsite NAF-02398662.7963 2050640.86312/4/2002 Stainless Steel 2 15.0 5.0-15.0 4.0-15.0 2.0-4.0 0.0-2.0147.05 150.31 Perched Zone YesTR0795Page 1 of 4September 2019
TABLE 6-3 WELL CONSTRUCTION DETAILSChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Area Well IDNorthing(ft, NAD83)Easting (ft, NAD83)InstallationDateCasing ConstructionCasing Diameter(in)Well Casing Depth(ft)Screened Interval(ft)Filter Pack Interval(ft)Bentonite Seal Interval(ft)Grout Interval (ft)Ground Elevation (ft NAVD88)TOC Elevation(ft NAVD88)AquiferSampled BetweenJun 1, 2019 and Sept. 20, 2019?Onsite NAF-03398580.6546 2050755.43312/4/2002 Stainless Steel 2 15.0 5.0-15.0 4.0-15.0 2.0-4.0 0.0-2.0147.38 150.44 Perched Zone YesOnsite NAF-04398446.998 2050718.9512/4/2002 Stainless Steel 2 15.0 5.0-15.0 4.0-15.0 2.0-4.0 0.0-2.0147.90 148.1 Perched Zone YesOnsite NAF-05A 398641.2197 2051024.85 10/10/2005 Stainless Steel 2 NA NA NA NA NA NA NA Perched Zone --Onsite NAF-05B 398660.2278 2051021.814 10/12/2005 Stainless Steel 2 NANA NA NA NA NA NA Surficial Aquifer --Onsite NAF-06398809.6599 2050911.915/26/2005 Stainless Steel 2 12.75 2.75-12.75 2.0-12.75 0.25-2.0 0.0-0.25143.17 146.43 Perched Zone YesOnsite NAF-07398899.33 2050616.5 5/20/2005 Stainless Steel 2 15.5 5.5-15.5 3.0-15.51.0-3.0 0.0-1.0 146.73 149.69 Perched Zone YesOnsite NAF-08A398097.99 2050886.62 6/1/2005 Stainless Steel 2 15.0 5.0-15.0 3.0-15.01.0-3.0 0.0-1.0 145.54 148.82 Perched Zone YesOnsite NAF-08B398095.64 2050879.94 6/1/2005 Stainless Steel 2 53.5 43.5-53.5 41.5-53.5 39.5-41.5 0.0-39.5 145.62 148.86 Surficial Aquifer --Onsite NAF-09397711.0932 2050806.518 5/19/2005 PVC 2 17.0 7.0-17.0 5.0-17.0 3.0-5.0 0.0-3.0 146.52 149.29 Perched Zone YesOnsite NAF-10397612.5699 2050423.15 5/19/2005 PVC 2 18.25 8.25-18.25 6.25-18.25 4.25-6.25 0.0-4.25 146.94 150 Perched Zone YesOnsite NAF-11A 398909.29 2050999.92 6/3/2005 PVC 2 7.5 2.5-7.5 2.0-7.5 0.5-2.0 0.0-0.5 137.55 140.59 Perched Zone --Onsite NAF-11B 398911.13 2050995.88 6/5/2005 PVC 2 43.5 33.5-43.5 31.5-43.5 26.5-31.5 0.0-26.5 137.55 140.74 Surficial Aquifer --Onsite NAF-12 398270.555 2050777.49 3/28/2013 PVC 2 23 18 to 23 16.2 to 23 13.1 to 16.2 0 to 13.1 NA 145.932 Perched Zone YesOnsite NAF-13 398370.49 2051260.72 10/16/2018 PVC 2 16 11 to 16 8.5 to 20 5 to 8.5 0 to 5 149.64 152.29 Perched Zone --Onsite PIW-1D 400547.772 2051801.42 7/2/2019 PVC 2 29.5 24.5 to 29.5 23 - 30 20 - 23 0 - 20 49.53 52.33 Surficial Aquifer YesOnsite PIW-1S 400540.611 2051792.586 6/28/2019 PVC 2 17.8 7.8 - 17.8 6 - 18 2 - 6 0 - 2 50.78 54.198 Floodplain Deposits --Onsite PIW-2D 399922.745 2051317.641 8/15/2019 PVC 2 50 40 - 50 38 - 50 36 - 38 0 - 36 98.16 100.85 Black Creek Aquifer YesOnsite PIW-3D 399711.752 2052088.802 7/2/2019 PVC 2 24 19 - 24 17 - 24.815 - 17 0 - 15 50.51 53.315 Black Creek Aquifer YesOnsite PIW-4D 398817.363 2052102.819 7/1/2019 PVC 2 37.3 32.3 - 37.3 30 - 38 28 - 30 0 - 28 50.37 53.041 Black Creek Aquifer YesOnsite PIW-5S 398520.381 2051951.26 7/9/2019 PVC 2 19.8 9.8 - 19.8 8 - 20.2 6 - 8 0 - 6 72.68 75.188 Surficial Aquifer YesOnsite PIW-6S 398118.144 2052540.567 6/28/2019 PVC 2 28 18 - 28 16 - 28.2 14 - 16 0 - 14 49.85 53.359 Floodplain Deposits YesOnsite PIW-7D 396787.693 2052595.368 6/26/2019 PVC 2 34 29 - 34 26 - 34.2 22 - 26 0 - 22 45.78 48.597 Black Creek Aquifer YesOnsite PIW-7S 396786.995 2052589.486 6/25/2019 PVC 2 17 7 - 17 5.2 - 18 2.2 - 5.2 0 - 2.2 45.81 48.392 Floodplain Deposits YesOnsite PIW-8D 396403.378 2052682.019 6/26/2019 PVC 2 40.5 35.5 - 45.5 32 - 40.5 29 - 32 0 - 29 45.92 48.518 Black Creek Aquifer YesOnsite PIW-9D 396155.974 2052250.911 7/2/2019 PVC 2 45 40 - 45 38.1 - 4935.5 - 38.1 0 - 35.5 76.75 79.529 Black Creek Aquifer YesOnsite PIW-9S 396148.111 2052251.101 6/26/2019 PVC 2 29.8 24.8 - 29.8 23 - 30 19 - 23 0 - 19 76.80 79.532 Surficial Aquifer YesOnsite PIW-10DR 395093.99 2052297.3 8/16/2019 PVC 2 60.5 53 - 58 50.7 - 60.5 48 - 50.7 0 - 48 73.29 75.91 Black Creek Aquifer YesOnsite PIW-10S 395104.674 2052297.041 6/25/2019 PVC 2 17 7 - 17 5.3 - 17.3 3 - 5.3 0 - 3 73.30 76.451 Surficial Aquifer YesOnsite PW-01 399064.799 2049654.303 7/30/2019 PVC 2 21 11 - 21 9 - 21 7 - 9 0 - 7 146.63 149.547 Perched Zone YesOnsite PW-02 399779.064 2050649.466 7/30/2019 PVC 2 60 50 - 60 47.5 - 6045.5 - 47.5 0 - 45.5 143.76 146.431 Surficial Aquifer YesOnsite PW-03 397339.809 2050765.319 7/23/2019 PVC 2 45 35 - 45 33 - 45 31 - 33 0 - 31 144.97 147.967 Surficial Aquifer YesOnsite PW-04 394659.549 2050940.657 7/24/2019 PVC 2 27 17 - 27 15 - 27 13 - 15 0 - 13 94.74 97.751 Surficial Aquifer YesOnsite PW-05 395873.1 2047812.929 7/26/2019 PVC 2 75 65 - 75 63 - 75 60.5 - 63 0 - 60.5 147.16 150.336 Surficial Aquifer YesOnsite PW-06 392868 2045288.765 7/29/2019 PVC 2 29 19 - 29 17 - 29 15 - 17 0 - 15 144.76 147.691 Surficial Aquifer YesOnsite PW-07 390847.706 2049258.256 7/24/2019 PVC 2 38 28 - 38 26 - 38 23.5 - 26 0 - 23.5 144.90 148.16 Surficial Aquifer YesOnsite PW-09 401997.391 2048980.544 8/12/2019 PVC 2 54 44 - 54 42 - 54 40 - 42 0 - 40 74.76 72.03 Black Creek Aquifer YesOnsite PW-10R 398516.115 2051936.585 8/9/2019 PVC 2 67 57 - 67 55 - 67 52 - 55 0 - 52 73.28 75.9 Black Creek Aquifer YesOnsite PW-11 394354.363 2052226.721 7/25/2019 PVC 2 64 53 - 63 51 - 64 49 - 51 0 - 49 70.19 73.263 Black Creek Aquifer YesOnsite PW-12 399500.447 2047063.51 8/1/2019 PVC 2 119 109 - 119 106 - 119 103 - 106 0 - 103 148.05 150.61 Black Creek Aquifer YesOnsite PW-13 397584.263 2048029.184 8/23/2019 PVC 2 130 120 - 130 118 - 130 115 - 118 0 - 115 146.52 149.36 Black Creek Aquifer YesOnsite PW-14 397325.648 2050766.359 8/27/2019 PVC 2 146 136 - 146 134 - 146 131 - 134 0 - 131 145.13 147.97 Black Creek Aquifer YesOnsite PW-15R 398900.875 2051011.753 8/14/2019 PVC 2 120 110 - 120 108 - 120 105 - 108 0 - 105 133.33 136.14 Black Creek Aquifer YesOnsite PZ-11 398646.2549 2049820.937 3/12/2004 PVC 3/4 20 15-20 15-20 12-15 NA 148.48 151.03 Perched Zone YesOnsite PZ-12 399094.958 2048981.781 3/12/2004 PVC 3/4 20.1 15.1-20.1 15.1-20.1 12.1-15.1 NA 148.31 150.91 Perched Zone YesOnsite PZ-13 397708.0665 2050991.731 3/17/2004 PVC 3/4 12.1 7.1-12.1 7.1-12.1 4.1-7.1 NA 146.69 149.2 Perched Zone YesOnsite PZ-14 397589.9185 2050618.271 3/11/2004 PVC 3/4 14 9.0-14.0 9.0-14.0 6.0-9.0 NA 146.75 148.38 Perched Zone YesTR0795Page 2 of 4September 2019
TABLE 6-3 WELL CONSTRUCTION DETAILSChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Area Well IDNorthing(ft, NAD83)Easting (ft, NAD83)InstallationDateCasing ConstructionCasing Diameter(in)Well Casing Depth(ft)Screened Interval(ft)Filter Pack Interval(ft)Bentonite Seal Interval(ft)Grout Interval (ft)Ground Elevation (ft NAVD88)TOC Elevation(ft NAVD88)AquiferSampled BetweenJun 1, 2019 and Sept. 20, 2019?Onsite PZ-15 396805.0927 2050112.022 3/11/2004 PVC 3/4 15.2 10.2-15.2 10.2-15.2 7.2-10.2 NA 146.50 148.79 Perched Zone YesOnsite PZ-17 396614.815 2048872.689 3/10/2004 PVC 3/4 26.1 21.1-26.1 21.1-26.1 18.1-21.1 NA 145.00 150.08 Perched Zone --Onsite PZ-19R 397998.663 2049919.516 4/25/2019 PVC 2 21 16-21 14-21 10-140-10 147.62 150.046 Perched Zone YesOnsite PZ-20R 398185.809 2049784.598 4/25/2019 PVC 2 20 15-20 12-20 8.5-12 0-8.5 148.15 151.29 Perched Zone YesOnsite PZ-21R 398445.157 2049883.125 4/29/2019 PVC 2 22 17-22 13-22 9-13 0-9 147.77 150.674 Perched Zone YesOnsite PZ-22 397272.8 2052584.04 1/11/2006 PVC 3/4 46 36.0-46.0 34.0-46.0 32.0-34.0 0.0-32.0 49.03 51.81 Black Creek Aquifer YesOnsite PZ-24 396117.94 2050744.07 10/18/2018 PVC 1 16 11 to 16 10 to 20 8 to 10 0 to 8 144.76 147.53 Perched Zone YesOnsite PZ-25 396753.94 2050991.05 10/18/2018 PVC 1 19 14 to 19 12.5 to 40 8 to 12.5 0 to 8 145.00 147.59 Perched Zone --Onsite PZ-26 396059.78 2050382.35 10/18/2018 PVC 1 16 11 to 16 10 to 20 7 to 10 0 to 7 144.90 147.7 Perched Zone YesOnsite PZ-27 395922.11 2050376.76 10/19/2018 PVC 1 17 12 to 17 11 to 20 8 to 11 0 to 8 145.02 147.17 Perched Zone YesOnsite PZ-28 396304.55 2049933.79 10/18/2018 PVC 1 18 13 to 18 11 to 20 9 to 11 0 to 9 145.60 148.64 Perched Zone YesOnsite PZ-29 396371.49 2049768.94 10/18/2018 PVC 1 18 13 to 18 10.5 to 20 8.5 to 10.5 0 to 8.5 145.07 147.74 Perched Zone YesOnsite PZ-31 396428.73 2049594.355 4/23/2019 PVC 2 19 14-19 12-19 8.5-120-8.5 144.91 147.999 Perched Zone YesOnsite PZ-32 396418.471 2049713.787 4/23/2019 PVC 2 18 13-18 12.5-18 10-12.5 0-10 145.36 148.471 Perched Zone YesOnsite PZ-33 396308.915 2049707.661 4/15/2019 PVC 2 17.5 12.5-17.5 10-17.5 8-10 0-8 143.94 146.715 Perched Zone YesOnsite PZ-34 396292.05 2049595.039 4/15/2019 PVC 2 13.5 13.5-18.5 11-18.5 9-11 0-9 144.94 147.695 Perched Zone YesOnsite PZ-35 398232.643 2050020.494 4/29/2019 PVC 2 18 13-18 11-18 8-11 0-8 147.91 150.43 Perched Zone YesOnsite SMW-01 395295.7504 2043679.192 1/23/2003 PVC 2 15 5.0-15.0 4.0-15.0 2.0-4.0 0.0-2.0 NA 136.81 Surficial Aquifer YesOnsite SMW-02 399983.7529 2050654.772 1/23/2003 PVC 2 20 5.0-20.0 4.0-20.0 2.0-4.0 0.0-2.0 144.74 147.93 Perched Zone YesOnsite SMW-02B 399983.478 2050660.475 10/6/2005 PVC 2 53 43.0-53.0 40.0-53.0 35.0-40.0 0.0-35.0 142.28 145.211 Surficial Aquifer --Onsite SMW-03 399778.25 2049445.96 6/4/2005 Stainless Steel 2 20 10.0-20.0 8.0-20.0 6.0-8.0 0.0-6.0 148.43 151.094 Perched Zone --Onsite SMW-03B 399785.752 2049421.539 4/4/2013 PVC 2 82 72 to 82 69 to 82 65.5 to 69 0 to 65.5 147.00 150.43 Surficial Aquifer YesOnsite SMW-04A 399668.71 2048387.57 6/4/2005 Stainless Steel 2 34.5 19.5-34.5 17.5-34.5 15.5-17.5 0.0-15.5 145.46 148.09 Perched Zone --Onsite SMW-04B 399667.1219 2048390.301 10/5/2005 PVC 2 53 43.0-53.0 41.0-53.0 34.0-41.0 0.0-34.0 145.18 148.372 Surficial Aquifer YesOnsite SMW-05 399334.0651 2048557.335 10/10/2005 PVC 2 20 10.0-20.0 8.0-20.0 6.0-8.0 0.0-6.0 144.17 148.099 Perched Zone --Onsite SMW-05P 399338.61 2048559.26 2/21/2006 PVC 3/4 60 45.0-60.0 43.0-60.0 41.0-43.0 0.0-41.0 146.06 149.32 Surficial Aquifer YesOnsite SMW-06 399172.346 2048759.478 10/10/2005 PVC 2 22 12.0-22.0 10.0-22.0 8.0-10.0 0.0-8.0 147.92 150.97 Perched Zone --Onsite SMW-06B 399144.744 2048764.939 4/3/2013 PVC 2 68 58 to 68 54.5 to 68 68 to 72 / 51 to 54.5 0 to 51 146.86 150.32 Surficial Aquifer --Onsite SMW-07 398932.907 2048611.163 10/10/2005 PVC 2 23 13.0-23.0 11.0-23.0 8.5-11.0 0.0-8.5 147.74 147.64 Perched Zone YesOnsite SMW-08 399064.972 2048468.783 10/11/2005 PVC 2 31 21.0-31.0 18.5-21.0 14.5-18.5 0.0-14.5 147.93 151.017 Perched Zone --Onsite SMW-08B 399058.325 2048478.84 3/28/2013 PVC 2 68 58 to 68 56 to 68 52.5 to 56 0 to 52.5 146.75 148.81 Surficial Aquifer YesOnsite SMW-09 401076.889 2050017.409 4/8/2013 PVC 2 62 52 to 62 49.5 to 62 62 to 67 / 45 to 49.5 0 to 45 138.16 141.43 Surficial Aquifer YesOnsite SMW-10 402307.305 2047923.84 3/25/2013 PVC 2 49 39 to 49 36.5 to 49 33 to 36.5 0 to 33 73.09 76.26 Surficial Aquifer YesOnsite SMW-11 401996.154 2048975.382 3/26/2013 PVC 2 23 13 to 23 11 to 23 8 to 11 0 to 8 69.04 71.95 Surficial Aquifer YesOnsite SMW-12 401314.202 2051007.222 3/27/2013 PVC 2 98 88 to 98 86 to 98 83 to 86 0 to 83 113.723 118.22 Black Creek Aquifer YesOffsite Bladen-1S 387516.283 2050234.779 8/14/2019 PVC 2 10.25 5 - 10 3 - 10.25 1 - 3 0 - 1 81.57 81.31 Surficial Aquifer --Offsite Bladen-1D 387519.56 2050248.831 8/13/2019 PVC 2 47.25 37 - 47 34 - 47.25 32 - 34 0 - 32 81.72 81.52 Black Creek Aquifer YesOffsite Bladen-2S 368818.784 2042884.349 8/16/2019 PVC 2 20.6 10 - 20 8 - 20.6 43,624 0 - 6 143.01 142.62 Surficial Aquifer YesOffsite Bladen-2D 368824.414 2042879.777 8/15/2019 PVC 2 75.25 70 - 75 67 - 75.25 66 - 67 0 - 66 143.11 142.85 Black Creek Aquifer YesOffsite Bladen-3S 396859.62 2059014.363 8/20/2019 PVC 2 15.25 5 - 15 3 - 15.25 1 - 3 0 - 1 79.40 78.84 Surficial Aquifer YesOffsite Bladen-3D 396854.291 2059007.993 8/19/2019 PVC 2 44 33.75 - 43.75 32 - 44 29 - 32 0 - 29 79.59 79.09 Black Creek Aquifer YesOffsite Bladen-4S 363260.51 2087638.883 8/21/2019 PVC 2 15 4.75 - 14.7543,539.00 1.5 - 3 0 - 1.5 64.65 64.26 Surficial Aquifer YesOffsite Bladen-4D 363252.434 2087638.292 8/21/2019 PVC 2 52 46.75 - 51.75 44.5 - 51.75 41.5 - 44.5 0 - 41.5 64.67 64.23 Black Creek Aquifer YesOffsite Cumberland-1S 431464.38 2011074.92 9/13/2019 PVC 2 25 15 - 25 13 - 25 11 - 13 0 - 13 179.70 179.41 Surficial Aquifer YesOffsite Cumberland-1D 431457.26 2011072.83 9/12/2019 PVC 2 50 40 - 50 38 - 50 36 - 38 0 - 36 179.58 179.18 Black Creek Aquifer YesOffsite Cumberland-2S 449976.40 2074022.29 9/12/2019 PVC 2 17 7 - 17 5 - 17 3 - 5 0 - 3 133.87 133.61 Surficial Aquifer YesTR0795Page 3 of 4September 2019
TABLE 6-3 WELL CONSTRUCTION DETAILSChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Area Well IDNorthing(ft, NAD83)Easting (ft, NAD83)InstallationDateCasing ConstructionCasing Diameter(in)Well Casing Depth(ft)Screened Interval(ft)Filter Pack Interval(ft)Bentonite Seal Interval(ft)Grout Interval (ft)Ground Elevation (ft NAVD88)TOC Elevation(ft NAVD88)AquiferSampled BetweenJun 1, 2019 and Sept. 20, 2019?Offsite Cumberland-2D 449984.84 2074020.57 9/12/2019 PVC 2 57 47 - 57 43 - 57 43 - 45 0 - 43 134.06 133.79 Black Creek Aquifer YesOffsite Cumberland-3S 423251.95 2060414.73 9/12/2019 PVC 2 14 9 - 14 7 - 14 5 - 7 0 - 5 83.87 83.62 Surficial Aquifer YesOffsite Cumberland-3D 423245.42 2060410.59 9/11/2019 PVC 2 27 22 - 27 20 - 27 18 - 20 0 - 18 83.59 83.34 Black Creek Aquifer YesOffsite Cumberland-4S 413083.94 2078256.96 9/11/2019 PVC 2 20 10 - 20 8 - 20 6 - 8 0 - 6 124.15 123.93 Surficial Aquifer YesOffsite Cumberland-4D 413093.08 2078251.38 9/10/2019 PVC 2 67 57 - 67 55 - 67 53 - 55 0 - 53 124.09 123.79 Black Creek Aquifer YesOffsite Cumberland-5S 405623.27 2138233.37 9/11/2019 PVC 2 24 14 - 24 12 - 24 10 - 12 0 - 10 107.00 106.65 Surficial Aquifer YesOffsite Cumberland-5D 405619.17 2138238.59 9/11/2019 PVC 2 57 52 - 57 49 - 57 47 - 49 0 - 49 107.02 106.67 Black Creek Aquifer YesOffsite Robeson-1S 381405.51 2020158.29 9/9/2019 PVC 2 27 17 - 27 15 - 27 13 - 15 0 - 13 161.51 161.22 Surficial Aquifer YesOffsite Robeson-1D 381413.60 2020160.37 9/4/2019 PVC 2 53 42.75 - 52.7541 - 53 39 - 41 0 - 39 161.23 160.93 Black Creek Aquifer YesNotes:ft NAD83 - feet, State Plane Coordinate System North American Datum 1983ft NAVD88 - feet, North American Vertical Datum of 1988in - inchesft - feetft bgs - feet below ground surfaceNA - not availableNM - not measured1. 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.TR0795Page 4 of 4September 2019
TABLE 6-4
SUMMARY OF ESTIMATED HYDRAULIC CONDUCTIVITY
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants NC P.C.
K
(cm/s)
K
(ft/d)Wells Included
3.23 x 10-4 0.9 LTW-01 4, LTW-03 4
9.89 x 10-3 28.0 SMW-12, LTW-02, BCA-02, BCA-04,
BCA-01
1.86 x 10-3 5.3 LTW-05
Notes:
5. Abbreviations:
cm/s - centimeters per second
ft/d - indicates feet per day
K - hydraulic conductivity
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 second-
straight line displacement curve representing post-filter drainage, aquifer response.
Hydrogeologic Zone
Geometric Mean Hydraulic Conductivity, K
Floodplain Deposits
Black Creek Aquifer
Partially Screened across Floodplain and Black Creek Aquifer
1. Detailed slug test results, AQTESOLV inputs, displacement time curves and AQTESOLV outputs used to summarize results are included in Appendix E.
TR0795 Page 1 of 1 September 2019
TABLE 6-5SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVERChemours Fayetteville Works, North CarolinaGeosyntec 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 inch into Sediment Surface (ºC)Temperature Difference between Porewater and 6 inches Above Sediment Surface (ºC)Depth of Thalweg along Transect (ft)18/7/2019 854 2051927.95 400688.81 24 28.48 28.5 28.54 0.06 25.2528/6/2019 1633 2051867.71 400672.67 2.23 29.29 29.27 29.35 0.06 NM38/9/2019 1508 2051864.40 400648.92 2.9 27.86 27.89 28 0.14 NM48/6/2019 1626 2051869.61 400603.98 3.86 29.14 29.05 29.16 0.02 NM58/7/2019 905 2051941.74 400569.49 22.73 28.49 28.45 28.54 0.05 25.2568/6/2019 1620 2051902.25 400479.86 3.17 29.11 29.07 29.14 0.03 NM78/7/2019 913 2051981.06 400450.18 20.92 28.62 28.48 28.58 0.04 21.6588/6/2019 1612 2051926.53 400382.75 5.39 29.28 29.21 29.38 0.1 NM98/7/2019 934 2052053.27 400327.71 24.25 28.51 28.47 28.56 0.05 24.35108/6/2019 1605 2051943.54 400270.55 1.72 29.47 29.44 29.53 0.06 NM118/7/2019 957 2052010.65 400241.65 22.3 28.56 28.53 28.62 0.06 NM128/5/2019 1510 2052011.79 400163.91 8.5 28.78 28.73 28.82 0.04 NM138/7/2019 1018 2052131.34 400119.72 24.5 28.63 28.56 28.6 0.03 NM148/5/2019 1522 2052069.26 400062.48 11.5 28.86 28.8 28.89 0.03 NM158/7/2019 1139 2052126.57 399998.68 23 28.81 28.63 28.79 0.02 27.35168/5/2019 1531 2052117.71 399938.94 9.1 29.25 29.2 29.27 0.02 NM178/7/2019 1154 2052179.91 399886.97 21.4 28.68 28.61 28.72 0.04 26.35188/5/2019 1548 2052170.35 399811.83 2.4 29.26 29.24 29.41 0.15 NM198/7/2019 1204 2052214.08 399811.78 22.1 28.7 28.63 28.74 0.04 26.35208/5/2019 1646 2052225.50 399737.20 19.6 28.8 28.71 28.77 0.03 NM218/7/2019 1211 2052256.29 399658.05 22.9 28.8 28.74 28.81 0.01 25.35228/5/2019 1653 2052243.48 399624.04 9.13 29.08 29.1 29.17 0.09 NMTR0795Page 1 of 6September 2019
TABLE 6-5SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVERChemours Fayetteville Works, North CarolinaGeosyntec 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 inch into Sediment Surface (ºC)Temperature Difference between Porewater and 6 inches Above Sediment Surface (ºC)Depth of Thalweg along Transect (ft)238/7/2019 1222 2052276.72 399585.31 20.4 28.77 28.72 28.78 0.01 22.35248/6/2019 821 2052276.14 399534.91 13.78 28.89 28.68 28.75 0.14 22.35258/7/2019 1240 2052346.66 399454.93 24.22 28.76 28.68 28.77 0.01 25.35268/6/2019 828 2052334.43 399409.60 12.13 28.73 28.7 28.8 0.07 NM278/7/2019 1251 2052379.34 399359.14 20.15 28.81 28.75 28.82 0.01 25.95288/6/2019 835 2052381.06 399286.39 5.57 28.74 28.72 28.78 0.04 NM298/7/2019 1309 2052414.92 399258.49 20.86 28.76 28.72 28.81 0.05 25.85308/6/2019 841 2052405.69 399207.92 8.53 28.81 28.76 28.84 0.03 NM318/7/2019 1349 2052453.15 399143.02 20.3 28.94 29.04 29.07 0.13 25.35328/6/2019 847 2052470.92 399026.46 9.19 28.73 28.7 28.79 0.06 NM338/7/2019 1400 2052508.45 399016.99 20.1 28.96 28.92 28.98 0.02 22.95348/6/2019 855 2052504.53 398929.07 11.2 28.83 28.76 28.79 0.04 NM358/7/2019 1421 2052532.25 398900.49 20.2 28.93 28.89 28.97 0.04 24.5368/6/2019 901 2052523.62 398840.41 6.42 28.65 28.61 28.75 0.1 23.35378/7/2019 1421 2052555.07 398784.04 17.5 28.96 28.92 28.99 0.03 23.35388/6/219 910 2052558.47 398724.32 6.8 28.88 28.94 28.82 0.06 NM398/8/2019 920 2052599.58 398716.13 22.5 28.95 28.94 29.01 0.06 21.75408/7/2019 1430 2052600.19 398696.34 22 28.78 28.9 28.98 0.2 21.65418/8/2019 913 2052638.07 398694.60 20.7 28.94 28.94 29.01 0.07 22.5428/8/2019 901 2052574.46 398657.64 11.42 28.98 29.04 29.05 0.07 24.15438/8/2019 907 2052625.36 398651.56 21.7 28.9 28.95 29.01 0.11 24.15448/6/2019 923 2052576.31 398616.16 1.95 27.9 25.88 24.45 3.45 NMTR0795Page 2 of 6September 2019
TABLE 6-5SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVERChemours Fayetteville Works, North CarolinaGeosyntec 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 inch into Sediment Surface (ºC)Temperature Difference between Porewater and 6 inches Above Sediment Surface (ºC)Depth of Thalweg along Transect (ft)458/6/2019 933 2052565.83 398609.02 0.82 24.27 20.5 20.62 3.65 NM468/8/2019 925 2052634.22 398591.59 20.1 28.96 28.95 29.02 0.06 23.5478/7/2019 1740 2052675.76 398528.44 19.6 29.23 29.34 29.38 0.15 23.35488/8/2019 932 2052616.72 398516.34 15.7 28.97 28.97 29.02 0.05 22.75498/6/2019 943 2052618.96 398477.23 11.66 28.55 28.29 28.24 0.31 NM508/8/2019 943 2052643.92 398455.50 18.1 28.97 28.97 29.02 0.05 NM518/8/2019 950 2052789.66 398448.77 19.3 28.95 28.93 29 0.05 23.55528/7/2109 1735 2052718.88 398401.65 19.2 29.32 29.31 29.37 0.05 22.45538/6/2019 949 2052605.12 398373.59 1.83 28.89 28.85 28.82 0.07 NM548/8/2019 957 2052795.08 398347.82 20.8 28.93 28.94 29 0.07 21.65558/7/2019 1728 2052737.13 398280.66 19.6 29.28 29.34 29.39 0.11 21.85568/6/2019 956 2052638.10 398253.94 1.78 29.1 29.01 29.04 0.06 NM578/8/2019 1004 2052837.14 398217.07 20.12 28.93 28.93 29.01 0.08 22.35588/7/2019 1723 2052696.54 398176.49 18.6 29.28 29.28 29.32 0.04 21.45598/6/2019 1004 2052654.44 398152.47 2.23 29.21 29.06 29.11 0.1 NM608/8/2019 1010 2052815.45 398097.21 19.32 28.84 28.91 28.98 0.14 21.15618/7/2019 1717 2052760.08 398064.46 18 29.26 29.19 29.29 0.03 21.45628/6/2019 1016 2052680.39 397995.58 1.37 29.23 29.07 29.19 0.04 NM638/8/2019 1017 2052854.15 397975.47 20.8 28.91 28.94 29 0.09 22.15648/7/2019 1708 2052741.75 397951.82 20.2 29.17 29.24 29.27 0.1 20.65658/6/2019 1030 2052705.78 397868.41 2.31 29 28.92 29.11 0.11 NM668/7/219 1700 2052743.54 397845.88 20.1 29.29 29.31 29.31 0.02 21.85TR0795Page 3 of 6September 2019
TABLE 6-5SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVERChemours Fayetteville Works, North CarolinaGeosyntec 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 inch into Sediment Surface (ºC)Temperature Difference between Porewater and 6 inches Above Sediment Surface (ºC)Depth of Thalweg along Transect (ft)678/8/2019 1026 2052812.81 397827.23 18.22 28.89 28.99 29.05 0.16 22.65688/6/2019 1039 2052729.84 397753.40 2.16 28.94 28.98 29.07 0.13 NM698/7/2019 1657 2052779.36 397700.72 19.7 29.22 29.22 29.26 0.04 21.15708-Aug 1035 2052721.38 397674.71 0.96 29.29 29.26 29.35 0.06 21.15718/6/2019 1047 2052732.24 397632.42 1.17 28.96 29.07 29.18 0.22 NM728/8/2019 1114 2052787.90 397628.95 21 29.02 28.99 29.04 0.02 22.65738/8/2019 1132 2052727.29 397588.40 0.8 27.87 24.41 22.62 5.25 NM748-Aug 1148 2052728.34 397586.32 0.9 29.61 29.46 29.39 0.22 NM758/7/2019 1644 2052783.78 397572.91 20.9 29.08 29.21 29.12 0.04 23.5768/8/2019 1119 2052773.98 397546.72 11.53 28.99 28.99 29.08 0.09 NM778/6/2019 1332 2052754.05 397515.07 1.67 29.94 29.86 29.92 0.02 NM788/7/2019 1633 2052789.22 397426.72 19.1 29.1 29.1 29.16 0.06 22.85798/6/2019 1551 2052783.81 397365.65 7.84 29.26 29.18 29.3 0.04 NM808/7/2019 1624 2052809.44 397289.03 22.6 29.18 29.16 29.17 0.01 23.95818/6/2019 1444 2052780.80 397242.45 2.8 29.52 29.51 29.5 0.02 NM828/7/2019 1616 2052817.47 397160.43 19 29.11 29.07 29.14 0.03 23.35838/6/2019 1436 2052794.61 397107.69 1.32 29.53 29.54 29.6 0.07 NM848/7/2019 1610 2052819.35 397061.10 13.1 29.1 29.08 29.13 0.03 22.35858/6/2019 1429 2052815.50 396971.19 2.56 29.51 29.49 29.58 0.07 NM868/7/2019 1603 2052836.75 396947.33 13.1 29.1 29.05 29.11 0.01 23.35878/6/2019 1417 2052835.73 396883.71 4.7 29.17 29.07 29.28 0.11 NM888/7/2019 1557 2052861.87 396840.00 20.79 28.98 28.94 29.02 0.04 24.5TR0795Page 4 of 6September 2019
TABLE 6-5SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVERChemours Fayetteville Works, North CarolinaGeosyntec 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 inch into Sediment Surface (ºC)Temperature Difference between Porewater and 6 inches Above Sediment Surface (ºC)Depth of Thalweg along Transect (ft)898/6/2019 1410 2052842.43 396784.31 5.71 29.27 29.16 29.28 0.01 NM908/7/2019 1546 2052877.37 396741.11 23.27 28.96 28.92 29 0.04 23.95918/6/2019 1403 2052853.13 396695.94 2.93 29.45 29.37 29.32 0.13 NM928/7/2019 1535 2052880.52 396668.16 18.22 28.94 28.88 28.96 0.02 23.15938/8/2019 1222 2052851.42 396630.08 1.34 29.72 29.7 29.75 0.03 NM948/6/2019 1353 2052864.10 396606.77 4.42 29.68 29.48 29.37 0.31 NM958/8/2019 1226 2052878.64 396604.32 12.42 29.21 29.22 29.22 0.01 NM968/8/2019 1233 2052866.77 396581.15 1.22 29.61 29.59 29.65 0.04 NM978/9/2019 14.57 2052891.16 396543.37 11.1 29.7 29.77 29.6 0.1 NM988/8/2019 1245 2052916.85 396487.21 20.2 29.13 29.12 29.17 0.04 22.35998/6/2019 1135 2052873.66 396478.63 1.8 30.08 29.83 29.47 0.61 NM1008/9/2019 1444 2052904.82 396390.59 14.75 29.53 29.66 29.69 0.16 22.451018/6/2019 1144 2052892.59 396301.20 1.72 30.07 30.05 30.08 0.01 NM1028/9/2019 1431 2052917.29 396277.98 13.2 29.64 29.54 29.71 0.07 23.951038/6/2019 1154 2052897.30 396173.56 1.68 29.8 29.74 29.66 0.14 NM1048/9/2019 1418 2052914.55 396158.69 6.05 29.63 29.62 29.35 0.28 23.351058/8/2019 1328 2052902.18 396070.43 0.84 29.52 26.4 25.63 3.89 NM1068/8/2019 1346 2052906.18 396065.65 1.15 30 29.89 29.68 0.32 22.851078/6/2019 1201 2052914.75 396065.35 3.78 29.3 29.25 29.29 0.01 NM1088/9/2019 1358 2052930.71 396018.09 11.94 29.38 29.5 29.51 0.13 21.85TR0795Page 5 of 6September 2019
TABLE 6-5SURVEY OF TEMPERATURE DIFFERENTIALS IN CAPE FEAR RIVERChemours Fayetteville Works, North CarolinaGeosyntec 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 inch into Sediment Surface (ºC)Temperature Difference between Porewater and 6 inches Above Sediment Surface (ºC)Depth of Thalweg along Transect (ft)1098/6/2019 1210 2052918.36 395957.91 3.88 29.28 29.19 29.3 0.02 NM1108/9/2019 1344 2052944.33 395923.99 12.69 29.63 29.57 29.46 0.17 22.351118/6/2019 1220 2052926.60 395820.42 2 29.79 29.75 29.63 0.16 NM1128/9/2019 1336 2052947.62 395791.01 12.16 29.57 29.46 29.6 0.03 21.651138/9/2019 1324 2052954.26 395729.04 13.55 29.31 29.29 29.33 0.02 21.951148/6/2019 1229 2052927.99 395721.82 1.95 29.71 29.62 29.63 0.08 NM1158/9/2019 1305 2052920.02 395663.84 0.72 23.96 22.97 22.75 1.21 NM1168/8/2019 1410 2052925.27 395656.87 0.7 22.16 22.13 22.2 0.04 NM1178/9/2019 1240 2052961.84 395617.96 14.61 29.16 29.24 29.19 0.03 21.651188/6/2019 1240 2052932.01 395590.98 4.84 29.23 29.11 29.15 0.08 NM1198/6/2019 1247 2052938.48 395491.44 2.5 29.42 29.3 29.37 0.05 NMNotes:ºC - celsiusft - feetNM - not measuredGreen shading Indicates temperature differential > 0.5 ºCTR0795Page 6 of 6September 2019
TABLE 7-1ONSITE SOIL CHARACTERISTICSChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Clay Silt Sand GravelPIW-1-24-25-20190627 PIW-1 24 25 Fine to medium grained sand SP-SC 4.6 0.0021 2.66 -- -- NP 17 9 2 89 0 35.6PIW-1-41.5-42.5-20190627 PIW-1 41.5 42.5 Clay CH -- 0.0053 2.66 57 27 30 1767 16 17 0 47.9PIW-2D-Soil-24-25-20190815 PIW-2D 24 25 Clay CH 4.2 0.022 2.68 92 35 57 39 452728 0 59PIW-2D-Soil-46-47-20190815 PIW-2D 46 47 Silty sand SP-SM 4 0.0034 2.66 -- -- NP 27 4 7890 41.5PIW-3-14-15-20190702 PIW-3 14 15 Sand with fine to medium gravel GP -- 0.0012 2.65 -- -- NP 14 3 2 46 49 18.7PIW-3-24-25-20190702 PIW-3 24 25 Gravelly sand with clay SP-SC -- 0.012.63 -- -- NP 17 5 1 93 0 37PIW-4-13-14-20190701 PIW-4 13 14 Sandy clay CH -- 0.012 2.66 102 43 59 27 4830 22 0 54.1PIW-4-33-34.2-20190701 PIW-4 33 34.2 Fine to medium grained sand SP-SM 3.9 0.0024 2.67 -- -- NP 13 2 5 93 0 26.1PIW-6-19-20-20190628 PIW-6 19 20 Clay with silt CL -- 0.0011 2.69 48 29 1923 38 39 24 0 40.5PIW-7-24-25-20190625 PIW-7 24 25 Fine to medium grained sand SP-SC 4.60.00132.643918212012583039.6PIW-7-37-38-20190625 PIW-7 37 38 Fine grained sand and silt SP-SM -- 0.0016 2.65 -- -- NP 14 3 2 95 0 32PIW-7-44-45-20190625 PIW-7 44 45 Clay CH -- 0.0015 2.67 61 25 36 20 58 19 23 0 35.9PIW-9-19-20-20190626 PIW-9 19 20 Sand SP-SC 5.5 0.00063 2.66 -- -- NP 8 5 2 930 31.3PIW-10-42-43-20190624 PIW-10 42 43 Clay CH -- 0.022 2.67 104 38 66 33 71 18 120 52.5Notes: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 / D104. 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 centimeterCH - fat clayCL - lean clayft bgs - feet below ground surfaceft/d - feet per dayg - gramNP - no plasticitySC - clayey sand SM - silty sandSP - poorly graded sandUSCS - Unified Soil Classification SystemUSCS ClassificationpH (s.u.)Liquid Limit of SoilsSpecific GravityFraction Organic Carbon (g/g)Porosity Calculation (%)Percent Moisture (%)Plasticity Index (PI)Plastic Limit of SoilsGrain Size Distribution (%)Visual DescriptionSample ID Well IDTop (ft bgs)Bottom(ft bgs)TR0795Page 1 of 2September 2019
TABLE 7-1ONSITE SOIL CHARACTERISTICSChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.PIW-1-24-25-20190627 PIW-1 24 25 Fine to medium grained sand SP-SCPIW-1-41.5-42.5-20190627 PIW-1 41.5 42.5 Clay CHPIW-2D-Soil-24-25-20190815 PIW-2D 24 25 Clay CHPIW-2D-Soil-46-47-20190815 PIW-2D 46 47 Silty sand SP-SMPIW-3-14-15-20190702 PIW-3 14 15 Sand with fine to medium gravel GPPIW-3-24-25-20190702 PIW-3 24 25 Gravelly sand with clay SP-SCPIW-4-13-14-20190701 PIW-4 13 14 Sandy clay CHPIW-4-33-34.2-20190701 PIW-4 33 34.2 Fine to medium grained sand SP-SMPIW-6-19-20-20190628 PIW-6 19 20 Clay with silt CLPIW-7-24-25-20190625 PIW-7 24 25 Fine to medium grained sand SP-SCPIW-7-37-38-20190625 PIW-7 37 38 Fine grained sand and silt SP-SMPIW-7-44-45-20190625 PIW-7 44 45 Clay CHPIW-9-19-20-20190626 PIW-9 19 20 Sand SP-SCPIW-10-42-43-20190624 PIW-10 42 43 Clay CHNotes:1. Laboratory results available as of 09/24/2019 are reported. Additional data will be presented in an addendum to this repor2."USCS Classification" is the Unified Soil Classification System from the standard practice outlined in ASTM D2487-17.3. Coefficient of Uniformity (Cu) = D60 / D104. 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 centimeterCH - fat clayCL - lean clayft bgs - feet below ground surfaceft/d - feet per dayg - gramNP - no plasticitySC - clayey sand SM - silty sandSP - poorly graded sandUSCS - Unified Soil Classification SystemUSCS ClassificationVisual DescriptionSample ID Well IDTop (ft bgs)Bottom(ft bgs)1.72 0.6 8.82 3.22 13.41 Surficial Aquifer1.38 0.9 4.09 0.73 0.81 Upper Cape Fear Confining Unit1.1 1.4 5 0.83 0.9 Black Creek Confining Unit1.56 0.7 8.68 3.08 13.87 Black Creek Aquifer2.16 0.2 52.3 0.18 46.42 Floodplain Deposit1.66 0.6 2.63 1.51 46.63 Black Creek Aquifer1.22 1.2 4.41 0.74 0.85 Black Creek Confining Unit1.97 0.4 3.99 1.37 54.68 Black Creek Aquifer1.6 0.7 4.58 0.76 0.86 Floodplain Deposit1.6 0.7 8.92 3.52 3.98 Floodplain Deposit1.8 0.5 3.07 1.23 69.4 Black Creek Aquifer1.71 0.6 4.54 0.76 0.86 Upper Cape Fear Confining Unit1.83 0.5 3.23 1.13 43.46 Surficial Aquifer1.27 1.1 3.72 0.71 0.78 Black Creek Confining UnitLithologic UnitK from Grain Size Geometric Mean (ft/d)In Place Density (g/cc)Void RatioCoefficient of Uniformity (Cu)Coefficient of Curvature (Cc)TR0795Page 2 of 2September 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*YYYY
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)1,800 1,200 1,500 1,700
PFMOAA 1,300 <1,000 <1,000 UJ <1,000
PFO2HxA 1,300 <1,000 <1,000 UJ 1,290 U
PFO3OA <1,000 <1,000 <1,000 UJ <1,000
PFO4DA <1,000 <1,000 <1,000 UJ <1,000
PFO5DA <1,000 <1,000 <1,000 1,160 U
PMPA <1,000 <1,000 <1,000 2,460 U
PEPA <1,000 <1,000 <1,000 <1,000
PFESA-BP1 <1,000 <1,000 <1,000 <1,000
PFESA-BP2 <1,000 <1,000 <1,000 <1,000
Byproduct 4 <1,000 UJ <1,000 R <1,000 R <1,000 R
Byproduct 5 <1,000 UJ <1,000 R <1,000 R <1,000 R
Byproduct 6 <1,000 <1,000 <1,000 <1,000
NVHOS <1,000 <1,000 <1,000 <1,000
EVE Acid <1,000 <1,000 <1,000 <1,000
Hydro-EVE Acid <1,000 <1,000 <1,000 UJ <1,000
R-EVE <1,000 UJ <1,000 R <1,000 R <1,000 R
PES <1,000 <1,000 <1,000 <1,000
PFECA B <1,000 <1,000 <1,000 UJ <1,000
PFECA-G <1,000 <1,000 <1,000 UJ <1,000
Other PFAS (ng/kg)
10:2 Fluorotelomer sulfonate <200 <200 <200 <200
11Cl-PF3OUdS <200 <200 <200 <200
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS) <2,000 <2,000 <2,000 <2,000
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS) <2,000 <2,000 <2,000 <2,000
6:2 Fluorotelomer sulfonate <2,000 <2,000 <2,000 <2,000
9Cl-PF3ONS <200 <200 <200 <200
ADONA <210 <210 <210 <210
NaDONA <210 <210 <210 <210
N-ethyl perfluorooctane sulfonamidoacetic acid <2,000 <2,000 <2,000 <2,000
N-methyl perfluorooctane sulfonamidoacetic acid <2,000 <2,000 <2,000 <2,000
Perfluorobutane Sulfonic Acid <200 <200 <200 <200
Perfluorobutanoic Acid <200 <200 <200 <200
Perfluorodecane Sulfonic Acid <200 <200 <200 <200
Perfluorodecanoic Acid <200 <200 <200 <200
Perfluorododecane sulfonic acid (PFDoS) <200 <200 <200 <200
Perfluorododecanoic Acid <200 <200 <200 <200
Perfluoroheptane sulfonic acid (PFHpS) <200 <200 <200 <200
Perfluoroheptanoic Acid <200 <200 <200 <200
Perfluorohexadecanoic acid (PFHxDA) <200 <200 <200 <200
Perfluorohexane Sulfonic Acid <200 <200 <200 <200
Perfluorohexanoic Acid <200 <200 <200 <200
Perfluorononanesulfonic acid <200 <200 <200 <200
Perfluorononanoic Acid <200 <200 <200 <200
Perfluorooctadecanoic acid <200 <200 <200 <200
Perfluorooctane Sulfonamide <200 <200 <200 <200
Perfluoropentane sulfonic acid (PFPeS) <200 <200 <200 <200
Perfluoropentanoic Acid <200 <200 <200 <200
Perfluorotetradecanoic Acid <200 <200 <200 <200
Perfluorotridecanoic Acid <200 <200 <200 <200
Perfluoroundecanoic Acid <200 <200 <200 <200
PFOA <200 <200 <200 <200
PFOS <500 <500 <500 <500
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol <1,000 <1,000 <1,000 <1,000
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol <1,000 <1,000 <1,000 <1,000
N-ethylperfluoro-1-octanesulfonamide <1,000 <1,000 <1,000 <1,000
N-methyl perfluoro-1-octanesulfonamide <1,000 <1,000 <1,000 <1,000
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
precise
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 4 September 2019
TABLE 7-2
ONSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
Location
Field Sample ID
Sample Date
QA/QC
Vadose Zome Sample*
Depth (ft)
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
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
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
precise
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
PW-06 PW-07 PW-07 PW-09
PW-06-SOIL-16-17-20190729 DUP1-072419 PW-07SOIL-14-15-20190724 PW-09-SOIL-10-11-20190812
7/29/2019 7/24/2019 7/24/2019 8/12/2019
-- Field Duplicate -- --
YYYY
16-17 14-15 14-15 10-11
200-49846-2 200-49770-2 200-49770-2 200-50062-2
200-49846-1 200-49770-5 200-49770-3 200-50062-1
<250 <250 <250 <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 <1,000 <1,000 --
<1,000 <1,000 <1,000 --
<1,000 <1,000 <1,000 --
<1,000 R <1,000 R <1,000 R --
<1,000 R <1,000 R <1,000 R --
<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 R <1,000 R <1,000 R --
<1,000 <1,000 <1,000 --
<1,000 <1,000 <1,000 --
<1,000 <1,000 <1,000 --
<200 <200 <200 <200
<200 <200 <200 <200
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <2,000 <2,000
<200 <200 <200 <200
<210 <210 <210 <210
<210 <210 <210 <210
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <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 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<500 <500 <500 <500
<1,000 <1,000 <1,000 --
<1,000 <1,000 <1,000 --
<1,000 <1,000 <1,000 --
<1,000 <1,000 <1,000 --
TR0795 Page 2 of 4 September 2019
TABLE 7-2
ONSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
Location
Field Sample ID
Sample Date
QA/QC
Vadose Zome Sample*
Depth (ft)
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
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
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
precise
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
PW-09 PW-10 PW-10 PW-11
PW-09-SOIL-8.5-9-20190812 PW-10-SOIL-3.5-4-20190808 PW-10-SOIL-8-8.5-20190808 PW-11-SOIL-16-17-20190725
8/12/2019 8/8/2019 8/8/2019 7/25/2019
-- -- -- --
YYYY
8.5-9 3.5-4 8-8.5 16-17
200-50062-2 200-50014-2 200-50014-2 200-49801-2
200-50062-2 200-50014-1 200-50014-2 200-49801-1
<250 570 28,000 620
-- <1,000 7,300 <1,000
-- <1,000 10,000 J <1,000
-- <1,000 4,000 <1,000
-- <1,000 4,700 <1,000
-- 1,260 U 5,200 <1,000
-- <1,000 27,000 J <1,000
-- <1,000 13,000 J <1,000
-- <1,000 <1,000 <1,000
-- <1,000 1,400 <1,000
-- <1,000 R <1,000 R <1,000 R
-- <1,000 R <1,000 R <1,000 R
-- <1,000 <1,000 <1,000
-- <1,000 <1,000 <1,000
-- <1,000 <1,000 <1,000
-- <1,000 1,500 <1,000
-- <1,000 R <1,000 R <1,000 R
-- <1,000 <1,000 <1,000
-- <1,000 <1,000 <1,000
-- <1,000 <1,000 <1,000
<200 <200 <200 <200
<200 <200 <200 <200
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <2,000 <2,000
<200 <200 <200 <200
<210 <210 <210 <210
<210 <210 <210 <210
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <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 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 310 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<500 <500 <500 <500
-- <1,000 <1,000 <1,000
-- <1,000 <1,000 <1,000
-- <1,000 <1,000 <1,000
-- <1,000 <1,000 <1,000
TR0795 Page 3 of 4 September 2019
TABLE 7-2
ONSITE SOIL ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
Location
Field Sample ID
Sample Date
QA/QC
Vadose Zome Sample*
Depth (ft)
SDG
Lab Sample ID
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
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
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
precise
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
PW-12 PW-12 PW-13 PW-15
PW-12-SOIL-36-37-20190731 PW-12-SOIL-45-46-20190731 PW-13-Soil-25-26-20190821 PW-15-SOIL-38-39-20190813
7/31/2019 7/31/2019 8/21/2019 8/13/2019
-- -- -- --
NNYN
36-37 45-46 25-26 38-39
200-49879-2 200-49879-2 200-50221-2 200-50083-2
200-49879-4 200-49879-5 200-50221-1 200-50083-2
830 <250 <250 <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 <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 R <1,000 UJ <1,000 <1,000
<1,000 R <1,000 UJ <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 R <1,000 R <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 UJ <200 <200
<200 <200 <200 <200
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <2,000 <2,000
<200 <200 <200 <200
<210 <210 <210 <210
<210 <210 <210 <210
<2,000 <2,000 <2,000 <2,000
<2,000 <2,000 <2,000 <2,000
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 UJ <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<200 <200 <200 <200
<500 <500 <500 <500
<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
TR0795 Page 4 of 4 September 2019
TABLE 7-3
ONSITE SOIL ANALYTICAL RESULTS - QUALITY CONTROL SAMPLES
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
Location DRILL WATER* EB EB
Field Sample ID DRILL WATER-20190731 PW-EQBLK-1-20190725 PW-EQBLK-3
Sample Date 7/31/2019 7/25/2019 7/30/2019
QA/QC -- Equipment Blank Equipment Blank
Depth (ft) - - -
SDG 200-49879-2 200-49801-2 200-49879-2
Lab Sample ID 200-49879-8 200-49801-3 200-49879-2
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)17 <4 <4
PFMOAA <5 -- <5
PFO2HxA 10 -- <2
PFO3OA <2 -- <2
PFO4DA <2 -- <2
PFO5DA <2 -- <2
PMPA 130 -- <10
PEPA <20 -- <20
PFESA-BP1 <2 -- <2
PFESA-BP2 6.7 -- <2
Byproduct 4 <2 -- <2
Byproduct 5 <2 -- <2
Byproduct 6 <2 -- <2
NVHOS <2 -- <2
EVE Acid <2 -- <2
Hydro-EVE Acid <2 -- <2
R-EVE <2 -- <2
PES <2 -- <2
PFECA B <2 -- <2
PFECA-G <2 -- <2
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate <2 <2 <2
11Cl-PF3OUdS <2 <2 <2
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS) <20 <20 <20
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS) <20 <20 <20
6:2 Fluorotelomer sulfonate <20 <20 <20
9Cl-PF3ONS <2 <2 <2
ADONA <2.1 <2.1 <2.1
NaDONA <2.1 <2.1 <2.1
N-ethyl perfluorooctane sulfonamidoacetic acid <20 <20 <20
N-methyl perfluorooctane sulfonamidoacetic acid <20 <20 <20
Perfluorobutane Sulfonic Acid 2.2 <2 <2
Perfluorobutanoic Acid <2 <2 <2
Perfluorodecane Sulfonic Acid <2 <2 <2
Perfluorodecanoic Acid <2 <2 <2
Perfluorododecane sulfonic acid (PFDoS) <2 <2 <2
Perfluorododecanoic Acid <2 <2 <2
Perfluoroheptane sulfonic acid (PFHpS) <2 <2 <2
Perfluoroheptanoic Acid <2 <2 <2
Perfluorohexadecanoic acid (PFHxDA) <2 <2 <2
Perfluorohexane Sulfonic Acid <2 <2 <2
Perfluorohexanoic Acid <2 <2 <2
Perfluorononanesulfonic acid <2 <2 <2
Perfluorononanoic Acid <2 <2 <2
Perfluorooctadecanoic acid <2 <2 <2
Perfluorooctane Sulfonamide <2 <2 <2
Perfluoropentane sulfonic acid (PFPeS) <2 <2 <2
Perfluoropentanoic Acid <2 <2 <2
Perfluorotetradecanoic Acid <2 <2 <2
Perfluorotridecanoic Acid <2 <2 <2
Perfluoroundecanoic Acid <2 <2 <2
PFOA <2 <2 <2
PFOS <2 <2 <2
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol <2 -- <2
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol <2 -- <2
N-ethylperfluoro-1-octanesulfonamide <2 -- <2
N-methyl perfluoro-1-octanesulfonamide <2 -- <2
Notes:
Associated soil analytical results reported in Table 7-2.
* Drill Water was sourced from offsite fire hydrant. Water
is from Bladen County Water System.
Bold - Analyte detected above associated reporting limit
EPA - Environmental Protection Agency
ft - feet
ng/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
Geosyntec Consultants of NC P.C.
Location BLADEN-1S BLADEN-1S BLADEN-2S BLADEN-3S
Field Sample ID BLADEN-1S-081419 DUP-1-081419 BLADEN-2S-081619-9.5-10.5 Bladen-3S-Soil-082019-5-6
Sample Date 8/14/2019 8/14/2019 8/16/2019 8/20/2019
QA/QC -- Field Duplicate -- --
Vandose Zone Sample*NNNN
Depth (ft)6-7 6-7 9.5-10.5 5-6
SDG 200-50099-2 200-50099-2 200-50148-2 200-50185-2
Lab Sample ID 200-50099-1 200-50099-2 200-50148-2 200-50185-2
Table 3+ Lab SOP (ng/kg)
HFPO-DA (EPA Method 537 Mod) <250 <250 <250 <250 UJ
PFMOAA <1,000 <1,000 <1,000 UJ <1,000
PFO2HxA <1,000 <1,000 <1,000 UJ <1,000
PFO3OA <1,000 <1,000 <1,000 UJ <1,000
PFO4DA <1,000 <1,000 <1,000 <1,000
PFO5DA <1,000 <1,000 <1,000 <1,000
PMPA <1,000 <1,000 <1,000 <1,000
PEPA <1,000 <1,000 <1,000 <1,000
PFESA-BP1 <1,000 <1,000 <1,000 <1,000
PFESA-BP2 <1,000 <1,000 <1,000 <1,000
Byproduct 4 <1,000 UJ <1,000 UJ <1,000 R <1,000 R
Byproduct 5 <1,000 UJ <1,000 UJ <1,000 R <1,000 R
Byproduct 6 <1,000 <1,000 <1,000 <1,000
NVHOS <1,000 <1,000 <1,000 <1,000
EVE Acid <1,000 <1,000 <1,000 <1,000
Hydro-EVE Acid <1,000 <1,000 <1,000 UJ <1,000
R-EVE <1,000 R <1,000 R <1,000 R <1,000 R
PES <1,000 <1,000 <1,000 <1,000
PFECA B <1,000 <1,000 <1,000 UJ <1,000
PFECA-G <1,000 <1,000 <1,000 UJ <1,000
Other PFAS (ng/kg)
10:2 Fluorotelomer sulfonate <200 UJ <200 <200 <200 UJ
11Cl-PF3OUdS <200 UJ <200 <200 <200 UJ
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS) <2,000 <2,000 <2,000 <2,000 UJ
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS) <2,000 <2,000 <2,000 <2,000 UJ
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol <200 <200 <200 UJ <200 UJ
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol <200 <200 <200 UJ <200 UJ
6:2 Fluorotelomer sulfonate <2,000 <2,000 <2,000 <2,000 UJ
9Cl-PF3ONS <200 <200 <200 <200 UJ
ADONA <210 <210 <210 <210 UJ
NaDONA <210 <210 <210 <210 UJ
N-ethyl perfluorooctane sulfonamidoacetic acid <2,000 <2,000 <2,000 <2,000 UJ
N-ethylperfluoro-1-octanesulfonamide <200 <200 <200 <200 UJ
N-methyl perfluoro-1-octanesulfonamide <200 <200 <200 <200 UJ
N-methyl perfluorooctane sulfonamidoacetic acid <2,000 <2,000 <2,000 <2,000 UJ
Perfluorobutane Sulfonic Acid <420 340 <200 UJ <200 UJ
Perfluorobutanoic Acid <200 <200 <200 <200 UJ
Perfluorodecane Sulfonic Acid <200 <200 <200 <200 UJ
Perfluorodecanoic Acid <200 <200 <200 <200 UJ
Perfluorododecane sulfonic acid (PFDoS) <200 UJ <200 <200 <200 UJ
Perfluorododecanoic Acid <200 <200 <200 <200 UJ
Perfluoroheptane sulfonic acid (PFHpS) <200 <200 <200 <200 UJ
Perfluoroheptanoic Acid <200 <200 <200 <200 UJ
Perfluorohexadecanoic acid (PFHxDA) <200 <200 <200 <200 UJ
Perfluorohexane Sulfonic Acid <200 <200 <200 <200 UJ
Perfluorohexanoic Acid <200 <200 <200 <200 UJ
Perfluorononanesulfonic acid <200 <200 <200 <200 UJ
Perfluorononanoic Acid <200 <200 <200 <200 UJ
Perfluorooctadecanoic acid <200 <200 <200 <200 UJ
Perfluorooctane Sulfonamide <200 <200 <200 <200 UJ
Perfluoropentane sulfonic acid (PFPeS) <200 <200 <200 <200 UJ
Perfluoropentanoic Acid <200 <200 <200 <200 UJ
Perfluorotetradecanoic Acid <200 <200 <200 <200 UJ
Perfluorotridecanoic Acid <200 <200 <200 <200 UJ
Perfluoroundecanoic Acid <200 <200 <200 <200 UJ
PFOA <200 <200 <200 <200 UJ
PFOS <500 <500 <500 <500 UJ
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 -- 11.3 12.2 8.7
Percent Solids -- 88.7 87.8 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
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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 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
BLADEN-4S ROBESON-1S ROBESON-1S
Bladen-4S-Soil-082119-5-6 Robeson-1S-soil-15-16-20190909 Robeson-1S-soil-5-6-20190909
8/21/2019 9/9/2019 9/9/2019
-- -- --
NNN
5-6 15-16 5-6
200-50202-2 200-50460-2 200-50460-2
200-50202-1 200-50460-1 200-50460-2
<250 <250 <250
<1,000 <1,000 <1,000 UJ
<1,000 <1,000 <1,000 UJ
<1,000 <1,000 <1,000 UJ
<1,000 <1,000 <1,000 UJ
<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 R <1,000 R
<1,000 <1,000 R <1,000 R
<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 R <1,000 R
<1,000 <1,000 <1,000
<1,000 <1,000 <1,000 UJ
<1,000 <1,000 <1,000 UJ
<200 <200 <200
<200 <200 <200
<2,000 <2,000 <2,000
<2,000 <2,000 <2,000
<200 -- --
<200 -- --
<2,000 <2,000 <2,000
<200 <200 <200
<210 <210 <210
<210 <210 <210
<2,000 <2,000 <2,000
<200 -- --
<200 -- --
<2,000 <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
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<200 <200 <200
<500 <500 <500
-- <1,000 <1,000
-- <1,000 <1,000
-- <1,000 <1,000
-- <1,000 <1,000
-- -- 12.3
-- -- 87.7
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 EB EQBLK FBLK FBLK
Field Sample ID BLADEN-2S-SOIL-EQBLK- BLADEN-SOIL-EQBLK-1-RINSATE BLADEN-SOIL-EQBLK-1-FIELD BLADEN-2S-SOIL-EQBLK-FIELD
Sample Date 8/16/2019 8/14/2019 8/14/2019 8/16/2019
QA/QC Equipment Blank Equipment Blank Field Blank Field Blank
Depth (ft)-- -- -- --
SDG 200-50148-2 200-50099-2 200-50099-2 200-50148-2
Lab Sample ID 200-50148-4 200-50099-3 200-50099-4 200-50148-3
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)<4 <4 <4 <4
PFMOAA <5 <5 <5 <5
PFO2HxA <2 <2 <2 <2
PFO3OA <2 <2 <2 <2
PFO4DA <2 <2 <2 <2
PFO5DA <2 <2 <2 <2
PMPA <10 <10 <10 <10
PEPA <20 <20 <20 <20
PFESA-BP1 <2 <2 <2 <2
PFESA-BP2 <2 <2 <2 <2
Byproduct 4 <2 <2 <2 <2
Byproduct 5 <2 <2 <2 <2
Byproduct 6 <2 <2 <2 <2
NVHOS <2 <2 <2 <2
EVE Acid <2 <2 <2 <2
Hydro-EVE Acid <2 <2 <2 <2
R-EVE <2 <2 <2 <2
PES <2 <2 <2 <2
PFECA B <2 <2 <2 <2
PFECA-G <2 <2 <2 <2
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate <2 <2 <2 <2
11Cl-PF3OUdS <2 <2 <2 <2
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)<20 <20 <20 <20
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)<20 <20 <20 <20
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol <2 <2 <2 <2
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol <4 <4 <4 <4
6:2 Fluorotelomer sulfonate <20 <20 <20 <20
9Cl-PF3ONS <2 <2 <2 <2
ADONA <2.1 <2.1 <2.1 <2.1
NaDONA <2.1 <2.1 <2.1 <2.1
N-ethyl perfluorooctane sulfonamidoacetic acid <20 <20 <20 <20
N-ethylperfluoro-1-octanesulfonamide <2 <2 <2 <2
N-methyl perfluoro-1-octanesulfonamide <2 <2 <2 <2
N-methyl perfluorooctane sulfonamidoacetic acid <20 <20 <20 <20
Perfluorobutane Sulfonic Acid <2 <2 <2 <2
Perfluorobutanoic Acid <2 <2 <2 <2
Perfluorodecane Sulfonic Acid <2 <2 <2 <2
Perfluorodecanoic Acid <2 <2 <2 <2
Perfluorododecane sulfonic acid (PFDoS)<2 <2 <2 <2
Perfluorododecanoic Acid <2 <2 <2 2.5
Perfluoroheptane sulfonic acid (PFHpS)<2 <2 <2 <2
Perfluoroheptanoic Acid <2 <2 <2 <2
Perfluorohexadecanoic acid (PFHxDA)<2 <2 <2 <2
Perfluorohexane Sulfonic Acid <2 <2 <2 <2
Perfluorohexanoic Acid <2 <2 <2 <2
Perfluorononanesulfonic acid <2 <2 <2 <2
Perfluorononanoic Acid <2 <2 <2 <2
Perfluorooctadecanoic acid <2 <2 <2 <2
Perfluorooctane Sulfonamide <2 <2 <2 <2
Perfluoropentane sulfonic acid (PFPeS)<2 <2 <2 <2
Perfluoropentanoic Acid <2 <2 <2 <2
Perfluorotetradecanoic Acid <2 <2 <2 <2
Perfluorotridecanoic Acid <2 <2 <2 <2
Perfluoroundecanoic Acid <2 <2 <2 <2
PFOA <2 <2 <2 <2
PFOS <2 <2 <2 <2
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 - feet
ng/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
Geosyntec Consultants NC P.C.
Well ID Gauging Date
Northing
(ft, SPCS NAD83)
Easting
(ft, SPCS NAD83)
Screened
Interval (ft)
TOC Elevation
(NAVD 88)
Depth to Water
(from TOC)
Water Level
(ft-NAVD88)
BCA-01 6/13/2019 399,780 2,050,662 91 - 101 146.30 57.70 88.60
BCA-02 6/13/2019 396,242 2,051,062 92 - 102 148.42 73.40 75.02
BCA-03R 6/13/2019 398,582 2,049,522 88 - 98 150.82 NM --
BCA-04 6/13/2019 395,878 2,047,823 94 - 104 150.24 26.96 123.28
FTA-01 6/13/2019 397,908 2,049,374 12 - 22 150.63 14.57 136.06
FTA-02 6/13/2019 397,786 2,049,206 11.5 - 21.5 150.28 17.36 132.92
FTA-03 6/13/2019 397,767 2,049,314 12 - 22 151.08 17.14 133.94
INSITU-01 6/13/2019 401,658 2,046,077 7 - 17 118.20 5.20 113.00
INSITU-02 6/13/2019 401,863 2,049,137 7 - 17 113.12 DRY --
LTW-01 6/13/2019 399,566 2,052,150 11 - 26 53.83 15.23 38.60
LTW-01 8/22/2019 399,566 2,052,150 11 - 26 53.83 16.39 37.44
LTW-01 8/29/2019 399,566 2,052,150 11 - 26 53.83 16.49 37.34
LTW-02 6/13/2019 398,848 2,052,354 28 - 38 52.48 9.78 42.70
LTW-02 8/29/2019 398,848 2,052,354 28 - 38 52.48 10.26 42.22
LTW-03 6/13/2019 398,115 2,052,558 15 - 30 52.91 12.23 40.68
LTW-03 8/22/2019 398,115 2,052,558 15 - 30 52.91 13.05 39.86
LTW-04 6/13/2019 397,280 2,052,584 12 - 27 51.86 8.14 43.72
LTW-04 8/22/2019 397,280 2,052,584 12 - 27 51.86 9.04 42.82
LTW-05 6/13/2019 396,431 2,052,738 29 - 44 52.01 9.18 42.83
LTW-05 8/22/2019 396,431 2,052,738 29 - 44 52.01 9.64 42.37
MW-1S 6/13/2019 397,080 2,049,121 21 - 24 149.93 19.00 130.93
MW-2S 6/13/2019 396,935 2,049,322 19 - 23 149.91 19.25 130.66
MW-7S 6/13/2019 397,445 2,049,810 NA 147.47 10.45 137.02
MW-8S 6/13/2019 397,096 2,049,868 NA 146.48 DRY --
MW-9S 6/13/2019 396,760 2,049,734 17.5-22.5 154.39 21.15 133.24
MW-11 6/13/2019 396,544 2,049,051 11.5 - 21.5 148.53 23.39 125.14
MW-12D 6/13/2019 397,254 2,049,269 42 - 52 149.10 NM --
MW-12S 6/13/2019 397,254 2,049,274 17.5 - 22.5 152.06 20.50 131.56
MW-13D 6/13/2019 397,119 2,049,821 57 - 67 148.65 43.87 104.78
MW-14D 6/13/2019 396,974 2,049,075 62 - 72 149.73 38.95 110.78
MW-15DRR 6/13/2019 398,581 2,049,512 52.5 - 62.5 150.92 NM --
MW-16D 6/13/2019 398,494 2,048,403 72 - 82 148.41 34.42 113.99
MW-17D 6/13/2019 398,402 2,047,366 57 - 67 146.12 27.50 118.62
MW-18D 6/13/2019 400,947 2,046,575 50 - 60 107.57 19.00 88.57
MW-19D 6/13/2019 401,151 2,048,273 46 - 56 139.55 47.88 91.67
MW-20D 6/13/2019 400,791 2,048,734 65 - 75 137.18 46.33 90.85
MW-21D 6/13/2019 399,502 2,047,075 72 - 82 151.38 43.81 107.57
MW-22D 6/13/2019 398,518 2,048,363 52 - 72 149.06 34.21 114.85
MW-23 6/13/2019 396,238 2,051,063 9.5 - 14.5 148.34 14.32 134.02
MW-24 6/13/2019 397,304 2,048,768 18.8 - 23.8 150.31 26.99 123.32
MW-25 6/13/2019 396,753 2,050,990 12 - 17 147.59 13.80 133.79
MW-26 6/13/2019 396,265 2,051,485 5 - 10 147.70 11.67 136.03
MW-27 6/13/2019 396,010 2,051,472 10 - 15 146.83 14.76 132.07
MW-28 6/13/2019 395,720 2,051,166 9 - 14 144.70 14.30 130.40
MW-30 6/13/2019 397,341 2,050,776 10 - 15 147.67 DRY --
MW-31 6/13/2019 396,391 2,049,623 17 - 22 147.70 15.84 131.86
MW-32 6/13/2019 396,360 2,049,652 13 - 18.5 147.11 14.79 132.32
MW-33 6/13/2019 396,338 2,049,679 12 - 17 146.82 14.23 132.59
MW-34 6/13/2019 396,353 2,049,619 17 - 22 147.97 15.85 132.12
MW-35 6/13/2019 396,333 2,049,631 14 - 19 147.54 15.31 132.23
MW-36 6/13/2019 396,320 2,049,651 12 - 17 147.89 15.56 132.33
NAF-01 6/13/2019 398,350 2,050,339 5 - 15 149.66 8.75 140.91
NAF-02 6/13/2019 398,663 2,050,641 5 - 15 150.31 9.62 140.69
NAF-03 6/13/2019 398,581 2,050,755 5 - 15 150.44 9.81 140.63
NAF-04 6/13/2019 398,447 2,050,719 5 - 15 148.10 6.71 141.39
NAF-05A 6/13/2019 398,641 2,051,025 NA NA Exclusion Zone --
NAF-05B 6/13/2019 398,660 2,051,022 NA NA Exclusion Zone --
NAF-06 6/13/2019 398,810 2,050,912 2.75 - 12.75 146.43 11.20 135.23
NAF-07 6/13/2019 398,899 2,050,616 5.5 - 15.5 149.69 9.00 140.69
NAF-08A 6/13/2019 398,098 2,050,887 5 - 15 148.82 7.94 140.88
NAF-08B 6/13/2019 398,096 2,050,880 43.5 - 53.5 148.86 53.15 95.71
NAF-09 6/13/2019 397,711 2,050,807 7 - 17 149.29 12.02 137.27
NAF-10 6/13/2019 397,613 2,050,423 8.25 - 18.25 150.00 11.77 138.23
NAF-11A 6/13/2019 398,909 2,051,000 2.5 - 7.5 140.59 7.93 132.66
NAF-11B 6/13/2019 398,911 2,050,996 33.5 - 43.5 140.74 46.48 94.26
NAF-12 6/13/2019 398,271 2,050,777 18 - 23 145.93 DRY --
NAF-13 6/13/2019 398,370 2,051,261 11 - 16 152.29 Exclusion Zone --
PIW-1D 8/22/2019 400,548 2,051,801 24.5 - 29.5 52.33 19.24 33.09
PIW-1D 8/29/2019 400,548 2,051,801 24.5 - 29.5 52.33 19.03 33.30
PIW-1S 8/22/2019 400,541 2,051,793 7.8 - 17.8 54.20 21.65 32.55
PIW-2D 8/29/2019 399,923 2,051,318 40 - 50 100.85 37.22 63.63
PIW-3D 8/22/2019 399,712 2,052,089 19 - 24 53.32 17.26 36.06
PIW-3D 8/29/2019 399,712 2,052,089 19 - 24 53.32 17.37 35.95
TR0795 Page 1 of 3 September 2019
TABLE 9-1
GROUNDWATER ELEVATIONS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants NC P.C.
Well ID Gauging Date
Northing
(ft, SPCS NAD83)
Easting
(ft, SPCS NAD83)
Screened
Interval (ft)
TOC Elevation
(NAVD 88)
Depth to Water
(from TOC)
Water Level
(ft-NAVD88)
PIW-4D 8/22/2019 398,817 2,052,103 32.3 - 37.3 53.04 11.39 41.65
PIW-4D 8/29/2019 398,817 2,052,103 32.3 - 37.3 53.04 11.36 41.68
PIW-5S 8/22/2019 398,520 2,051,951 9.8 - 19.8 75.19 14.19 61.00
PIW-6S 8/22/2019 398,118 2,052,541 18 - 28 53.36 14.65 38.71
PIW-7D 8/22/2019 396,788 2,052,595 29 - 34 48.60 5.90 42.70
PIW-7D 8/29/2019 396,788 2,052,595 29 - 34 48.60 5.90 42.70
PIW-7S 8/22/2019 396,787 2,052,589 7 - 17 48.39 5.88 42.51
PIW-7S 8/29/2019 396,787 2,052,589 7 - 17 48.39 5.87 42.52
PIW-8D 8/22/2019 396,403 2,052,682 35.5 - 45.5 48.52 NM --
PIW-8D 8/29/2019 396,403 2,052,682 35.5 - 45.5 48.52 7.37 41.15
PIW-9D 8/22/2019 396,156 2,052,251 40 - 45 79.53 37.43 42.10
PIW-9S 8/22/2019 396,148 2,052,251 24.8 - 29.8 79.53 30.35 49.18
PIW-10DR 8/22/2019 395,094 2,052,297 53 - 58 75.91 9.39 66.52
PIW-10S 8/22/2019 395,105 2,052,297 7 - 17 76.45 18.87 57.58
PW-01 8/28/2019 399,065 2,049,654 11 - 21 149.55 16.12 133.43
PW-02 8/28/2019 399,779 2,050,649 50 - 60 146.43 55.82 90.61
PW-03 NR 397,340 2,050,765 35 - 45 147.97 NM --
PW-04 NR 394,660 2,050,941 17 - 27 97.75 NM --
PW-05 8/28/2019 395,873 2,047,813 65 - 75 150.34 28.85 121.49
PW-06 8/28/2019 392,868 2,045,289 19 - 29 147.69 19.33 128.36
PW-07 8/28/2019 390,848 2,049,258 28 - 38 148.16 38.16 110.00
PW-09 8/28/2019 401,997 2,048,981 44 - 54 77.49 26.33 51.16
PW-10R NR 398,516 2,051,937 53 - 58 75.91 NM --
PW-11 8/28/2019 394,354 2,052,227 53 - 63 73.26 33.44 39.82
PW-12 NR 399,500 2,047,064 109 - 119 150.61 NM --
PW-13 8/29/2019 397,584 2,048,029 120 - 130 149.36 29.36 120.00
PW-14 8/29/2019 397,326 2,050,766 136 - 146 147.97 60.75 87.22
PW-15R 9/19/2019 398,901 2,051,012 110 - 120 136.14 59.09 77.05
PZ-11 6/13/2019 398,646 2,049,821 15 - 20 151.03 12.88 138.15
PZ-12 6/13/2019 399,095 2,048,982 15.1 - 20.1 150.91 19.70 131.21
PZ-13 6/13/2019 397,708 2,050,992 7.1 - 12.1 149.20 11.58 137.62
PZ-14 6/13/2019 397,590 2,050,618 9 - 14 148.38 10.66 137.72
PZ-15 6/13/2019 396,805 2,050,112 10.2 - 15.2 148.79 DRY --
PZ-17 6/13/2019 396,615 2,048,873 21.1 - 26.1 150.08 DRY --
PZ-19R 6/13/2019 397,999 2,049,920 16 - 21 150.05 13.11 136.94
PZ-20R 6/13/2019 398,186 2,049,785 15 - 20 151.29 14.39 136.90
PZ-21R 6/13/2019 398,445 2,049,883 17 - 22 150.67 12.96 137.71
PZ-22 6/13/2019 397,273 2,052,584 36 - 46 51.81 7.38 44.43
PZ-22 8/22/2019 397,273 2,052,584 36 - 46 51.81 7.71 44.10
PZ-24 6/13/2019 396,118 2,050,744 11 - 16 147.53 14.46 133.07
PZ-25 6/13/2019 396,754 2,050,991 14 - 19 147.59 21.24 126.35
PZ-26 6/13/2019 396,060 2,050,382 11 - 16 147.70 12.36 135.34
PZ-27 6/13/2019 395,922 2,050,377 12 - 17 147.17 13.77 133.40
PZ-28 6/13/2019 396,305 2,049,934 13 - 18 148.64 12.99 135.65
PZ-29 6/13/2019 396,371 2,049,769 13 - 18 147.74 14.26 133.48
PZ-31 6/13/2019 396,429 2,049,594 14 - 19 148.00 17.84 130.16
PZ-32 6/13/2019 396,418 2,049,714 13 - 18 148.47 15.32 133.15
PZ-33 6/13/2019 396,309 2,049,708 12.5 - 17.5 146.72 13.87 132.85
PZ-34 6/13/2019 396,292 2,049,595 13.5 - 18.5 147.70 15.82 131.88
PZ-35 6/13/2019 398,233 2,050,020 13 - 18 150.43 12.58 137.85
SMW-01 6/13/2019 395,296 2,043,679 5 - 15 136.81 12.43 124.38
SMW-02 6/13/2019 399,984 2,050,655 5 - 20 147.93 13.33 134.60
SMW-02B 6/13/2019 399,983 2,050,660 43 - 53 145.21 56.04 89.17
SMW-03 6/13/2019 399,778 2,049,446 10 - 20 151.09 22.70 128.39
SMW-03B 6/13/2019 399,786 2,049,422 72 - 82 150.43 55.34 95.09
SMW-04A 6/13/2019 399,669 2,048,388 19.5 - 34.5 148.09 37.15 110.94
SMW-04B 6/13/2019 399,667 2,048,390 43 - 53 148.37 44.16 104.21
SMW-05 6/13/2019 399,334 2,048,557 10 - 20 148.10 DRY --
SMW-05P 6/13/2019 399,339 2,048,559 45 - 60 149.32 43.00 106.32
SMW-06 6/13/2019 399,172 2,048,759 12 - 22 150.97 24.99 125.98
SMW-06B 6/13/2019 399,145 2,048,765 58 - 68 150.32 46.18 104.14
SMW-07 6/13/2019 398,933 2,048,611 13 - 23 147.64 19.48 128.16
SMW-08 6/13/2019 399,065 2,048,469 21 - 31 151.02 DRY --
SMW-08B 6/13/2019 399,058 2,048,479 58 - 68 148.81 39.52 109.29
SMW-09 6/13/2019 401,077 2,050,017 52 - 62 141.43 54.86 86.57
SMW-10 6/13/2019 402,307 2,047,924 39 - 49 76.26 29.03 47.23
SMW-11 6/13/2019 401,996 2,048,975 13 - 23 71.95 13.04 58.91
SMW-12 6/13/2019 401,314 2,051,007 88 - 98 118.22 83.03 35.19
Bladen-1S 8/27/2019 387,516 2,050,235 5 - 10 81.31 DRY --
Bladen-1D 8/27/2019 387,520 2,050,249 37 - 47 81.52 19.65 61.87
Bladen-2S 8/27/2019 368,819 2,042,884 12 - 22 142.62 6.34 136.28
Bladen-2D 8/27/2019 368,824 2,042,880 67 - 77 142.85 20.71 122.14
Bladen-3S 8/28/2019 396,860 2,059,014 5 - 15 78.84 9.55 69.29
TR0795 Page 2 of 3 September 2019
TABLE 9-1
GROUNDWATER ELEVATIONS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants NC P.C.
Well ID Gauging Date
Northing
(ft, SPCS NAD83)
Easting
(ft, SPCS NAD83)
Screened
Interval (ft)
TOC Elevation
(NAVD 88)
Depth to Water
(from TOC)
Water Level
(ft-NAVD88)
Bladen-3D 8/28/2019 396,854 2,059,008 34 - 44 79.09 10.90 68.19
Bladen-4S 8/28/2019 363,261 2,087,639 5 - 15 64.26 5.80 58.46
Bladen-4D 8/28/2019 363,252 2,087,638 47 - 52 64.23 1.54 62.69
Cumberland-1S 9/16/2019 431,464 2,011,075 15 - 25 179.41 6.21 173.20
Cumberland-1D 9/16/2019 431,457 2,011,073 40 - 50 179.18 6.49 172.69
Cumberland-2S 9/16/2019 449,976 2,074,022 7 - 17 133.61 4.21 129.40
Cumberland-2D 9/16/2019 449,985 2,074,021 47 - 57 133.79 4.55 129.24
Cumberland-3S 9/16/2019 423,252 2,060,415 9 - 14 83.62 7.75 75.87
Cumberland-3D 9/16/2019 423,245 2,060,411 22 - 27 83.34 7.61 75.73
Cumberland-4S 9/16/2019 413,084 2,078,257 10 - 20 123.93 7.06 116.87
Cumberland-4D 9/16/2019 413,093 2,078,251 57 - 67 123.79 13.1 110.69
Cumberland-5S 9/16/2019 405,623 2,138,233 14 - 24 106.65 3.03 103.62
Cumberland-5D 9/16/2019 405,619 2,138,239 52 - 57 106.67 8.23 98.44
Robeson-1S 9/12/2019 381,406 2,020,158 17 - 27 161.22 7.94 153.28
Robeson-1D 9/12/2019 381,414 2,020,160 42.75 - 52.75 160.93 11.71 149.22
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 GRADIENTSChemours Fayetteville Works, North CarolinaGeosyntec Consultants NC P.C.Aquifer Well Pair ID Well ID Gauging date Gauging TimeNorthing (NAD 83)Easting(NAD 83)Screened Interval (ft bgs)Ground Elevation (ft NAVD88)TOC Elevation (ft NAVD88)Shallow/DeepDepth to Water (from TOC)Groundwater Elevation (ft-NAVD88)Vertical Gradient(feet/feet)DirectionPerched Zone NAF-11A 6/13/2019 15:28 398,909 2,051,000 2.5 - 7.5 137.55 140.59 s 7.93 132.66Surficial Aquifer NAF-11B 6/13/2019 15:29 398,911 2,050,996 33.5 - 43.5 137.55 140.74 d 46.48 94.26Perched Zone SMW-06 6/13/2019 14:18 399,172 2,048,759 12.0 - 22.0 147.92 150.97 s 24.99 125.98Surficial Aquifer SMW-06B 6/13/2019 14:13 399,145 2,048,765 58.0 - 68.0 NA 150.32d46.18 104.14Perched Zone SMW-04A 6/13/2019 15:13 399,669 2,048,388 19.5 - 34.5 145.46 148.09 s 37.15 110.94Surficial Aquifer SMW-04B 6/13/2019 15:14 399,667 2,048,390 43.0 - 53.0 145.18 148.37 d 44.16 104.21Perched Zone SMW-03 6/13/2019 15:11 399,778 2,049,446 10.0 - 20.0 148.43 151.09 s 22.7 128.39Surficial Aquifer SMW-03B 6/13/2019 15:09 399,786 2,049,422 72.0 - 82.0 NA 150.43d55.34 95.09Perched Zone SMW-02 6/13/2019 15:20 399,984 2,050,655 5.0 - 20.0 144.74 147.93 s 13.33 134.60Surficial Aquifer SMW-02B 6/13/2019 15:21 399,983 2,050,660 43.0 - 53.0 142.28 145.21 d 56.04 89.17Perched Zone NAF-08A 6/13/2019 15:59 398,098 2,050,887 5.0 - 15.0 145.54 148.82 s 7.94 140.88Surficial Aquifer NAF-08B 6/13/2019 15:55 398,096 2,050,880 43.5 - 53.5 145.62 148.86 d 53.15 95.71Perched Zone MW-23 6/13/2019 16:05 396,233 2,051,062 9.5 - 14.5 145.17 148.34 s 14.32 134.02Black Creek Aquifer BCA-02 6/13/2019 16:06 396,242 2,051,062 92.0 - 102.0 145.2 148.42d73.4 75.02Surficial Aquifer PIW-9S 8/22/2019 8:45 396,148 2,052,251 24.75 - 29.75 76.801 79.53 s 30.35 49.18Black Creek Aquifer PIW-9D 8/22/2019 8:51 396,156 2,052,251 40.0 - 45.0 76.748 79.53d37.43 42.10Surficial Aquifer PIW-10S 8/22/2019 8:37 395,105 2,052,297 7.0 - 17.073.304 76.45 s 18.87 57.58Black Creek Aquifer PIW-10DR 8/22/2019 8:28 395,099 2,052,294 53.0 - 58.0 73.339 75.91d9.39 66.52Floodplain PIW-1S 8/22/2019 11:12 400,541 2,051,793 7.8 - 17.8 50.78 54.20 s 21.65 32.55Surficial Aquifer PIW-1D 8/22/2019 11:19 400,548 2,051,801 24.5 - 29.5 49.529 52.33d19.24 33.09Floodplain PIW-7S 8/22/2019 9:21 396,787 2,052,589 7.0 - 17.0 45.809 48.39 s 5.88 42.51Black Creek Aquifer PIW-7D 8/22/2019 9:26 396,788 2,052,595 29.0 - 34.0 45.778 48.60d5.9 42.70Floodplain PIW-7S 8/29/2019 9:21 396,787 2,052,589 7.0 - 17.0 45.809 48.39 s 5.87 42.52Black Creek Aquifer PIW-7D 8/29/2019 9:26 396,788 2,052,595 29.0 - 34.0 45.778 48.60d5.9 42.70Floodplain LTW-04 6/13/2019 14:02 397,280 2,052,584 12.0 - 27.0 49.34 51.86 s 8.14 43.72Black Creek Aquifer PZ-22 6/13/2019 14:01 397,273 2,052,584 36.0 - 46.0 49.03 51.81 d 7.38 44.43Perched Zone MW-25 6/13/2019 16:08 396,753 2,050,990 12.0 - 17.0 145.00 147.59 s 13.8 133.79Perched Zone PZ-25 6/13/2019 13:43 396,754 2,050,991 14.0 - 19.0 145.00 147.59 s 21.24 126.35Old Outfall 002 Old Outfall 002 6/7/2019 -- -- -- -- 40.25 -- s0.375 540.63Black Creek Aquifer PW-11 8/28/2019 -- 394,354 2,052,227 53.0 - 63.0 70.19 73.26 d 33.44 39.82Notes: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 datumNAVD88 - North American Vertical Datum of 1988; vertical control datum established in 1991ft bgs - feet below ground surfaceTOC - top of casing-- data not availableWP11-AWP11-BDownward(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)Upward(PIW-7S to PIW-7D)Upward(PIW-7S to PIW-7D)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)Surficial / Black CreekFloodplain / SurficialFloodplain/ Black CreekPerched / Black Creek33.3045.4345.1759.00-0.71-0.54WP5WP6WP7WP8WP9WP10WP1WP2WP3WP4Perched / Surficial38.4021.846.73-0.19-0.177.08-8.94Downward(Old Outfall 002 to PW-11)0.81WP14OtherWP12WP137.44Upward(LTW-04 to PZ-22)Downward(MW-25 to PZ-25)TR07951 of 1September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
Aquifer Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer
Location BCA-01 BCA-02 BCA-02 BCA-03R
Field Sample ID GW0619-BCA-01 GW0619-BCA-02 GW0619-BCA-02-D BCA-03R-091219
Sample Date 7/8/2019 7/9/2019 7/9/2019 9/12/2019
QA/QC -- -- Field Duplicate --
SDG 320-52171-1 320-52149-1 320-52149-1 320-54314-1
Lab Sample ID 320-52171-4 320-52149-5 320-52149-6 320-54314-1
Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)9,700 18,000 J 12,000 J 12,000
PFMOAA 70,000 116,000 105,000 328,000
PFO2HxA 22,000 29,000 26,000 69,000
PFO3OA 3,000 8,600 8,600 15,000
PFO4DA 79.3 4,000 3,300 1,200
PFO5DA <34 590 610 <170
PMPA 5,900 7,300 6,700 29,000
PEPA 1,400 2,500 2,300 7,100
PFESA-BP1 <27 80 60 200
PFESA-BP2 <30 520 420 160
Byproduct 4 300 810 720 2,000
Byproduct 5 1,100 2,100 2,000 19,000
Byproduct 6 <15 19 18 <77
NVHOS 570 1,100 1,000 2,400
EVE Acid <24 27 24 <120
Hydro-EVE Acid <28 1,600 1,400 200
R-EVE 230 560 500 730
PES <46 <46 <46 <230
PFECA B <60 <60 <60 <300
PFECA-G <41 <41 <41 <200
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate -- -- --<2
11Cl-PF3OUdS -- -- --<2
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS) <20 <20 <20 <20
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS) <20 <20 <20 <20
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol -- -- --<2
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol -- -- --<4
6:2 Fluorotelomer sulfonate <20 <20 <20 <20
9Cl-PF3ONS -- -- --<2
ADONA -- -- --<2.1
NaDONA -- -- --<2.1
N-ethyl perfluorooctane sulfonamidoacetic acid <20 <20 <20 <20
N-ethylperfluoro-1-octanesulfonamide -- -- --<2
N-methyl perfluoro-1-octanesulfonamide -- -- --<2
N-methyl perfluorooctane sulfonamidoacetic acid <20 <20 <20 <20
Perfluorobutane Sulfonic Acid <2 2.8 2.9 <2
Perfluorobutanoic Acid 70 120 120 160
Perfluorodecane Sulfonic Acid <2 <2 <2 <2
Perfluorodecanoic Acid <2 <2 <2 <2
Perfluorododecane sulfonic acid (PFDoS) <2 <2 <2 <2
Perfluorododecanoic Acid <2 <2 3.8 <2
Perfluoroheptane sulfonic acid (PFHpS) <2 <2 <2 <2
Perfluoroheptanoic Acid 8.7 46 46 72
Perfluorohexadecanoic acid (PFHxDA)-- -- --<2
Perfluorohexane Sulfonic Acid <2 5 5.2 <2
Perfluorohexanoic Acid 7.9 25 24 24
Perfluorononanesulfonic acid <2 <2 <2 <2
Perfluorononanoic Acid <2 10 11 <2
Perfluorooctadecanoic acid <2 <2 UJ <2 <2
Perfluorooctane Sulfonamide <2 <2 <2 <2
Perfluoropentane sulfonic acid (PFPeS) <2 <2 <2 <2
Perfluoropentanoic Acid 280 170 170 600
Perfluorotetradecanoic Acid <2 <2 <2 <2
Perfluorotridecanoic Acid <2 <2 2 <2
Perfluoroundecanoic Acid <2 <2 <2 <2
PFOA <2 30 32 5.8
PFOS <2 3.4 4.2 <2
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer
BCA-04 LTW-02 LTW-05 PIW-10DR
GW0619-BCA-04 GW0619-LTW-02 GW0619-LTW-05 PIW-10DR-091019
7/9/2019 7/17/2019 7/16/2019 9/10/2019
-- -- -- --
320-52149-1 320-52454-1 320-52322-1 320-54176-1
320-52149-4 320-52454-2 320-52322-4 320-54176-1
6.9 9,500 26,000 B 19,000
<5 38,000 241,000 45,000
<2 16,000 68,000 19,000
<2 3,000 22,000 6,000
<2 250 2,900 1,200 J
<2 <34 <340 <34 UJ
20 6,500 <5,700 9,100
<20 2,100 <470 3,400
<2 <27 <270 <27
<2 30.3 310 160 J
<2 490 J 1,620 1,500
<2 1,200 3,100 6,400 J
<2 <15 <150 15
<2 370 1,900 510
<2 <24 <240 <24
<2 45 1,400 790 J
<2 420 2,100 1,200
<2 <46 <460 <46
<2 <60 <600 <60
<2 <41 <410 <41
-- -- --<2
-- -- --<2
<20 <20 <20 <20
<20 <45 <20 <20
-- -- --<2
-- -- --<4
<20 <20 <20 34
-- -- --<2
-- -- --<2.1
-- -- --<2.1
<20 <20 <20 <20
-- -- --<2
-- -- --<2
<20 <27 <20 <20
<2 <2 <2 <2
<2 71 330 240
<2 <2.7 <2 <2
<2 <2.7 <2 <2
<2 <3.9 <2 <2
<2 <4.7 <2 <2
<2 <2 <2 <2
<2 13 360 120
-- -- --<2
<2 <2 <2 <2
<2 10 100 56
<2 <2 <2 <2
<2 <2.3 <2 <2
<2 <3.9 <2 <2
<2 <3 <2 <2
<2 <2.6 <2 <2
<2 290 2,600 750
<2 <2.5 <2 <2
<2 <11 <2 <2
<2 <9.4 <2 <2
<2 <7.3 3.6 2.9
<2 <4.6 <2 <2
TR0795 Page 2 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer
PIW-2D PIW-2D PIW-3D PIW-4D
PIW-2D-091219 PIW-2D-091219-Z GW0619-PIW-3D PIW-4D-091119-Z
9/12/2019 9/12/2019 7/18/2019 9/11/2019
-- -- -- --
320-54314-1 320-54316-1 320-52464-1 320-54319-1
320-54314-2 320-54316-1 320-52464-2 320-54319-2
1,800 1,800 9,600 6.7
14,000 13,000 5,400 <210
2,900 3,000 9,100 <81
100 100 1,700 <58
<79 <79 780 <79
<34 <34 95 <34
1,300 1,200 12,000 <570
92 88.7 4,400 <47
<27 <27 <2.7 <27
<30 <30 150 <30
<160 <160 500 <160
<58 <58 <5.8 <58
<15 <15 5.1 <15
110 J 130 83 <54
<24 <24 <2.4 <24
<28 <28 52 <28
<70 <70 290 <70
<46 <46 <4.6 <46
<60 <60 <6 <60
<41 <41 <4.1 <41
<2 <2 --<2
<3.2 <3.2 --<2
<20 <20 <20 <20
<52 <52 <20 <20
<8.5 <8.5 --<2
<14 <14 --<4
<20 <20 <20 <20
<2.4 <2.4 --<2
<2.1 <2.1 --<2.1
<2.1 <2.1 --<2.1
<20 <20 <20 <20
<8.7 <8.7 --<2
<4.3 <4.3 --<2
<31 <31 <20 <20
<2 <2 2.2 <2
18 19 84 <2
<3.2 <3.2 <2 <2
<3.1 <3.1 <2 <2
<4.5 <4.5 <2 <2
<5.5 <5.5 <2 <2
<2 <2 <2 <2
<2.5 <2.5 30 <2
<8.9 <8.9 --<2
3 3.5 3.1 <2
<5.8 <5.8 21 <2
<2 <2 <2 <2
<2.7 <2.7 4.2 <2
<4.6 <4.6 <2 <2
<3.5 <3.5 <2 <2
<3 <3 <2 <2
70 76 130 <2
<2.9 3.1 <2 <2
<13 <13 <2 <2
<11 <11 <2 <2
<8.5 <8.5 35 <2
<5.4 <5.4 9.5 <2
TR0795 Page 3 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer
PIW-7D PIW-8D PIW-9D PW-09
GW0619-PIW-7D GW0619-PIW-8D GW0619-PIW-9D PW-09-091119
7/19/2019 7/19/2019 7/23/2019 9/11/2019
-- -- -- --
320-52624-1 320-52624-1 320-52722-1 320-54274-1
320-52624-3 320-52624-2 320-52722-1 320-54274-2
11,000 54,000 E 33,000 <4
149,000 400,000 154,000 <210
27,000 137,000 41,000 170 J
2,400 51,000 12,000 <58
570 7,200 3,100 <79
<34 <340 84 <34
3,500 15,000 9,900 1,600
530 4,500 3,400 220
<27 <270 29 160 J
53 770 370 81
280 4,400 1,900 J <160
690 10,000 F1 2,700 93.7
<15 <150 18 <15
810 3,600 1,700 <54
<24 <240 <24 <24
170 J 3,700 1,600 <28
350 J 4,500 1,700 <70
<46 <460 <46 <46
<60 <600 <60 <60
<41 <410 <41 <41
-- -- --<2
-- -- --<2
<20 <38 <20 <20
<44 <98 <20 <20
-- -- --<2
-- -- --<4
<20 <38 <20 <20
-- -- --<2
-- -- --<2.1
-- -- --<2.1
<20 <36 <20 <20
-- -- --<2
-- -- --<2
<26 <58 <20 <20
<2 <3.8 <2 <2
100 930 240 <2
<2.7 <6 <2 <2
<2.6 <5.8 <2 <2
<3.8 <8.5 <2 <2
<4.6 <10 <2 <2
<2 <3.6 <2 <2
41 920 100 <2
-- -- --<2
<2 <3.2 <2 <2
14 290 81 <2
<2 <3 <2 <2
<2.3 <5.1 <2 <2
<3.9 <8.7 <2 UJ <2
<2.9 <6.6 <2 <2
<2.5 <5.6 <2 <2
820 3,900 790 <2
<2.4 <5.5 <2 <2
<11 <24 <2 <2
<9.2 <21 <2 <2
<7.1 <16 17 <2
<4.5 <10 <2 <2
TR0795 Page 4 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer
PW-09 PW-11 PW-11 PW-12
PW-09-091119-Z PW-11-091019 PW-11-091019-Z PW-12-091119
9/11/2019 9/10/2019 9/10/2019 9/11/2019
-- -- -- --
320-54278-1 320-54231-1 320-54229-1 320-54299-1
320-54278-2 320-54231-2 320-54229-1 320-54299-4
<4 16,000 20,000 <4
<210 284,000 309,000 <5
160 56,000 J 59,000 <2
<58 32,000 J 33,000 <2
<79 16,000 16,000 <2
<34 670 J 480 <2
1,900 8,200 9,000 15
158 3,100 3,200 <20
79 410 320 <2
37 910 720 <2
<160 1,400 1,700 <2
65 J 3,200 3,300 <2
<15 93.4 77.6 <2
<54 3,000 3,100 <2
<24 <120 <120 <2
<28 940 820 <2
<70 540 640 <2
<46 <230 <230 <2
<60 <300 <300 <2
<41 <200 <200 <2
<2 <2 <2 <2
<2 <3.1 <2.9 <2
<20 <20 <20 <20
<20 <500 <48 <20
<2 <82 <7.8 <2
<4 <13 <13 <4
<20 21 <20 <20
<2 <2.3 <2.2 <2
<2.1 <2.1 <2.1 <2.1
<2.1 <2.1 <2.1 <2.1
<20 <20 <20 <20
<2 <84 <7.9 <2
<2 <4.1 <3.9 <2
<20 <300 <28 <20
<2 <2 3.2 I <2
<2 150 150 <2
<2 <3.1 <2.9 <2
<2 <3 <2.8 <2
<2 <4.3 <4.1 <2
<2 <5.3 <5 <2
<2 <2 <2 <2
<2 430 410 <2
<2 <8.6 <8.1 <2 UJ
<2 3.5 5.1 <2
<2 39 35 <2
<2 <2 <2 <2
<2 4.2 I 3.1 <2
<2 <4.4 <4.2 <2 UJ
<2 <3.4 <3.2 <2
<2 <2.9 <2.7 <2
<2 1,300 1,400 <2
<2 <2.8 <2.6 <2
<2 <13 <12 <2
<2 <11 <10 <2
<2 25 23 <2
<2 <5.2 <4.9 <2
TR0795 Page 5 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer Black Creek Aquifer
PW-12 PW-13 PW-13 PW-14
PW-12-091119-Z PW-13-091019 PW-13-091019-Z PW-14-091119
9/11/2019 9/10/2019 9/10/2019 9/11/2019
-- -- -- --
320-54299-1 320-54231-1 320-54229-1 320-54274-1
320-54299-5 320-54231-3 320-54229-2 320-54274-3
<4 <15 <15 22,000
<5 <210 <2,100 9,520,000
<2 <81 <810 3,415,000
<2 <58 <580 1,100,000
<2 <79 <790 606,000
<2 <34 <340 385,000
<10 <570 <5,700 1,355,000
<20 <47 <470 391,000
<2 <27 <270 6,000
<2 <30 <300 250,000
<2 <160 <1,600 148,000
<2 <58 <580 194,000
<2 <15 <150 5,000
<2 <54 <540 96,000
<2 <24 <240 <2,400
<2 <28 <280 211,000
<2 <70 <700 127,000
<2 <46 <460 <4,600
<2 <60 <600 <6,000
<2 <41 <410 <4,100
<2 <2 <2 <2
<2 <3.2 <3.2 <2
<20 <20 <20 <20
<20 <52 <52 <20
<2 <8.5 <8.5 <2
<4 <14 <14 <4
<20 <20 38 <20
<2 <2.4 <2.4 <2
<2.1 <2.1 <2.1 <2.1
<2.1 <2.1 <2.1 <2.1
<20 <20 <20 <20
<2 <8.7 <8.7 <2
<2 <4.3 <4.3 <2
<20 <31 <31 <20
<2 <2 16 <2
<2 <3.5 <3.5 420
<2 <3.2 <3.2 <2
<2 <3.1 <3.1 2.4
<2 <4.5 <4.5 <2
<2 <5.5 <5.5 <2
<2 <2 <2 <2
<2 <2.5 <2.5 280
<2 UJ <8.9 <8.9 <2
<2 2.3 2.1 4.2
<2 <5.8 <5.8 130
<2 <2 <2 <2
<2 <2.7 <2.7 190
<2 UJ <4.6 <4.6 <2
<2 <3.5 <3.5 <2
<2 <3 <3 <2
<2 <4.9 <4.9 1,300
<2 <2.9 4.8 <2
<2 <13 <13 <2
<2 <11 <11 <2
<2 <8.5 <8.5 120
<2 <5.4 <5.4 16
TR0795 Page 6 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Black Creek Aquifer Black Creek Aquifer Floodplain Deposits Floodplain Deposits
PZ-22 SMW-12 LTW-01 LTW-03
GW0619-PZ-22 GW0619-SMW-12 GW0619-LTW-01 GW0619-LTW-03
7/23/2019 7/11/2019 7/17/2019 7/17/2019
-- -- -- --
320-52722-1 320-52290-1 320-52454-1 320-52454-1
320-52722-2 320-52290-1 320-52454-1 320-52454-4
10,000 1,700 19,000 12,000
180,000 3,900 45,000 154,000
38,000 1,300 30,000 34,000
3,800 53 6,100 4,900
340 <7.9 1,200 160
<67 <3.4 210 <34
4,700 1,900 B 23,000 9,300
1,100 440 8,300 2,400
<53 <2.7 <27 <27
<61 <3 260 33.3
760 J 120 1,200 600
1,900 <5.8 970 2,600
<31 <2 <15 <15
1,200 38 490 1,000
<49 <2.4 <24 <24
130 <2.8 140 42
680 110 720 480
<92 <4.6 <46 <46
<120 <6 <60 <60
<82 <4.1 <41 <41
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <47 <46
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <28 <27
<2 <2 2.4 <2
140 19 170 140
<2 <2 <2.9 <2.8
<2 <2 <2.8 <2.7
<2 <2 <4 <4
<2 <2 <4.9 <4.9
<2 <2 <2 <2
33 <2 43 19
-- -- -- --
<2 <2 4.6 <2
43 <2 28 15
<2 <2 <2 <2
<2 <2 <2.4 <2.4
<2 <2 <4.1 <4.1
<2 <2 <3.1 <3.1
<2 <2 <2.7 <2.7
810 41 420 700
<2 <2 <2.6 <2.6
<2 <2 <12 <12
<2 <2 <9.9 <9.8
4 <2 37 <7.5
<2 <2 11 I <4.8
TR0795 Page 7 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Floodplain Deposits Floodplain Deposits Floodplain Deposits Perched Zone
LTW-04 PIW-6S PIW-7S FTA-01
GW0619-LTW-04 GW0619-PIW-6S GW0619-PIW-7S GW0619-FTA-01
7/17/2019 7/17/2019 7/19/2019 6/27/2019
-- -- -- --
320-52454-1 320-52454-1 320-52624-1 320-51903-1
320-52454-6 320-52454-5 320-52624-4 320-51903-3
16,000 13,000 1,400 520
96,000 160,000 12,000 <210 UJ
31,000 35,000 2,400 390 J
5,400 5,000 180 58 J
620 150 <79 <79 UJ
36 <34 <34 77 J
19,000 8,700 1,100 1,500 J
7,100 2,300 <47 290 J
<27 <27 <27 <27 UJ
160 31 <30 32 J
2,000 470 <160 <160 UJ
4,300 1,700 <58 <58 UJ
<15 <15 <15 <15 UJ
1,600 1,100 88 <54 UJ
<24 <24 <24 <24 UJ
510 43 <28 <28 UJ
2,300 490 130 <70 UJ
<46 <46 <46 <46 UJ
<60 <60 <60 <60 UJ
<41 <41 <41 <41 UJ
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<46 <47 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<27 <28 <20 <20
<2 <2 <2 <2
440 150 26 11
<2.8 <2.9 <2 <2
<2.7 <2.8 <2 <2
<4 <4.1 <2 <2
<4.9 <5 <2 <2
<2 <2 <2 <2
68 18 <2 5.1
-- -- -- --
2.9 <2 <2 2.1
44 16 <2 4.5
<2 <2 <2 <2
<2.4 <2.4 <2 <2
<4.1 <4.2 <2 <2
<3.1 <3.2 <2 <2
<2.7 <2.7 <2 <2
1,500 830 130 15
<2.6 <2.6 <2 <2
<12 <12 <2 <2
<9.7 <9.9 <2 <2
8 <7.7 <2 6.7
<4.8 <4.9 <2 3.8
TR0795 Page 8 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
FTA-02 FTA-03 MW-1S MW-2S
GW0619-FTA-02 GW0619-FTA-03 GW0619-MW-1S GW0619-MW-2S
6/27/2019 6/27/2019 6/28/2019 7/10/2019
-- -- -- --
320-51903-1 320-51903-1 320-51904-1 320-52165-1
320-51903-1 320-51903-2 320-51904-3 320-52165-1
22,000 13,000 14,000 17,000
11,000 J 3,200 J 21,000 F1 28,000
8,800 J 6,500 J 11,000 F1 12,000
2,000 J 780 J 1,600 F1 2,500
1,700 J 820 J 1,300 J 1,600
2,400 J 1,200 J 1,300 F1 2,500
6,400 J 6,500 J 9,700 F1 12,000
2,400 J 2,200 J 3,300 F1 4,100
1,300 J 550 J 48 F1 27 J
3,500 J 610 J 1,000 F1 2,100
1,500 J 1,400 J 620 F1 730 J
950 J 1,100 J 430 F1 320
19 J <15 UJ <15 19
450 J 170 J 210 F1 290
24,000 J 97 J <24 <24
1,100 J 150 J 230 F1 450
560 J 2,100 J 370 F1 510
<46 UJ <46 UJ <46 <46
<60 UJ <60 UJ <60 <60
<41 UJ <41 UJ <41 <41
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
120 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
2.5 <2 <2 <2
140 68 140 200
<2 <2 <2 <2
2.9 2.2 18 9
<2 <2 <2 <2
<2 <2 <2 <2
2.1 <2 <2 <2
87 21 50 77
-- -- -- --
21 5.1 2.3 4.2
110 15 26 40
<2 <2 <2 <2
17 11 62 75
<2 <2 <2 <2
<2 <2 <2 <2
2.1 <2 <2 <2
270 87 290 340
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 10 4.7
83 51 94 86
24 9.9 13 14
TR0795 Page 9 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
MW-7S MW-9S MW-12S MW-23
GW0619-MW-7S GW0619-MW-9S GW0619-MW-12S GW0619-MW-23
7/10/2019 6/25/2019 7/8/2019 6/25/2019
-- -- -- --
320-52165-1 320-51746-1 320-52171-1 320-51746-1
320-52165-2 320-51746-4 320-52171-3 320-51746-2
17,000 5,600 17,000 17,000
4,600 1,600 J 6,600 790 J
8,700 2,700 J 9,600 2,200 J
1,500 360 J 1,500 180 J
1,200 360 J 980 250 J
1,800 220 J 980 130 J
13,000 7,000 J 10,000 4,400 J
5,200 2,800 J 3,900 1,600 J
58 J 38 J <27 <27 UJ
830 200 J 540 150 J
1,400 310 J 540 450 J
650 <58 UJ 63 <58 UJ
17 <15 UJ <15 <15 UJ
260 <54 UJ 140 <54 UJ
<24 <24 UJ <24 <24 UJ
270 53 J 120 41 J
1,100 170 J 330 290 J
<46 <46 UJ <46 <46 UJ
<60 <60 UJ <60 <60 UJ
<41 <41 UJ <41 <41 UJ
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<2 <2 <2 <2
130 140 130 45
<2 <2 <2 <2
6.2 <2 3.8 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
43 10 30 7.7
-- -- -- --
2.8 <2 2 <2
22 5.1 23 6.5
<2 <2 <2 <2
15 2.2 16 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
160 61 150 35
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 6.9 <2
82 16 63 23
7.8 2.7 7.7 <2
TR0795 Page 10 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
MW-24 MW-25 MW-27 MW-28
GW0619-MW-24 GW0619-MW-25 GW0619-MW-27 GW0619-MW-28
7/17/2019 6/25/2019 6/25/2019 6/26/2019
-- -- -- --
320-52464-1 320-51746-1 320-51746-1 320-51904-1
320-52464-6 320-51746-11 320-51746-5 320-51904-1
15,000 17,000 11,000 2,900
716,000 2,700 J 240,000 J <210 UJ
129,000 8,100 J 62,000 J <81 UJ
31,000 1,400 J 17,000 J <58 UJ
7,400 1,400 J 4,500 J <79 UJ
1,400 750 J 260 J <34 UJ
8,100 25,000 J 7,800 J <570 UJ
3,200 9,800 J 2,900 J <47 UJ
1,400 <27 UJ <53 UJ <27 UJ
1,200 410 J 550 J <30 UJ
2,100 1,700 J 570 J <160 UJ
8,200 360 J 810 J <58 UJ
<150 <15 UJ 35 J <15 UJ
7,100 180 J 3,100 J <54 UJ
<240 <24 UJ <49 UJ <24 UJ
420 F1 190 J 240 J <28 UJ
<700 1,400 J 220 J <70 UJ
<460 <46 UJ <92 UJ <46 UJ
<600 <60 UJ <120 UJ <60 UJ
<410 <41 UJ <82 UJ <41 UJ
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<2 <2 <2 <2
200 190 110 28
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
110 33 23 7.3
-- -- -- --
<2 2.4 2.8 <2
21 15 16 4.3
<2 <2 <2 <2
16 4.2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
1,100 160 130 35
<2 <2 <2 <2
<2 <2 <2 <2
6.1 <2 <2 <2
89 80 23 20
2.2 4.2 <2 <2
TR0795 Page 11 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
MW-30 NAF-01 NAF-02 NAF-03
GW0619-MW-30 GW0619-NAF-01 GW0619-NAF-02 GW0619-NAF-03
7/2/2019 7/10/2019 6/27/2019 6/27/2019
-- -- -- --
320-52030-1 320-52165-1 320-51904-1 320-51904-1
320-52030-2 320-52165-3 320-51904-4 320-51904-2
18,000 22,000 160,000 E 54,000 E
3,300 20,000 2,915,000 J 260,000 J
9,400 20,000 779,000 J 110,000 J
1,000 J 5,000 240,000 J 39,000 J
1,600 J 6,200 104,000 J 21,000 J
2,100 J 6,000 J 36,000 J 19,000 J
29,000 17,000 74,000 J 47,000 J
11,000 7,400 32,000 J 23,000 J
<27 840 23,000 J 57,000 J
480 2,900 17,000 J 9,200 J
640 F1 2,700 21,000 J 6,000 J
<58 1,700 213,000 J 37,000 J
<15 70 <770 UJ 600 J
95 750 27,000 J 4,900 J
<24 480 7,300 J 6,800 J
150 820 14,000 J 3,300 J
270 5,600 12,000 J 4,400 J
<46 <46 <2,300 UJ <230 UJ
<60 <60 <3,000 UJ <300 UJ
<41 <41 <2,000 UJ <200 UJ
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<2 2.4 2.4 <2
190 490 3,300 1,100
<2 <2 <2 <2
<2 6.8 48 18
<2 <2 <2 <2
<2 2.4 41 6.8
<2 <2 <2 <2
33 73 1,000 140
-- -- -- --
<2 2.9 2.9 <2
10 54 610 190
<2 <2 <2 <2
6.3 49 400 47
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
160 330 8,000 870
<2 <2 <2 <25
<2 <2 44 <2
<2 10 170 46
61 130 260 140
3 I 8.5 6.5 2.7
TR0795 Page 12 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
NAF-04 NAF-06 NAF-07 NAF-08A
GW0619-NAF-04 GW0619-NAF-06 GW0619-NAF-07 GW0619-NAF-08A
7/15/2019 7/11/2019 6/27/2019 7/15/2019
-- -- -- --
320-52288-1 320-52282-1 320-51903-1 320-52288-1
320-52288-5 320-52282-1 320-51903-6 320-52288-4
270,000 E 100,000 E 37,000 E 37,000 E
238,000 812,000 93,000 J 7,400
421,000 296,000 46,000 J 17,000
110,000 J 116,000 14,000 J 5,100 J
49,000 66,000 7,800 J 4,400
32,000 J 45,000 J 4,300 J 2,700 J
85,000 47,000 26,000 J 201,000
28,000 20,000 10,000 J 114,000
1,135,000 78,000 J 610 J 5,500
107,000 29,000 2,000 J 2,100
105,000 6,800 5,100 J 3,000
1,210,000 92,000 32,000 J 21,000
6,500 600 63 J <77
60,000 8,600 1,800 J 790
338,000 6,100 270 J 4,400
159,000 5,500 850 J 2,600
36,000 4,700 J 2,400 J 1,800
<920 <230 <46 UJ <230
<1,200 <300 <60 UJ <300
<820 <200 <41 UJ <200
-- -- -- --
-- -- -- --
<170 <20 <20 <20
<450 <20 <20 <20
-- -- -- --
-- -- -- --
<170 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<160 <20 <20 <20
-- -- -- --
-- -- -- --
<270 <20 <20 <20
<17 2.3 2.4 <2
4,800 1,400 220 3,300
<27 <2 <2 <2
77 20 8.8 4.3
<39 <2 <2 <2
<47 4.3 <2 <2
<16 <2 <2 <2
7,700 480 110 200
-- -- -- --
<15 3.2 2.6 2.2
980 350 60 89
<14 <2 <2 <2
1,900 270 34 38
<39 UJ <2 UJ <2 <2 UJ
<30 <2 <2 <2
<26 <2 <2 <2
34,000 E 2,300 430 1,300
<25 <2 <2 <2
<110 <2 <2 <2
<94 39 3.8 3.8
540 230 110 54
<46 12 12 7.6
TR0795 Page 13 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
NAF-09 NAF-10 NAF-12 PW-01
GW0619-NAF-09 GW0619-NAF-10 GW0619-NAF-12 PW-01-090919
7/2/2019 7/3/2019 7/17/2019 9/9/2019
-- -- -- --
320-52028-1 320-52030-1 320-52464-1 320-54217-1
320-52028-4 320-52030-3 320-52464-4 320-54217-1
42,000 E 23,000 120,000 E 8,300
5,900 4,700 231,000 25,000
22,000 10,000 397,000 10,000
9,400 1,600 J 164,000 2,000 J
11,000 1,200 90,000 1,000 J
2,200 J 1,000 J 59,000 660 J
54,000 28,000 328,000 4,100 J
35,000 9,800 31,000 1,300
480 F1 88 674,000 490
1,100 740 231,000 490 J
1,100 J 2,700 196,000 610
1,300 410 1,055,000 900 J
42 21 11,000 <15
800 470 559,000 280 J
52 67 715,000 110 J
520 480 376,000 130 J
860 1,600 118,000 310
<46 <46 <460 <46
<60 <60 <600 <60
<41 <41 <410 <41
-- -- --<2
-- -- --<2
<20 <20 <20 <20
<20 <20 <20 <20
-- -- --<2
-- -- --<4
<20 <20 <20 <20
-- -- --<2
-- -- --<2.1
-- -- --<2.1
<20 <20 <20 <20
-- -- --<2
-- -- --<2
<20 <20 <20 <20
10 4.6 <2 <2
1,300 240 6,500 J 61
<2 <2 <2 <2
7 4.1 220 I <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
120 46 9,300 E,I 25
-- -- --<2
4.4 <2 5.3 J <2
85 24 1,700 J 13
<2 <2 <2 <2
19 16 4,600 E 6.4
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
610 270 18,000 E 110
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 42 J <2
100 99 750 E 95
10 11 42 6.6
TR0795 Page 14 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
PW-01 PZ-11 PZ-11 PZ-12
PW-01-090919-D GW0619-PZ-11 GW0619-PZ-11-D GW0619-PZ-12
9/9/2019 7/16/2019 7/16/2019 7/11/2019
Field Duplicate -- Field Duplicate --
320-54217-1 320-52322-1 320-52322-1 320-52282-1
320-54217-2 320-52322-1 320-52322-2 320-52282-2
7,500 4,900 B 6,200 B 6,800
23,000 7,100 7,500 63,000 J
9,400 4,800 5,000 13,000
1,900 830 910 3,000
960 650 710 990
540 800 920 360
3,600 3,300 3,600 5,300
1,200 1,100 1,200 1,200
410 530 560 7,600
400 320 350 770
470 220 260 480
880 J 1,200 1,200 5,800 J
<15 <15 <15 18
270 140 130 450
100 29 30 150
110 120 110 210
260 110 J 110 J 200 J
<46 <46 <46 <46
<60 <60 <60 <60
<41 <41 <41 <41
<2 -- -- --
<2 -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
<2 -- -- --
<4 -- -- --
<20 <20 <20 <20
<2 -- -- --
<2.1 -- -- --
<2.1 -- -- --
<20 <20 <20 <20
<2 -- -- --
<2 -- -- --
<20 <20 <20 <20
<2 2.8 2.6 <2
58 43 43 67
<2 <2 <2 <2
<2 3 3.2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
25 23 23 38
<2 -- -- --
<2 5.2 4.9 3.2
12 20 20 24
<2 <2 <2 <2
6.4 6.2 6 4.4
<2 <2 <2 <2 UJ
<2 <2 <2 <2
<2 <2 <2 <2
100 64 65 150
<2 <2 <2 <2
<2 <2 <2 <2
<2 2.2 <2 <2
100 42 43 120
6.4 16 15 8.9
TR0795 Page 15 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
PZ-13 PZ-14 PZ-15 PZ-19R
GW0619-PZ-13 GW0619-PZ-14 GW0619-PZ-15 GW0619-PZ-19R
6/25/2019 7/3/2019 6/25/2019 7/1/2019
-- -- -- --
320-51746-1 320-52030-1 320-51746-1 320-52028-1
320-51746-6 320-52030-4 320-51746-3 320-52028-2
44,000 E 32,000 10,000 6,500
8,000 J 5,300 2,800 J 3,000
20,000 J 14,000 9,000 J 6,100
3,200 J 2,800 J 1,300 J 720
3,300 J 2,100 J 1,100 J 740
4,600 J 3,100 J 1,000 J 450 J
109,000 J 48,000 19,000 J 4,400
62,000 J 17,000 7,600 J 1,900
320 J <27 <27 UJ 31
1,300 J 620 550 J 230
3,200 J 980 970 J 390 F1
1,600 J 72 F1 180 J 70
28 J 22 <15 UJ 5
290 J 380 130 J 76
200 J <24 <24 UJ 23
320 J 410 140 J 57
2,300 J 280 620 J 250
<46 UJ <46 <46 UJ <4.6
<60 UJ <60 <60 UJ <6
<41 UJ <41 <41 UJ <4.1
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<2 <2 <2 4.2
2,400 460 160 63
<2 <2 <2 <2
3.1 <2 <2 3.7
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
120 52 27 34
-- -- -- --
<2 <2 <2 6.9
55 22 11 31
<2 <2 <2 <2
55 20 5.2 7.5
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
910 310 160 90
<2 <2 <2 <2
<2 <2 <2 <2
3.5 <2 <2 <2
78 130 44 32
6.9 6.5 I 4.9 I 16
TR0795 Page 16 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
PZ-20R PZ-21R PZ-24 PZ-26
GW0619-PZ-20R GW0619-PZ-21R GW0619-PZ-24 GW0619-PZ-26
7/1/2019 7/2/2019 6/25/2019 6/25/2019
-- -- -- --
320-52028-1 320-52030-1 320-51746-1 320-51746-1
320-52028-1 320-52030-1 320-51746-10 320-51746-9
3,500 2,100 36,000 240
820 920 1,300 J <210 UJ
2,600 1,800 4,100 J 190 J
240 190 J 810 J <58 UJ
190 220 J 710 J <79 UJ
160 J 150 J 190 J 58 J
2,000 1,000 14,000 J <570 UJ
870 410 5,200 J 140 J
<2 4.3 <27 UJ <27 UJ
98 97 180 J <30 UJ
75 88 330 J <160 UJ
3.2 15 J <58 UJ <58 UJ
<2 2.3 <15 UJ <15 UJ
20 22 93 J <54 UJ
<2 12 <24 UJ <24 UJ
17 20 82 J <28 UJ
38 41 280 J <70 UJ
<2.3 <2.3 <46 UJ <46 UJ
<3 <3 <60 UJ <60 UJ
<2 <2 <41 UJ <41 UJ
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
5 4 2.3 5.5
28 20 140 15
<2 <2 <2 <2
64<2 4.4
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
36 27 25 19
-- -- -- --
8.2 7.1 <2 7.6
38 29 16 27
<2 <2 <2 <2
5.8 6.9 2.4 3.2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
67 46 110 28
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
24 28 160 14
22 19 3.9 23
TR0795 Page 17 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Perched Zone Perched Zone Perched Zone
PZ-27 PZ-28 PZ-35 SMW-02
GW0619-PZ-27 GW0619-PZ-28 GW0619-PZ-35 GW0619-SMW-02
6/25/2019 6/25/2019 7/2/2019 7/17/2019
-- -- -- --
320-51746-1 320-51746-1 320-52028-1 320-52454-1
320-51746-8 320-51746-7 320-52028-3 320-52454-3
500 1,400 1,600 18,000
5,800 J 460 J 560 2,900
1,300 J 1,300 J 1,500 20,000
310 J 160 J 260 3,200
150 J 190 J 390 1,100
120 J 46 J 410 J 56
660 J 3,200 J 1,100 21,000
270 J 1,100 J 530 9,900
29 J <2 UJ 11 <27
180 J 54 J 140 120
<160 UJ 150 J 92 J 810
440 J <2.9 UJ 33 J <58
<15 UJ <2 UJ 2.1 17
110 J 30 J 18 320
<24 UJ <2 UJ 6.1 <24
<28 UJ 16 J 29 67
<70 UJ 82 J 53 J 510
<46 UJ <2.3 UJ <2 <46
<60 UJ <3 UJ <2 <60
<41 UJ <2 UJ <2 <41
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <46
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <27
3.6 <2 3.7 2.1
12 28 23 88
<2 <2 <2 <2.8
<2 2.6 4 <2.7
<2 <2 <2 <4
<2 <2 <2 <4.9
<2 <2 <2 <2
11 11 24 41
-- -- -- --
5.2 3 5.5 <2
13 11 26 22
<2 <2 <2 <2
2 4.3 9 <2.4
<2 <2 <2 <4.1
<2 <2 <2 <3.1
<2 <2 <2 <2.7
27 35 43 230
<2 <2 <2 <2.6
<2 <2 <2 <12
<2 <2 <2 <9.7
13 14 26 34
12 8.9 16 <4.8
TR0795 Page 18 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Perched Zone Surficial Aquifer Surficial Aquifer Surficial Aquifer
SMW-07 MW-13D MW-14D MW-15DRR
GW0619-SMW-07 GW0619-MW-13D GW0619-MW-14D MW-15DRR-091119
7/8/2019 7/11/2019 7/11/2019 9/12/2019
-- -- -- --
320-52171-1 320-52282-1 320-52282-1 320-54317-1
320-52171-5 320-52282-5 320-52282-4 320-54317-3
12,000 37,000 E 9,700 3,500
750 184,000 183,000 31,000
2,200 66,000 35,000 6,300
220 16,000 8,600 940
280 5,200 3,000 320
72 J 400 700 130
2,700 21,000 7,900 3,600
770 5,900 3,100 1,000
<27 <270 660 8,800
150 2,100 450 1,200
180 1,640 <1,600 960
<58 3,000 J 2,300 21,000
<15 <150 <150 30
<54 1,500 1,700 320
<24 <240 <240 1,100
43 1,700 540 370
130 2,800 <700 170
<46 <460 <460 <46
<60 <600 <600 <60
<41 <410 <410 <41
-- -- --<2
-- -- --<2
<20 <20 <20 <20
<20 <20 <20 <20
-- -- --<2
-- -- --<4
<20 <20 38 <20
-- -- --<2
-- -- --<2.1
-- -- --<2.1
<20 <20 <20 <20
-- -- --<2
-- -- --<2
<20 <20 <20 <20
5 <2 <2 8.2
25 590 160 41
<2 <2 <2 <2
<2 <2 <2 3.3
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
48 270 120 18
-- -- --<2
25 2.8 3.3 13
23 120 90 18
<2 <2 <2 <2
<2 5.8 11 5.8
<2 <2 UJ <2 UJ <2
<2 <2 <2 <2
3.9 <2 <2 <2
27 2,400 560 85
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
1,300 29 400 62
2.2 I <2 7.3 35
TR0795 Page 19 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Surficial Aquifer Surficial Aquifer Surficial Aquifer Surficial Aquifer
MW-16D MW-17D MW-18D MW-19D
GW0619-MW-16D GW0619-MW-17D GW0619-MW-18D GW0619-MW-19D
7/15/2019 7/15/2019 7/15/2019 7/9/2019
-- -- -- --
320-52288-1 320-52288-1 320-52288-1 320-52149-1
320-52288-2 320-52288-3 320-52288-6 320-52149-1
1,300 690 810 1,100
500 260 58 720
430 J 490 110 830
76 J 81 J 4.6 J 170
39 14 <2 78
12 J <2 <2 <2
1,300 1,700 430 1,100
330 510 100 360
38 <2 <2 <2
22 20 <2 15
31 25 4.1 27
65 <2.9 <2 <2
<2 <2 <2 <2
12 7.4 2.9 12
<2 <2 <2 <2
12 5.9 <2 4.8
17 10 2.1 18
<2.3 <2.3 <2 <2
<3 <3 <2 <2
<2 <2 <2 <2
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<2 <2 <2 <2
10 11 3.8 11
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
3.9 2.9 <2 4.7
-- -- -- --
<2 <2 <2 <2
4.2 4.1 <2 5.6
<2 <2 <2 <2
<2 <2 <2 <2
<2 UJ <2 UJ <2 UJ <2
<2 <2 <2 <2
<2 <2 <2 <2
13 16 9 21
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
21 3.6 <2 21
<2 <2 <2 <2
TR0795 Page 20 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Surficial Aquifer Surficial Aquifer Surficial Aquifer Surficial Aquifer
MW-20D MW-21D MW-22D PIW-10S
GW0619-MW-20D GW0619-MW-21D GW0619-MW-22D GW0619-PIW-10S
7/9/2019 7/11/2019 7/15/2019 7/22/2019
-- -- -- --
320-52149-1 320-52282-1 320-52288-1 320-52621-1
320-52149-2 320-52282-3 320-52288-1 320-52621-3
1,900 380 1,800 4,400
14,000 110 290 1,500
3,300 290 580 3,000
600 28 83 J 520
120 <2 49 210
<34 <2 5.5 J <34
2,700 860 1,400 5,700
650 290 450 2,100
<27 <2 <2 <27
<30 6.1 18 150
<160 8.3 J 29 190
87 <2 <2.9 <58
<15 <2 <2 <15
110 6 12 <54
<24 <2 <2 <24
<28 <2 11 <28
81.5 4.6 17 130
<46 <2 <2.3 <46
<60 <2 <3 <60
<41 <2 <2 <41
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <24
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<2 <2 <2 <2
21 7.1 12 49
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2.1
<2 <2 <2 <2.6
<2 <2 <2 <2
11 <2 5.5 7.9
-- -- -- --
<2 <2 <2 <2
13 2.4 5.7 6.6
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 UJ <2 UJ <2.1
<2 <2 <2 <2
<2 <2 <2 <2
44 11 16 47
<2 <2 <2 <2
<2 <2 <2 <6.1
<2 <2 <2 <5.1
68 <2 20 12
<2 <2 <2 <2.5
TR0795 Page 21 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Surficial Aquifer Surficial Aquifer Surficial Aquifer Surficial Aquifer
PIW-1D PIW-1D PIW-5S PIW-9S
GW0619-PIW-1D GW0619-PIW-1D-D GW0619-PIW-5S GW0619-PIW-9S
7/19/2019 7/19/2019 7/19/2019 7/18/2019
-- Field Duplicate -- --
320-52621-1 320-52621-1 320-52624-1 320-52464-1
320-52621-1 320-52621-2 320-52624-5 320-52464-1
11,000 J 8,700 J 79,000 E 7,300
14,000 15,000 35,000 146,000
9,700 9,700 38,000 34,000
1,800 1,800 10,000 8,400
300 320 8,700 1,500
<34 <34 4,800 <34
9,900 10,000 102,000 7,500
3,600 3,600 44,000 2,700
<27 <27 4,300 <27
48 51 1,300 170
420 480 4,700 800 F1
<58 <58 16,000 800
<15 <15 65 <15
150 160 770 1,500
<24 <24 1,800 <24
37 33 1,600 690
290 J 350 J 3,000 650
<46 <46 <46 <46
<60 <60 <60 <60
<41 <41 <41 <41
-- -- -- --
-- -- -- --
<20 <20 <180 <20
<46 <24 <470 <20
-- -- -- --
-- -- -- --
<20 <20 <180 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <170 <20
-- -- -- --
-- -- -- --
<27 <20 <280 <20
<2 <2 <18 <2
70 70 1,100 120
<2.8 <2 <29 <2
<2.7 <2 <28 <2
<4 <2.1 <41 <2
<4.9 <2.6 <50 <2
<2 <2 <17 <2
14 14 140 43
-- -- -- --
<2 <2 <15 <2
11 11 58 23
<2 <2 <14 <2
<2.4 <2 <24 <2
<4.1 <2.2 <42 <2
<3.1 <2 <32 <2
<2.6 <2 <27 <2
140 140 910 250
<2.6 <2 <26 <2
<11 <6.1 <120 <2
<9.7 <5.1 <99 <2
<7.5 4.4 <77 13
<4.8 <2.5 <49 <2
TR0795 Page 22 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Surficial Aquifer Surficial Aquifer Surficial Aquifer Surficial Aquifer
PW-02 PW-02 PW-03 PW-03
PW-02-091119 PW-02-091119-Z PW-03-091119 PW-03-091119-Z
9/11/2019 9/11/2019 9/11/2019 9/11/2019
-- -- -- --
320-54274-1 320-54278-1 320-54317-1 320-54319-1
320-54274-1 320-54278-1 320-54317-1 320-54319-1
7,400 8,100 78,000 54,000
9,545,000 9,850,000 5,900 5,100
2,805,000 2,990,000 18,000 16,000
746,000 804,000 5,800 5,200
246,000 268,000 1,800 1,400
90,000 85,000 45.7 <34
472,000 517,000 131,000 120,000
176,000 179,000 76,000 69,000
35,000 39,000 F1 130 93
43,000 40,000 750 460
75,000 F1 78,000 11,000 9,600
254,000 268,000 47,000 42,000
1,900 2,600 93 69
106,000 111,000 8,000 7,100
2,200 3,600 520 440
18,000 19,000 4,900 3,600
36,000 33,000 12,000 11,000
<2,300 <4,600 <46 <46
<3,000 <6,000 <60 <60
<2,000 <4,100 <41 <41
<2 <2 <2 <2
<2 <2 <3.2 <3.2
<20 <20 <20 <20
<20 <20 <52 <52
<2 <2 <8.5 <8.5 UJ
<4 <4 <14 <14 UJ
<20 <20 <20 <20
<2 <2 <2.4 <2.4
<2.1 <2.1 <2.1 <2.1
<2.1 <2.1 <2.1 <2.1
<20 <20 <20 <20
<2 <2 <8.7 <8.7
<2 <2 <4.3 <4.3
<20 <20 <31 <31
<2 <2 <2 <2
68 82 5,400 4,700
<2 <2 <3.2 <3.2
<2 <2 <3.1 <3.1
<2 <2 <4.5 <4.5
<2 <2 <5.5 <5.5
<2 <2 <2 <2
26 31 310 260
<2 <2 <8.9 <8.9
<2 <2 3.3 3.6
13 16 150 120
<2 <2 <2 <2
4.7 5.4 <2.7 <2.7
<2 <2 <4.6 <4.6
<2 <2 <3.5 <3.5
<2 <2 <3 <3
120 140 3,700 3,400
<2 <2 <2.9 <2.9
<2 <2 <13 <13
<2 <2 <11 <11
85 100 16 13
3.6 2.3 <5.4 <5.4
TR0795 Page 23 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Surficial Aquifer Surficial Aquifer Surficial Aquifer Surficial Aquifer
PW-04 PW-04 PW-05 PW-06
PW-04-091119 PW-04-091119-Z PW-05-090919 PW-06-091019
9/11/2019 9/11/2019 9/9/2019 9/10/2019
-- -- -- --
320-54294-1 320-54294-1 320-54174-1 320-54231-1
320-54294-4 320-54294-5 320-54174-1 320-54231-1
940 880 1,600 950
270 320 <210 <210
770 870 730 510
280 310 73 74
66 68 130 <79
<2 <2 <34 UJ <34
710 790 1,600 1,100
310 340 430 380
<2 <2 <27 <27
8.4 4.3 50 <30
120 160 J <160 <160
4.4 4.4 J <58 <58
<2 <2 <15 <15
6.7 8 <54 <54
<2 <2 <24 <24
5.9 5 <28 <28
47 64 <70 <70
<2 <2 <46 <46
<2 <2 <60 <60
<2 <2 <41 <41
<2 <2 <2 <2
<2 <2 <2 <2
<20 <20 <20 <20
<20 <20 <20 <20
<2 <2 <2 <2
<4 <4 <4 <4
<20 <20 <20 <20
<2 <2 <2 <2
<2.1 <2.1 <2.1 <2.1
<2.1 <2.1 <2.1 <2.1
<20 <20 <20 <20
<2 UJ <2 <2 <2
<2 <2 <2 <2
<20 <20 <20 <20
<2 <2 <2 <2
11 11 13 8.8
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
5.1 6.1 4.5 3.7
<2 <2 <2 <2
<2 <2 <2 <2
3.5 3.7 3 3
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
17 17 15 12
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 7.7 4.1
<2 <2 <2 <2
TR0795 Page 24 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Surficial Aquifer Surficial Aquifer Surficial Aquifer Surficial Aquifer
SMW-01 SMW-03B SMW-04B SMW-05P
GW0619-SMW-01 GW0619-SMW-03B GW0619-SMW-04B GW0619-SMW-05P
6/25/2019 7/12/2019 7/12/2019 7/25/2019
-- -- -- --
320-51746-1 320-52285-1 320-52285-1 320-52722-1
320-51746-12 320-52285-2 320-52285-3 320-52722-3
2,100 12,000 13,000 19,000
360 J 456,000 41,000 218,000
980 J 72,000 F1 7,000 45,000
210 J 10,000 J 1,600 J 13,000
54 J <790 430 4,700
3.1 J <340 61 J 460
1,700 J 56,000 F1 4,800 27,000
570 J 11,000 990 5,100
<2 UJ 430 46 1,200
55 J <300 56 210
110 J 2,200 180 1,300 J
<2 UJ 27,000 550 6,500
<2 UJ <150 <15 40
11 J 4,800 450 3,100
<2 UJ <240 <24 240
4.9 J <280 64 390
43 J 710 89 500
<2 UJ <460 <46 <92
<2 UJ <600 <60 <120
<2 UJ <410 <41 <82
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <24 <24 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
2 2.4 2.9 3.4
17 210 42 120
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2.1 <2.1 <2
<2 <2.6 <2.6 <2
<2 <2 <2 <2
9.2 41 46 140
-- -- -- --
<2 <2 4.2 3.5
6.2 45 36 120
<2 <2 <2 <2
<2 <2 <2 4.9
<2 <2.2 <2.2 <2
<2 <2 <2 <2
<2 <2 <2 <2
25 600 95 260
<2 <2 <2 <2
<2 <6.1 <6.1 <2
<2 <5.2 <5.2 <2
9.9 120 5,800 6,900
2.9 I <2.5 <2.5 2.7
TR0795 Page 25 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
Surficial Aquifer Surficial Aquifer Surficial Aquifer Surficial Aquifer
SMW-08B SMW-09 SMW-10 SMW-11
GW0619-SMW-08B GW0619-SMW-09 GW0619-SMW-10 GW0619-SMW-11
7/16/2019 7/11/2019 6/27/2019 6/26/2019
-- -- -- --
320-52322-1 320-52282-1 320-51903-1 320-51903-1
320-52322-3 320-52282-6 320-51903-4 320-51903-7
8,700 B 14,000 <4 4,000
262,000 1,800 <210 UJ 1,600 J
47,000 3,100 <81 UJ 2,400 J
12,000 920 <58 UJ 400 J
2,900 890 <79 UJ 190 J
540 66 51 J 62 J
7,700 4,800 776 UJ 2,900 J
2,800 1,400 <47 UJ 760 J
550 22,000 <27 UJ <27 UJ
<300 560 <30 UJ 72 J
<1,600 2,000 <160 UJ 178 UJ
4,400 54,000 J <58 UJ <58 UJ
<150 88 <15 UJ <15 UJ
2,900 260 <54 UJ <54 UJ
<240 610 <24 UJ <24 UJ
299 2,000 <28 UJ 30 J
<700 360 J <70 UJ 140 J
<460 <46 <46 UJ <46 UJ
<600 <60 <60 UJ <60 UJ
<410 <41 <41 UJ <41 UJ
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
3.1 3.1 <2 <2
110 340 <2 24
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
81 66 <2 9.8
-- -- -- --
4.9 16 <2 <2
34 79 <2 7.8
<2 <2 <2 <2
4.2 <2 <2 <2
<2 <2 UJ <2 <2
<2 <2 <2 <2
<2 2.6 <2 <2
550 200 <2 29
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
360 91 <2 34
6.1 <2 <2 <2
TR0795 Page 26 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- --
EB EB EB EB
GW0619-EQBLK-062719 GW0619-EQBLK-070819 GW0619-EQBLK-070819-02 GW0619-EQBLK-070919
6/27/2019 7/8/2019 7/8/2019 7/9/2019
Equipment Blank Equipment Blank Equipment Blank Equipment Blank
320-51903-1 320-52171-1 320-52171-1 320-52149-1
320-51903-5 320-52171-1 320-52171-2 320-52149-3
<4 <4 <4 <4
<210 UJ <5 <5 6.7
<81 UJ <2 <2 <2
<58 UJ <2 <2 <2
<79 UJ <2 <2 <2
<34 UJ <2 <2 <2
<570 UJ <10 <10 <10
<47 UJ <20 <20 <20
<27 UJ <2 <2 <2
<30 UJ <2 <2 <2
<160 UJ <2 <2 <2
<58 UJ <2 <2 <2
<15 UJ <2 <2 <2
<54 UJ <2 <2 <2
<24 UJ <2 <2 <2
<28 UJ <2 <2 <2
<70 UJ <2 <2 <2
<46 UJ <2 <2 <2
<60 UJ <2 <2 <2
<41 UJ <2 <2 <2
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <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 <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 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
TR0795 Page 27 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- --
EB EB EB EB
GW0619-EQBLK-071019 GW0619-EB-02-071119 GW0619-EB-071119 GW0619-EB-071219
7/10/2019 7/11/2019 7/11/2019 7/12/2019
Equipment Blank Equipment Blank Equipment Blank Equipment Blank
320-52165-1 320-52290-1 320-52290-1 320-52285-1
320-52165-4 320-52290-3 320-52290-2 320-52285-1
<4 <4 <4 <4
<5 <5 <5 <5
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<10 <10 <10 <10
<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 <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 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <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 <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 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
TR0795 Page 28 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- --
EB EB EB EB
GW0619-EB-02-071519 GW0619-EB-071519 GW0619-EB-01-071619 GW0619-EB-02-071619
7/15/2019 7/15/2019 7/16/2019 7/16/2019
Equipment Blank Equipment Blank Equipment Blank Equipment Blank
320-52285-1 320-52285-1 320-52322-1 320-52322-1
320-52285-5 320-52285-4 320-52322-5 320-52322-6
<4 <4 72 <4
<5 <5 <5 <5
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 UJ <2 <2 <2
<10 <10 <10 <10
<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 <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 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <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 <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 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
TR0795 Page 29 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- --
EB EB EB EB
GW0619-EB-071719 GW0619-EB-071819 GW0619-EB-071919 GW0619-EQBLK-072219
7/17/2019 7/18/2019 7/19/2019 7/22/2019
Equipment Blank Equipment Blank Equipment Blank Equipment Blank
320-52464-1 320-52464-1 320-52624-1 320-52621-1
320-52464-5 320-52464-3 320-52624-1 320-52621-4
<4 <4 <4 <4
<5 <5 <210 <210
<2 <2 <81 <81
<2 <2 <58 <58
<2 <2 <79 <79
<2 <2 <34 <34
<10 <10 <570 <570
<20 <20 <47 <47
<2 <2 <27 <27
<2 <2 <30 <30
<2 <2 <160 <160
<2 <2 <58 <58
<2 <2 <15 <15
<2 <2 <54 <54
<2 <2 <24 <24
<2 <2 <28 <28
<2 <2 <70 <70
<2 <2 <46 <46
<2 <2 <60 <60
<2 <2 <41 <41
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <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 <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 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
TR0795 Page 30 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- --
EB EB EB EB
EQBLK-090919-01 EQBLK-090919-02 EQBLK-091019-01 EQBLK-091019-02
9/9/2019 9/9/2019 9/10/2019 9/10/2019
Equipment Blank Equipment Blank Equipment Blank Equipment Blank
320-54174-1 320-54174-1 320-54176-1 320-54176-1
320-54174-2 320-54174-3 320-54176-2 320-54176-3
<4 <4 <4 <4
<210 <210 <210 <210
<81 <81 <81 <81
<58 <58 <58 <58
<79 <79 <79 <79
<34 UJ <34 UJ <34 <34 UJ
<570 <570 780 570
<47 <47 <47 <47
<27 <27 <27 <27
<30 <30 <30 <30
<160 <160 <160 <160
<58 <58 <58 <58
<15 <15 <15 <15
<54 <54 <54 <54
<24 <24 <24 <24
<28 <28 <28 <28
<70 <70 <70 <70
<46 <46 <46 <46
<60 <60 <60 <60
<41 <41 <41 <41
<2 <2 <2 <2
<2 <2 <2 <2
<20 <20 <20 <20
<20 <20 <20 <20
<2 <2 <2 <2
<4 <4 <4 <4
<20 <20 <20 <20
<2 <2 <2 <2
<2.1 <2.1 <2.1 <2.1
<2.1 <2.1 <2.1 <2.1
<20 <20 <20 <20
<2 <2 <2 <2
<2 <2 <2 <2
<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 <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 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
TR0795 Page 31 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- --
EQBLK EQBLK EQBLK EQBLK
GW0619-EQBLK GW0619-EQBLK-062619 GW0619-EQBLK-062819 GW0619-EQBLK-070119
6/25/2019 6/26/2019 6/28/2019 7/1/2019
Equipment Blank Equipment Blank Equipment Blank Equipment Blank
320-51746-1 320-51904-1 320-51904-1 320-52028-1
320-51746-1 320-51904-5 320-51904-6 320-52028-5
<4 <4 <4 <4
<5 UJ <210 UJ <210 <5
<2 UJ <81 UJ <81 <2
<2 UJ <58 UJ <58 <2
<2 UJ <79 UJ <79 <2
<2 UJ 58 J 59 <2
<10 UJ <570 UJ <570 <10
<20 UJ <47 UJ <47 <20
<2 UJ <27 UJ <27 <2
<2 UJ <30 UJ <30 <2
<2 UJ <160 UJ <160 <2
<2 UJ <58 UJ <58 <2
<2 UJ <15 UJ <15 <2
<2 UJ <54 UJ <54 <2
<2 UJ <24 UJ <24 <2
<2 UJ <28 UJ <28 <2
<2 UJ <70 UJ <70 <2
<2 UJ <46 UJ <46 <2
<2 UJ <60 UJ <60 <2
<2 UJ <41 UJ <41 <2
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <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 <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 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
TR0795 Page 32 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- --
EQBLK EQBLK EQBLK EQBLK
GW0619-EQBLK-070219 GW0619-EQBLK-070319 GW0619-EB-02-072319 GW0619-EB-072519
7/2/2019 7/3/2019 7/23/2019 7/25/2019
Equipment Blank Equipment Blank Equipment Blank Equipment Blank
320-52028-1 320-52030-1 320-52722-1 320-52722-1
320-52028-6 320-52030-5 320-52722-5 320-52722-6
<4 <4 <4 <4
<5 <5 <210 <210
<2 <2 <81 <81
<2 <2 <58 <58
<2 <2 <79 <79
<2 <2 UJ <34 <34
<10 <10 <570 <570
<20 <20 <47 <47
<2 <2 <27 <27
<2 <2 <30 <30
<2 <2 <160 <160
<2 <2 <58 <58
<2 <2 <15 <15
<2 <2 <54 <54
<2 <2 <24 <24
<2 <2 <28 <28
<2 <2 <70 <70
<2 <2 <46 <46
<2 <2 <60 <60
<2 <2 <41 <41
-- -- -- --
-- -- -- --
<20 <20 <20 <20
<20 <20 <20 <20
-- -- -- --
-- -- -- --
<20 <20 <20 <20
-- -- -- --
-- -- -- --
-- -- -- --
<20 <20 <20 <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 <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 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
TR0795 Page 33 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- --
EQBLK EQBLK EQBLK EQBLK
EB-09119-01 EB-09119-02 EB-091219-01 EB-091219-02
9/11/2019 9/11/2019 9/12/2019 9/12/2019
Equipment Blank Equipment Blank Equipment Blank Equipment Blank
320-54299-1 320-54299-1 320-54294-1 320-54294-1
320-54299-2 320-54299-3 320-54294-1 320-54294-2
<4 <4 <4 <4
<5 <5 <5 <5
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<10 <10 <10 <10
<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 <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
<20 <20 <20 <20
<20 <20 <20 <20
<2 <2 <2 <2
<4 <4 <4 <4
<20 <20 <20 <20
<2 <2 <2 <2
<2.1 <2.1 <2.1 <2.1
<2.1 <2.1 <2.1 <2.1
<20 <20 <20 <20
<2 <2 <2 <2
<2 <2 <2 <2
<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 <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 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
TR0795 Page 34 of 35 September 2019
TABLE 9-3
ONSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
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)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
Notes:
Bold - Analyte detected above associated reporting limit
B - analyte detected in an associated blank
E - 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
precise
ng/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.
-- -- -- -- --
FBLK FBLK FBLK FBLK FBLK
GW0619-FB-01-072319 FBLK-090919 FB-091019-01 FB-091119 FB-091219
7/23/2019 9/9/2019 9/10/2019 9/11/2019 9/12/2019
Field Blank Field Blank Field Blank Field Blank Field Blank
320-52722-1 320-54174-1 320-54176-1 320-54299-1 320-54294-1
320-52722-4 320-54174-4 320-54176-4 320-54299-1 320-54294-3
<4 <4 <4 <4 <4
<210 <210 <210 <5 <5
<81 <81 <81 <2 <2
<58 <58 <58 <2 <2
<79 <79 <79 <2 <2
<34 <34 UJ <34 <2 <2
<570 <570 570 <10 <10
<47 <47 <47 <20 <20
<27 <27 <27 <2 <2
<30 <30 <30 <2 <2
<160 <160 <160 <2 <2
<58 <58 <58 <2 <2
<15 <15 <15 <2 <2
<54 <54 <54 <2 <2
<24 <24 <24 <2 <2
<28 <28 <28 <2 <2
<70 <70 <70 <2 <2
<46 <46 <46 <2 <2
<60 <60 <60 <2 <2
<41 <41 <41 <2 <2
--<2 <2 <2 <2
--<2 <2 <2 <2
<20 <20 <20 <20 <20
<20 <20 <20 <20 <20
--<2 <2 <2 <2
--<4 <4 <4 <4
<20 <20 <20 <20 <20
--<2 <2 <2 <2
--<2.1 <2.1 <2.1 <2.1
--<2.1 <2.1 <2.1 <2.1
<20 <20 <20 <20 <20
--<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 <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 <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 <2 <2
TR0795 Page 35 of 35 September 2019
TABLE 9-4
OFFSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
Aquifer Black Creek Aquifer Black Creek Aquifer Surficial Aquifer Black Creek Aquifer
Location ID BLADEN-1D BLADEN-1D BLADEN-2S BLADEN-2D
Field Sample ID BLADEN-1D-082719 DUP-1-082719 BLADEN-2S-082719 BLADEN-2D-082719
Sample Date 8/27/2019 8/27/2019 8/27/2019 8/27/2019
QA/QC -- Field Duplicate -- --
Sample Delivery Group 280-127778-1 280-127778-1 280-127778-1 280-127778-1
Lab Sample ID 280-127778-1 280-127778-2 280-127778-3 280-127778-4Table 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)180 190 4.6 11
PFMOAA 33 30 11.5 <5
PFO2HxA 81 80 19 J 6.3
PFO3OA 6.2 6.2 1.8 J 0.96 J
PFO4DA <2 <2 1.5 J <2
PFO5DA <2 <2 0.535 <2
PMPA 330 330 68 77 J
PEPA 110 110 6.8 J 12 J
PFESA-BP1 <2 <2 <2 <2
PFESA-BP2 0.5 J 0.5 J 14 3.9
Byproduct 4 13 J 11 J <2 <2
Byproduct 5 <2 <2 <2 <2
Byproduct 6 <2 <2 <2 <2
NVHOS 2.2 1.9 J 1.5 J <2
EVE Acid <2 <2 <2 <2
Hydro-EVE Acid <2 0.3 J 0.359 <2
R-EVE 6.2 5.7 <2 <2
PES <2 <2 <2 <2
PFECA B <2 <2 <2 <2
PFECA-G <2 <2 <2 <2
Other PFAS (ng/L)
10:2 Fluorotelomer sulfonate <1.7 <1.7 <1.7 <1.7
11Cl-PF3OUdS <1.7 <1.7 <1.7 <1.7
1H,1H,2H,2H-perfluorodecanesulfonate (8:2 FTS)<17 <17 <17 <17
1H,1H,2H,2H-perfluorohexanesulfonate (4:2 FTS)<17 <17 <17 <17
2-(N-ethyl perfluoro-1-octanesulfonamido)-ethanol <1.7 <1.7 <1.7 <1.7
2-(N-methyl perfluoro-1-octanesulfonamido)-ethanol <3.3 <3.3 <3.4 <3.4
6:2 Fluorotelomer sulfonate <17 <17 <17 <17
9Cl-PF3ONS <1.7 <1.7 <1.7 <1.7
ADONA <1.7 <1.7 <1.8 <1.8
NaDONA <1.7 <1.7 <1.8 <1.8
N-ethyl perfluorooctane sulfonamidoacetic acid <17 <17 <17 <17
N-ethylperfluoro-1-octanesulfonamide <1.7 <1.7 <1.7 <1.7
N-methyl perfluoro-1-octanesulfonamide <1.7 <1.7 <1.7 <1.7
N-methyl perfluorooctane sulfonamidoacetic acid <17 <17 <17 <17
Perfluorobutane Sulfonic Acid 0.43 J 0.39 J 1.3 J 1.5 J
Perfluorobutanoic Acid 3.6 3.6 3.4 2.1 J
Perfluorodecane Sulfonic Acid <1.7 <1.7 <1.7 <1.7
Perfluorodecanoic Acid <1.7 <1.7 <1.7 <1.7
Perfluorododecane sulfonic acid (PFDoS)<1.7 <1.7 <1.7 <1.7
Perfluorododecanoic Acid <1.7 <1.7 <1.7 <1.7
Perfluoroheptane sulfonic acid (PFHpS) <1.7 <1.7 0.26 J <1.7
Perfluoroheptanoic Acid 0.27 J 0.26 J 0.43 J 0.22 J
Perfluorohexadecanoic acid (PFHxDA)<1.7 <1.7 <1.7 <1.7
Perfluorohexane Sulfonic Acid 0.33 B 0.32 B 1.1 B 0.52 B
Perfluorohexanoic Acid 1.1 J 1.1 J 0.62 J <1.7
Perfluorononanesulfonic acid <1.7 <1.7 <1.7 <1.7
Perfluorononanoic Acid <1.7 <1.7 <1.7 <1.7
Perfluorooctadecanoic acid <1.7 <1.7 <1.7 <1.7
Perfluorooctane Sulfonamide 0.48 J <1.7 0.48 J <1.7
Perfluoropentane sulfonic acid (PFPeS)<1.7 <1.7 <1.7 <1.7
Perfluoropentanoic Acid 3.9 3.8 0.98 J 0.46 J
Perfluorotetradecanoic Acid 0.36 B <1.7 0.24 B <1.7
Perfluorotridecanoic Acid <1.7 <1.7 <1.7 <1.7
Perfluoroundecanoic Acid <1.7 <1.7 <1.7 <1.7
PFOA <1.7 <1.7 1.3 J <1.7
PFOS <1.7 <1.7 3.7 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
precise
ng/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
Geosyntec Consultants of NC P.C.
Aquifer
Location ID
Field Sample ID
Sample Date
QA/QC
Sample Delivery Group
Lab Sample IDTable 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
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
precise
ng/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.
Surficial Aquifer Black Creek Aquifer Surficial Aquifer Black Creek Aquifer
BLADEN-3S BLADEN-3D BLADEN-4S BLADEN-4D
BLADEN-3S-082819 BLADEN-3D-082819 BLADEN-4S-082819 BLADEN-4D-082819
8/28/2019 8/28/2019 8/28/2019 8/28/2019
-- -- -- --
280-127778-1 280-127778-1 280-127778-1 280-127778-1
280-127778-5 280-127778-6 280-127778-10 280-127778-7
12 2.2 J <3.7 <3.6
15 <5 <5 <5 UJ
31 1.3 J 3 <2
3.8 <2 <2 <2
3.1 <2 <2 <2
1 J <2 <2 <2 UJ
39 14 12 9.2 J
5.6 J 2.1 J <20 <20
<2 <2 <2 <2
3.6 0.6 J 1.5 J <2
1.9 J <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
0.5 J <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<2 <2 <2 <2
<1.7 <1.8 <1.8 <1.8
<1.7 <1.8 <1.8 <1.7
<17 <18 <18 <18
<17 <18 <18 <18
<1.7 <1.8 <1.8 <1.7
<3.4 <3.5 <3.7 <3.4
<17 <18 <18 <18
<1.7 <1.8 <1.8 <1.7
<1.8 <1.9 <1.9 <1.9
<1.8 <1.9 <1.9 <1.9
<17 <18 <18 <18
<1.7 <1.8 <1.8 <1.7
<1.7 <1.8 <1.8 <1.7
<17 <18 <18 <18
0.26 J 0.33 J 0.5 J <1.8
2.1 <1.8 1.1 J <1.8
<1.7 <1.8 <1.8 <1.8
<1.7 <1.8 <1.8 <1.8
<1.7 <1.8 <1.8 <1.8
<1.7 <1.8 <1.8 <1.8
<1.7 <1.8 <1.8 <1.8
0.81 J <1.8 0.48 J <1.8
<1.7 <1.8 <1.8 <1.8
0.27 B 0.26 B 0.76 B 0.26 B
0.65 J <1.8 0.75 J <1.8
<1.7 <1.8 <1.8 <1.8
0.38 J <1.8 <1.8 <1.8
<1.7 <1.8 <1.8 <1.8
0.33 J <1.8 <1.8 <0.57
<1.7 <1.8 <1.8 <1.8
0.93 J <1.8 0.8 J <1.8
<1.7 <1.8 <1.8 <1.8
<1.7 <1.8 <1.8 <1.8
<1.7 <1.8 <1.8 <1.8
2 <1.8 1.5 J <1.8
2.2 <1.8 4.8 <1.8
TR0795 Page 2 of 3 September 2019
TABLE 9-4
OFFSITE GROUNDWATER ANALYTICAL RESULTS
Chemours Fayetteville Works, North Carolina
Geosyntec Consultants of NC P.C.
Aquifer
Location ID
Field Sample ID
Sample Date
QA/QC
Sample Delivery Group
Lab Sample IDTable 3+ Lab SOP (ng/L)
HFPO-DA (EPA Method 537 Mod)
PFMOAA
PFO2HxA
PFO3OA
PFO4DA
PFO5DA
PMPA
PEPA
PFESA-BP1
PFESA-BP2
Byproduct 4
Byproduct 5
Byproduct 6
NVHOS
EVE Acid
Hydro-EVE Acid
R-EVE
PES
PFECA B
PFECA-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-PF3ONS
ADONA
NaDONA
N-ethyl perfluorooctane sulfonamidoacetic acid
N-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
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
precise
ng/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.
-- --
EQBLK EQBLK
BLADEN EQBLK-1 BLADEN EQBLK-2
8/28/2019 8/28/2019
Equipment Blank Equipment Blank
280-127778-1 280-127778-1
280-127778-8 280-127778-9
<3.8 <3.8
<5 <5
<2 <2
<2 <2
<2 <2
<2 <2
<10 <10
<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
<1.9 <1.9
<1.9 <1.9
<19 <19
<19 <19
<1.9 <1.9
<3.8 <3.8
<19 <19
<1.9 <1.9
<2 <2
<2 <2
<19 <19
<1.9 <1.9
<1.9 <1.9
<19 <19
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
0.34 J 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
<1.9 <1.9
0.3 J <1.9
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
<1.9 <1.9
TR0795 Page 3 of 3 September 2019
TABLE 9-5IDENTIFIED PFAS SIGNATURESChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.LocID BLADEN-1D BLADEN-3S MW-17D PW-12 MW-24 BCA-02 NAF-04 NAF-08A NAF-12Aquifer Black Creek Surficial Surficial Black Creek Perched Black Creek Perched Perched PerchedLocation Offsite Offsite Onsite Onsite Onsite Onsite Onsite Onsite OnsiteSample Date 8/27/2019 8/28/2019 7/15/2019 9/11/2019 7/17/2019 7/9/2019 7/15/2019 7/15/2019 7/17/2019HFPO-DA180 12 690<415,000 18,000 270,000 37,000 120,000PFMOAA33 15 260<5716,000 116,000 238,000 7,400 231,000PFO2HxA81 31 490<2129,000 29,000 421,000 17,000 397,000PFO3OA6481<231,000 8,600 110,000 5,100 164,000PFO4DA <2314<27,400 4,000 49,000 4,400 90,000PFO5DA <21<2 <21,400 590 32,000 2,700 59,000PMPA330 39 1,700 15 8,100 7,300 85,000 201,000 328,000PEPA110 6 510 <20 3,200 2,500 28,000 114,000 31,000PFESA-BP1 <2 <2 <2 <21,400 80 1,135,000 5,500 674,000PFESA-BP21420<21,200 520 107,000 2,100 231,000Byproduct 413 2 25<22,100 810 105,000 3,000 196,000Byproduct 5 <2 <2<2.9<28,200 2,100 1,210,000 21,000 1,055,000Byproduct 6 <2 <2 <2 <2 <15019 6,500<7711,000NVHOS2<27.4<27,100 1,100 60,000 790 559,000EVE Acid <2 <2 <2 <2 <24027 338,000 4,400 715,000Hydro-EVE Acid <216<2420 1,600 159,000 2,600 376,000R-EVE6<210<2 <700560 36,000 1,800 118,000PES <2 <2 <2.3 <2 <460 <46 <920 <230 <460PFECA B <2 <2 <3 <2 <600 <60 <1,200 <300 <600PFECA-G <2 <2 <2 <2 <410 <41 <820 <200 <410Notes:1 - All concentrations in nanograms per liter2 - Data validation qualifiers removed for visual presentationAerial DepositionPFAS SignatureCombined ProcessWater PFAS SignatureOther Process Water PFAS SignaturesObserved Near Monomers IXMTR0795Page 1 of 1 September 2019
TABLE 10-1COMPARISON OF IDENTIFIED PFAS SIGNATURES TO SELECTED LOCATIONS Chemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.Old Outfall SignatureLocID BLADEN-1D BLADEN-3S MW-24 BCA-02 NAF-04 NAF-08A NAF-12 OLDOF-2Aquifer Black Creek Surficial Perched Black Creek Perched Perched Perched Old OutfallLocation Offsite Offsite Onsite Onsite Onsite Onsite Onsite OffsiteSample Date 8/27/2019 8/28/2019 7/17/2019 7/9/2019 7/15/2019 7/15/2019 7/17/2019 6/7/2019HFPO-DA180 12 15,000 18,000 270,000 37,000 120,000 6,200PFMOAA33 15 716,000 116,000 238,000 7,400 231,000 91,000PFO2HxA81 31 129,000 29,000 421,000 17,000 397,000 18,000PFO3OA6 4 31,000 8,600 110,000 5,100 164,000 4,700PFO4DA <23 7,400 4,000 49,000 4,400 90,000 1,400PFO5DA <21 1,400 590 32,000 2,700 59,000 570PMPA330 39 8,100 7,300 85,000 201,000 328,000 5,400PEPA110 6 3,200 2,500 28,000 114,000 31,000 1,800PFESA-BP1 <2 <21,400 80 1,135,000 5,500 674,000 300PFESA-BP21 4 1,200 520 107,000 2,100 231,000 350Byproduct 413 2 2,100 810 105,000 3,000 196,000 390Byproduct 5 <2 <28,200 2,100 1,210,000 21,000 1,055,000 1,100Byproduct 6 <2 <2 <15019 6,500<7711,00015NVHOS2<27,100 1,100 60,000 790 559,000900EVE Acid<2<2 <24027 338,000 4,400 715,00024Hydro-EVE Acid <21420 1,600 159,000 2,600 376,000200R-EVE6<2 <700560 36,000 1,800 118,000200PES<2<2 <460 <46 <920 <230 <460<46PFECA B<2<2 <600 <60 <1,200 <300 <600<60PFECA-G<2<2 <410 <41 <820 <200 <410<41Notes:1 - All concentrations in nanograms per liter2 - Data validation qualifiers removed for visual presentationAerial SignatureCombined Process Water PFAS SignatureOther Process Water SignaturesTR0795Page 1 of 4 September 2019
TABLE 10-1COMPARISON OF IDENTIFIED PFAS SIGNATURES TO SELECTED LOCATIONS Chemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.LocID BLADEN-1D BLADEN-3S MW-24 BCA-02 NAF-04 NAF-08A NAF-12Aquifer Black Creek Surficial Perched Black Creek Perched Perched PerchedLocation Offsite Offsite Onsite Onsite Onsite Onsite OnsiteSample Date 8/27/2019 8/28/2019 7/17/2019 7/9/2019 7/15/2019 7/15/2019 7/17/2019HFPO-DA18012 15,000 18,000 270,000 37,000 120,000PFMOAA3315 716,000 116,000 238,000 7,400 231,000PFO2HxA8131 129,000 29,000 421,000 17,000 397,000PFO3OA64 31,000 8,600 110,000 5,100 164,000PFO4DA<237,400 4,000 49,000 4,400 90,000PFO5DA<211,400 590 32,000 2,700 59,000PMPA33039 8,100 7,300 85,000 201,000 328,000PEPA11063,200 2,500 28,000 114,000 31,000PFESA-BP1<2<21,400 80 1,135,000 5,500 674,000PFESA-BP2141,200 520 107,000 2,100 231,000Byproduct 41322,100 810 105,000 3,000 196,000Byproduct 5<2<28,200 2,100 1,210,000 21,000 1,055,000Byproduct 6<2<2 <15019 6,500<7711,000NVHOS2<27,100 1,100 60,000 790 559,000EVE Acid<2<2 <24027 338,000 4,400 715,000Hydro-EVE Acid <21420 1,600 159,000 2,600 376,000R-EVE6<2 <700560 36,000 1,800 118,000PES<2<2 <460 <46 <920 <230 <460PFECA B<2<2 <600 <60 <1,200 <300 <600PFECA-G<2<2 <410 <41 <820 <200 <410Notes:1 - All concentrations in nanograms per liter2 - Data validation qualifiers removed for visual presentationAerial SignatureCombined Process Water PFAS SignatureOther Process Water SignaturesSEEP-A-1 SEEP-B-1 SEEP-C-1 SEEP-D-1Seep A Seep B Seep C Seep DOnsite Onsite Onsite Onsite6/7/2019 6/7/2019 6/7/2019 6/7/201920,000 27,000 42,000 16,00072,000 157,000 199,000 90,00030,000 39,000 56,000 24,00011,000 8,800 17,000 7,4005,300 1,500 3,600 1,8004,600 270<6712017,000 35,000 13,000 7,2006,900 15,000 4,000 2,4005,300 2,900<53 <271,300 940 660 3901,700 3,900 1,500 84018,000 34,000 3,100 2,20050 78 40 171,000 3,200 2,100 900970 4,300<49 <241,400 2,200 2,100 1,2001,100 3,200 1,900 1,000<46 <46 <92 <46<60 <60 <120 <60<41 <41 <82 <41Seeps SignatureTR0795Page 2 of 4 September 2019
TABLE 10-1COMPARISON OF IDENTIFIED PFAS SIGNATURES TO SELECTED LOCATIONS Chemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.LocID BLADEN-1D BLADEN-3S MW-24 BCA-02 NAF-04 NAF-08A NAF-12Aquifer Black Creek Surficial Perched Black Creek Perched Perched PerchedLocation Offsite Offsite Onsite Onsite Onsite Onsite OnsiteSample Date 8/27/2019 8/28/2019 7/17/2019 7/9/2019 7/15/2019 7/15/2019 7/17/2019HFPO-DA18012 15,000 18,000 270,000 37,000 120,000PFMOAA3315 716,000 116,000 238,000 7,400 231,000PFO2HxA8131 129,000 29,000 421,000 17,000 397,000PFO3OA64 31,000 8,600 110,000 5,100 164,000PFO4DA<237,400 4,000 49,000 4,400 90,000PFO5DA<211,400 590 32,000 2,700 59,000PMPA33039 8,100 7,300 85,000 201,000 328,000PEPA11063,200 2,500 28,000 114,000 31,000PFESA-BP1<2<21,400 80 1,135,000 5,500 674,000PFESA-BP2141,200 520 107,000 2,100 231,000Byproduct 41322,100 810 105,000 3,000 196,000Byproduct 5<2<28,200 2,100 1,210,000 21,000 1,055,000Byproduct 6<2<2 <15019 6,500<7711,000NVHOS2<27,100 1,100 60,000 790 559,000EVE Acid<2<2 <24027 338,000 4,400 715,000Hydro-EVE Acid <21420 1,600 159,000 2,600 376,000R-EVE6<2 <700560 36,000 1,800 118,000PES<2<2 <460 <46 <920 <230 <460PFECA B<2<2 <600 <60 <1,200 <300 <600PFECA-G<2<2 <410 <41 <820 <200 <410Notes:1 - All concentrations in nanograms per liter2 - Data validation qualifiers removed for visual presentationAerial SignatureCombined Process Water PFAS SignatureOther Process Water SignaturesWC-1 GBC-1Willis Creek G.B. CreekAdjacent Offsite6/7/2019 6/7/2019320 610810 140420 4006760161742540 900140 280<2<217294149270<2<2<2145<2<2522824<2<2<2<2<2<2Creek SignatureTR0795Page 3 of 4 September 2019
TABLE 10-1COMPARISON OF IDENTIFIED PFAS SIGNATURES TO SELECTED LOCATIONS Chemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.LocID BLADEN-1D BLADEN-3S MW-24 BCA-02 NAF-04 NAF-08A NAF-12Aquifer Black Creek Surficial Perched Black Creek Perched Perched PerchedLocation Offsite Offsite Onsite Onsite Onsite Onsite OnsiteSample Date 8/27/2019 8/28/2019 7/17/2019 7/9/2019 7/15/2019 7/15/2019 7/17/2019HFPO-DA18012 15,000 18,000 270,000 37,000 120,000PFMOAA3315 716,000 116,000 238,000 7,400 231,000PFO2HxA8131 129,000 29,000 421,000 17,000 397,000PFO3OA64 31,000 8,600 110,000 5,100 164,000PFO4DA<237,400 4,000 49,000 4,400 90,000PFO5DA<211,400 590 32,000 2,700 59,000PMPA33039 8,100 7,300 85,000 201,000 328,000PEPA11063,200 2,500 28,000 114,000 31,000PFESA-BP1<2<21,400 80 1,135,000 5,500 674,000PFESA-BP2141,200 520 107,000 2,100 231,000Byproduct 41322,100 810 105,000 3,000 196,000Byproduct 5<2<28,200 2,100 1,210,000 21,000 1,055,000Byproduct 6<2<2 <15019 6,500<7711,000NVHOS2<27,100 1,100 60,000 790 559,000EVE Acid<2<2 <24027 338,000 4,400 715,000Hydro-EVE Acid <21420 1,600 159,000 2,600 376,000R-EVE6<2 <700560 36,000 1,800 118,000PES<2<2 <460 <46 <920 <230 <460PFECA B<2<2 <600 <60 <1,200 <300 <600PFECA-G<2<2 <410 <41 <820 <200 <410Notes:1 - All concentrations in nanograms per liter2 - Data validation qualifiers removed for visual presentationAerial SignatureCombined Process Water PFAS SignatureOther Process Water SignaturesCFR-MILE-76CFR-BLADENCFR-KINGSMile 76 Bladen K.B.I. CanalUpstream Downstream Downstream6/7/2019 6/7/2019 6/7/201975737<5180 23046466<21620<268<233185535<20 <20 <20<22<2<25581919236982<2<2<2799<2<2<2<2<2<2268<2<2<2<2<2<2<2<2<2Cape Fear River SignaturesTR0795Page 4 of 4 September 2019

TR0795
FIGURES

")
")
")
Willis Creek
Old Outfall 002Cape Fear RiverOutfall 002
W.O. Huske Dam
Site River Water Intake
NC Highway 87
Seep A
Seep B
Seep C
Seep D
GBCTributary1GeorgiaBranchCreek
Site Location Map
Figure
2-1Raleigh
2,000 0 2,0001,000 Feet
³Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_SiteLocation.mxd; 09/30/2019September 2019
Legend
")Site Features
Nearby Tributary
Observed Seep (Natural Drainage)
Site Drainage Network
Site Boundary
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 UserCommunity
Chemours Fayetteville Works, North Carolina
Areas at Site
Chemours Monomers IXM
Chemours PolymerProcessing Aid Area
Former DuPont PMDF Area
Wastewater Treatment Plant
Power - Filtered andDemineralized WaterProduction
Kuraray SentryGlas®Leased Area
Kuraray Trosifol®Leased Area
DuPont Polyvinyl FluorideLeased Area
Regional Topographic Map
Chemours Fayetteville Works, North Carolina
Figure
2-2Raleigh
2 0 21 Miles
³Path: \\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: DKaHoYuSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
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
Legend
Site Boundary
Old Outfall 002
Site Drainage Network
To Outfall 002
W.O. Huske Dam
Willis Creek
Georgia Branch Creek
Outfall 002Cap
e

F
e
a
r
R
i
v
e
r
Site Topographic Map
Chemours Fayetteville Works, North Carolina
Figure
2-3Raleigh
2,000 0 2,0001,000 Feet
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_SiteTopgraphicMap.mxd; SSomnarain; 09/30/2019September 2019
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)
Legend
Site Features
Site Boundary
County Boundary
Observed Seep (Natural Drainage)
Nearby Tributary
Site Drainage Network
^_Kings Bluff Intake Canal
ChemoursFayettevilleWorks
Start ofCape FearRiver
Wilmington
Fayetteville
Raleigh
Bladen BluffsIntake
WO HuskeLock and Dam
Greensboro
Virginia
NorthCarolina
SouthCarolina
Cape Fear River Watershed and Downstream Drinking Water Intakes
Chemours Fayetteville Works, North Carolina
Figure
2-4Raleigh
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; 09/30/2019September 2019
³DeepRi
ver
H awRiver
LittleRiver
CapeFearRiver
20 0 2010 Miles
Notes:Basemap Source: Esri, Garmin, USGS, NPS
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
Legend
^_Chemours Fayetteville Works
Upper Basin
Middle Basin
Lower Basin

Figure
2-4
Wind Rose Measurements (January 2018- May 2019)
Chemours Fayetteville Works, North Carolina

Raleigh September 2019
Wind Rose for Rain Events

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 Full Data Set

Physiographic Provinces of North Carolina
Chemours Fayetteville Works, North Carolina
Figure
3-1Raleigh
40 0 4020 Miles
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Geology.mxd; SSomnarain; 2019-09-30September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
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.
Legend
Chemours Fayetteville Works
Blue Ridge
Piedmont
Coastal Plain
Fall Line
Outfall 002
Historical AirSource and Process
Water ReleaseLocation
Historical Process Water Release Locations
Old Outfall 002Historical ProcessWater ConveyancePrior to 2012
Historical Path ofProcess WaterConveyance
HistoricalAirSource WillisCreek
Cape
Fea
r
Ri
ver
Old
O
utfall
0
02
Historical Sources of PFAS
Chemours Fayetteville Works, North Carolina
Figure
4-1Raleigh
1,100 0 1,100550 Feet
³
September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
Legend
Site Conveyance Network
Site Boundary
Nearby Tributary
Observed Seep (Natural Drainage)
Terracotta Pipe
Areas at Site
Chemours Monomers IXM Area
Chemours Polymer Processing Aid Area
Wastewater Treatment Plant Area
Historical Onsite Sources
Air
Water
Notes:1. Historical air sources are manufacturing areas where PFAS wereemitted to air. The Site by December 31, 2019 will be operating aThermal Oxidizer that in combination with other control technologiesreduces facility wide air emissions of PFAS by 99%.2. Historical water sources are areas where process water wasreleased to soil and groundwater. Site infrastructure upgrades andoffsite disposal of process water has mitigated these sources.
Basemap Sources: Esri, DigitalGlobe, GeoEye, EarthstarGeographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, andthe GIS User Community
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_HistoricalOnsiteSources.mxd; 09/30/2019
Sources: E sri , H ERE , G armi n, In termap, i ncrement P Co rp. , G EB CO , US GS , FAO , N PS, NR CAN , G eoBa se, I GN , Kad aster NL, Ordnance S urve y, Esri Japan , ME TI , Esri Ch ina (Hong K ong), swi sst opo, © O penS treet Map contri but ors, and the G IS U ser C ommun it y
HFPO-DA in Offsite Wells
Chemours Fayetteville Works, North Carolina
Figure
4-2ARaleigh
2 0 21 Miles
³Path: 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 Author: TIpSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
N
S
W E
6 mi
4 mi
2 mi
Notes:ng/L - nanograms per liter1. 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
Non-detect or 0-10
10 - 70
70 - 140
140 - 1,400
> 1,400
Offsite Monitoring Well
!(Offsite Private Well
Site Boundary
BLADEN-2S
BLADEN-3S
BLADEN-4S
Cumberland-1S
Cumberland-2S
Cumberland-3S
Cumberland-4S
Cumberland-5S
Robeson-1S
BLADEN-1S
BLADEN-1D
BLADEN-2D
BLADEN-3D
BLADEN-4D
Cumberland-1D
Cumberland-2D
Cumberland-3D
Cumberland-4D
Cumberland-5D
Robeson-1D
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
HFPO-DA Concentrations in Offsite Groundwater Monitoring Wells
Chemours Fayetteville Works, North Carolina
Figure
4-2B
Legend
Raleigh
2 0 21 Miles
³Path: 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: TIpSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
N
S
W E
6 mi4 mi2 mi
Notes:ng/L - nanograms per liter1. 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
HFPO-DA Concentrations (ng/L)
Sampled, result pending
< 10
10 - 70
70 - 140
140 - 1,400
> 1,400
Site Boundary
")
")")
")
")")
")")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")")
")
")
")")
")
")
")
")
")
")
")
")")
")
")")
")
")
")")
")
")
")
")
")")")
")
")
")")
")")
")
")")
")")")
")
")
")")")")
")
")
")
")
")
")
")")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")")")
")
")")
")
")")
")
")")
")
")")
")
")")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")")
")
")
")
")
")
")
")")")")")")
")
")
")
")
")
")
")")
")
")
")")")
")")
")
")
")
")
")
")
")")
")
")")
")
")
")
")")
")
")
")
")
")
")
")
")
")
")")
")")")")
")
")
")
")")
")
")
")
")")
")
")
")
")
")
")
")
")")
")")
")
")
")
")")")")
")
")
")
")
")")
")")
")
")
")
")")
")
")
")
")
")
")
")
")
")
")")
")
")
")
")")
")
")
")
")")
")
")
")
")
")")
")
")
")
")
")
")
")
")
")
")
")
")")")")
")")
")
")
")
")
")
")")
")
")
")
")
")
")
")
")
")
")
")")
")")
")")
")
")
")
")
")
")")")
")
")
")
")
")
")
")")")
")
")
")
")
")
")
")
")
")")
")
")")
")
")
")
")")")")
")")")
")
")")")")
")")")")
")")
")
")
")
")")")")")")")")")
")
")
")
")
")
")
")
")
")
")")")
")
")
")")
")
")
")
")
")")")")")")
")
")")")")
")
")
")")
")
")
")
")")")
")
")")
")
")
")
")
")
")")
")")")")")")")
")
")
")
")")
")
")
")")")")")")
")
")")")")")")
")")")
")
")
")
")
")
")
")")
")
")
")
")
")
")
")
")
")")
")
")
")
")
")")
")
")
")
")
")")
")")
")
")
")")
")
")
")
")
")")
")
")")")
")
")")
")")")
")
")")")")")")")")")")")")")
")")
")
")")
")
")")
")
")")
")
")")")
")
")
")")
")
")
")
")
")")
")
")
")")
")
")
")
")
")
")")")
")
")
")")")")
")
")")")
")
")
")
")
")")
")
")")")
")
")
")
")
")
")
")
")")
")
")
")")")")
")
")")")")
")
")
")")")
")
")
")
")")")
")
")
")
")")")
")
")")
")
")")")")")")
")
")
")
")
")")
")
")")
")
")
")
")")")")
")
")
")
")
")
")")
")")
")")
")
")
")")
")
")
")
")
")
")")")")
")
")
")
")")")")")")")
")")
")
")
")
")
")
")
")
")
")
")
")
")")
")
")
")")
")
")
")")
")
")
")
")
")
")
")")
")")
")")")
")
")")
")")
")")")
")
")")")
")
")")")")
")
")")")")")")
")
")")
")
")")")
")
")
")")")")")
")
")
")
")
")
")")
")
")
")")
")
")
")
")
")
")
")
")
")
")
")
")
")")")")")")")")")
")
")")
")
")
")")
")
")
")")
")")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")")
")
")")
")
")
")
")")
")")
")
")
")
")
")
")")")
")
")
")
")
")
")")
")
")")")")
")
")
")")")")
")
")
")")
")
")
")
")
")
")
")")")")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")")")
")
")")
")
")
")
")
")
")
")
")
")")
")
")
")")
")
")")
")")
")")")
")
")")")")
")
")
")
")
")
")")
")
")")
")")
")
")
")
")")")
")")")")
")
")")
")
")
")
")
")")
")
")")")
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
!(
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(!(
!(!(
!(
!(
!(
!(
!(
!(
!(!(
!(
!(
Robeso
n
C
o
u
n
t
yRobeso
n
C
o
u
ntyBladen
C
o
unty
Cumberlan
d
C
o
u
nt
yCumberland County
Bladen County
Identified Well Receptor Locations
Chemours Fayetteville Works, North Carolina
Figure
5-1
Legend
Raleigh
2 0 21 Miles
³Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_WellReceptor_PublicAndPrivate.mxd Last Revised: 9/30/2019 September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
Notes:1. Delineation of offsite private wells containing PFAS listed in Attachment C of the Consent Order is on-going. Additional private wells areexpected to be identified.2. Locations from public wells were sourced from the North Carolina Corporate Geographic Database. Earlier versions of this dataset mayexist. 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, KadasterNL, Ordnance Survey, Esri Japan, METI, Esri China (Hong Kong), (c) OpenStreetMap contributors, and the GIS User Community.
")Presently Identified Private Well
!(Public Community Well
Cape Fear River
Site Boundary
County Boundary
Existing water lines
Bladen County (2017 data)
Robeson County (2018 data)
Cumberland County (2018 data)
!(
!(
!(
Robeso
n
C
o
u
n
t
yRobeso
n
C
o
u
ntyBladen
C
o
unty
Cumberlan
d
C
o
u
nt
yCumberland County
Bladen County
Wellhead Protection Areas
Chemours Fayetteville Works, North Carolina
Figure
5-2
Legend
Raleigh
2 0 21 Miles
³Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_WellheadProtectionAreas.mxd Last Revised: 9/30/2019 September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
Notes:1. The source of the Public Well layer is the North Carolina Corporate Geographic Database. Earlier versions of this dataset mayexist. 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 byNorth 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 UserCommunity.
!(Public Well within Wellhead ProtectionArea; PWS ID 0378030
Cape Fear River
Site Boundary
County Boundary
Wellhead Protection Area
Surface Water Bodies in Region Around Site
Chemours Fayetteville Works, North Carolina
Figure
5-3
Legend
Raleigh
2 0 21 Miles
³Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_SurfaceWaterBodies.mxd Last Revised: 9/30/2019 September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
Lake/Pond
Wetland
Stream/River
Site Boundary CapeFearRiverNotes:
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.
Cape Fear RiverIdentified Underground Structures
Chemours Fayetteville Works, North Carolina
Figure
5-4Raleigh
³Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Underground Structures.mxd Last Revised: 9/24/2019 Author: NBarNahoumSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
Notes:1. Utilities map was last updated on September 24, 2019. Map is maintainedby 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 NorthCarolina 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 0 500250 Feet
0.5 0 0.50.25 Miles
³
Legend
Nearby Tributary
Site Boundary
Sewers
Fire and Natural Gas Lines
Electric Lines
Water Lines
Fiber Optic LinesData/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Subsurface on site/TR0795_Subsurface Structures on Site.ai
")")")")")")")")
")")")
")")
")")")")")
")
")
")")")")
")
")
")")")")
")")
")")")
")
")")
!(
!(
!(
!(
!(!(
#*
#*#*
#*
#*#*#*
XW
XW
1
2
3
4
5
6
7
8.1
8.2
9
10
11
12
13
14
15
16 17
18
19
20
21
22
2324
25
26 27 28
29
30
31
32
333435
36
37
38
39
40
41
C
a
p
e
Fear
Ri
verWillisCreek
Seep A
Seep B
Seep C
Seep D
Old Outfall 002
Summary of Geologic Mapping Observations
Chemours Fayetteville Works, North Carolina
Figure
6-1Raleigh
1,000 0 1,000500 Feet
³Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Onsite Geologic Mapping.mxd; TIp; 9/30/2019September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
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.
0.5 0 0.50.25 Miles
³
Legend
Station Locations
XW Perched Zone
#*Perched Clay
!(Surficial Aquifer
")Black Creek Confining Unit
Inferred Lithologic Contacts
Observed Seep
Nearby Tributary
Site Boundary
Observed Exposed Lithologies
Black Creek Confining Unit
Surficial Aquifer
Perched Zone
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")
")")
")
!'A
!'A
!'A
!'A
!'A
!'A!'A
!'A
!'A
!'A
!'A
!'A
!'A!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A
!'A C
a
p
e
Fear
Ri
ver
PW-02
PW-04
LTW-01
LTW-03
LTW-04
PIW-1S
PIW-6S
LTW-02
LTW-05
PIW-1D
PIW-2D
PIW-3D
PIW-5S
PIW-4D
PIW-10DR
PIW-10S
PIW-7D
PIW-8D
PIW-7S
PIW-9S
PIW-9D
PW-10
PW-11
HP-1
HP-2 HP-3
HP-4
HP-5
HP-6
HP-7
HP-8
HP-10
HP-12
HP-13
HP-14
HP-15
HP-17
HP-18
HP-19
HP-20
HP-21
HP-22
HP-24HP-27
HP-28
HP-29
HP-30
HP-26
HP-25
HP-23
HP-9
HP-11
HP-32
HP-16
Seep A
Seep B
Seep C
Seep D
HPT and Well Locations
Chemours Fayetteville Works, North Carolina
Figure
6-2Raleigh
500 0 500250 Feet
³Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_HPT and Co-Located Well Locations.mxd; TIp; 9/30/2019September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
Notes:HPT - Hydraulic Profiling ToolEC - Electrical Conductivity1. 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 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.
1 0 10.5 Miles
³
Legend
Well Type
!'A Surficial Aquifer
!'A Floodplain Deposits
!'A Black Creek Aquifer
WillisCreek
")HPT/EC Boring
Observed Seep
Nearby Tributary
Site Boundary
!+!
!+!
!+!
!+!
!+!!+!
!+!
!+!
!+!
!+!
!+!
!+!!+!
!+!
!+!
!+!
!+!!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
!'A
!'A
!'A
!'A
!'A
!'A
!
!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'''
'
'
'
'
'
'
'
'
'
'
''
'
''
'
'
'
'
'
'
'
'
'
'
'
'
'
'
A
A
AA
AAA
A
A
A
A
A A
A
A
A
A
AA
A
AA
A
A
A
A
A
A
A
A
A
A
A
A
A
A
!!!
!
!
!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!
!
!
!!
!
!!
!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!
!
!!
'''
'
'
'
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''
'
'
''
'
''
'
''
'
'
''
'
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''
'
''
AAA
A
A
A
A
A
A
A
A
A
A
A
AAAAAA
A
A
A
A
AAA
A
AA
A
AA
A
A A
A
A
AA
A
A
A
A
A
A
A
AA
AAAAAA
A
A
AA
A A
AA A
")
BCA-01
BCA-02
BCA-03R
BCA-04
FTA-01
FTA-02 FTA-03
IN SITU-01 IN SITU-02
LTW -01
LTW -02
LTW -03
LTW -04
LTW -05
MW -11
MW -12S
MW -13D
MW -14D
MW -15DRR
MW -16D
MW -17D
MW -18D
MW -19D
MW -1S
MW -20D
MW -21D
MW -22D
MW -23
MW -24
MW -25
MW -26
MW -27
MW -28
MW -2S
MW -30
MW -7S
MW -8S
MW -9S
N AF-01
N AF-02
N AF-03N AF-04
N AF-05A
N AF-05B
N AF-06
N AF-07
N AF-08AN AF-08B
N AF-09N AF10
N AF-11A
N AF-11B
N AF-12
N AF-13
PZ-11
PZ-12
PZ-13
PZ-14
PZ-15
PZ-17
PZ-19RPZ-20RPZ-21R
PZ-22
PZ-24
PZ-25
PZ-26PZ-27PZ-28
PZ-35
SMW -01
SMW -02SMW -02B
SMW -03
SMW -03BSMW -04A
SMW -04B
SMW -05
SMW -05P
SMW -06
SMW -06B
SMW -07
SMW -08SMW -08B
SMW -09
SMW -10
SMW -11
SMW -12
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-5S
PIW-6S
PIW-4D
PIW-10DR
PIW-10S
PIW-7D
PIW-8D
PIW-7S
PIW-9SPIW-9D
PW-01
PW-02
PW-03
PW-04
PW-05
PW-06
PW-07
BLADEN-1S
PW-09
PW-10R
PW-11
PW-12
PW-13
PW-14
PW-15R
BLADEN-1D CapeFearRiverDW R Dupo n t Sta tio n
Onsite Monitoring Well Network
Chem o urs Fa yetteville W o rks, N o rth Ca ro lin a
Figure
6-3Ra leigh
1,000 0 1,000500 Feet
³Pa th: P:\PRJ\Pro jec ts\TR0795\Da ta b a se a n d GIS\GIS\On site a n d Offsite Assessm en t Repo rt\TR0795_ On siteW ellN etwo rk_ N o HPT.m xd; TIp; 9/30/2019
Septem b er 2019
Pro jec tio n : N AD 1983 Sta tePla n e N o rth Ca ro lin a FIPS 3200 Feet; Un its in Fo o t US
N o tes:1. Due to the sc a le o f the m a p, pa irs o f wells tha t a re in c lo se pro xim ity ha ve b een o ffset fo r visib ility. Therefo re, the pla c em en t o f these wells o n this m a p do n o t reflec t their true geo gra phic c o o rdin a tes. 2. The o utlin e o f the River sho wn o n this figure is a ppro xim a te (River o utlin e b a sed o n c o m pila tio n o f o pen da ta so urc es fro m Arc GIS o n lin e servic e a n d N o rth Ca ro lin a Depa rtm en t o f En viro n m en ta l Qua lity On lin e GIS - Ma jo r Hydro sha pefile).3. Ba sem a p so urc e: Esri, Digita lGlo b e, Geo Eye, Ea rthsta r Geo gra phic s, CN ES/Airb us DS, USDA, USGS, Aero GRID, IGN , a n d the GIS User Co m m un ity.
Legen d
!'A Perc hed Zo n e
!'A Surfic ia l Aquifer
!'A Flo o dpla in Depo sits
!'A Bla c k Creek Aquifer
")DW R Dupo n t Sta tio n (V 42V ) W ell Cluster
!+!2019 In sta lled W ells
Site Bo un da ry
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'
'
'
'
'
'
'
A
A
A
A
A
A
A
A
A
A
A
MW-31
MW-32
MW-33
MW-34
MW-35
MW-36
PZ-31
PZ-32
PZ-33
PZ-34
PZ-29
50 0 5025 Feet
Pilo t Test Area fo r Plum eSto p™
0.5 0 0.50.25 Miles
³
117115
113
112
110108
104
102
97
3
93 95
96 98
105
106
116
79
81
83
85
8789
2
6
4
8
10
42 43
4139
46
48
50
51
54
57
60
63
67
70 72
76
73
74
12
14
16
18 20
22
24
26
28
30
32 34 36
38
44
45
53 56
59
62
65
68
71
101
103
107
109
118 119
49
99
114
7
13
15
17
19
21
23 25
27
29 31
33
35
37
40
94
91 92
9088
86
84
82
80
78
77
75
69
6664
61
58
55
52
47
111
1
5
9
11
100
Cape Fear River Survey -Temperature Measurement Locations
Chemours Fayetteville Works, North Carolina
Figure
6-4Raleigh
500 0 500250 Feet
³Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Temperature Measurement Locations.mxd; DKaHoYu; 9/30/2019September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
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).CapeFearRiver0.55 0 0.550.275 Miles
³
Legend
Temperature MeasurementLocation
Observed Seep
Site Boundary
109
Temperature Gradient Results
Chemours Fayetteville Works, North Carolina
Figure
6-5Raleigh
400 0 400200 Feet
³Path: \\Guelph-01\Data\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Temperature Gradient Results.mxd; DKaHoYu; 9/30/2019September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
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).CapeFearRiver0.7 0 0.70.35 Miles
Legend
Temperature difference betweenporewater and 6 inches abovesediment
0 - 0.5 °C
0.5 - 6.0 °C
Observed Seep
Nearby Tributary
Site Boundary
Area of Observed TemperatureDifferential > 0.5 °C
47
40
49
45
44
38
50
48
46
41
43
42
39
69
75
77
78
80
71
74 76
72
79
73
70
94
99
98
96
97
95
107
106
105
104
108
114
118
116
113
115
117
Area 1
Area 2
Area 3
Area 4
Area 5
³
50 0 5025 Feet
80 0 8040 Feet
60 0 6030 Feet
60 0 6030 Feet
50 0 5025 Feet
@A@A
@A@A
@A@A
@A@A
@A@A
@A@A
@A@A
@A@A
@A@A
@A@A
Bladen-1DBladen-1S
Bladen-2DBladen-2S
Bladen-3D
Bladen-3S
Bladen-4DBladen-4S
Cumberland-1DCumberland-1S
Cumberland-2DCumberland-2S
Cumberland-3DCumberland-3S
Cumberland-4DCumberland-4S
Cumberland-5DCumberland-5S
Robeson-1DRobeson-1S
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
Offsite Monitoring Wells
Chemours Fayetteville Works, North Carolina
Figure
6-6
Legend
Raleigh
2 0 21 Miles
³Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Offsite_Wells.mxd Last Revised: 9/30/2019 Author: TIpSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
N
S
W E
6 mi4 mi2 mi
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 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
Well Type
@A Black Creek Aquifer
@A Surficial Aquifer
Site Boundary
!(!(
!(
!(
!(
!(
!(
!(
!(
!(
Seep A
Seep B
Seep C
Seep D
Old Outfall 002Cape Fear
Ri
ver
Onsite HFPO-DA Concentrations in Soil
Chemours Fayetteville Works, North Carolina
Figure
7-1Raleigh
³Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteDistributionInSoil.mxd Last Revised: 9/30/2019 Author: jkasunicSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,400 0 1,400700 Feet
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 to the parent sample.**Other analytes were detected, but not shown.1. 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).2. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.
0.5 0 0.50.25 Miles
³
Legend
!(Soil Sample Location
Observed Seep
Nearby Tributary
Site Boundary
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
8.5-9 <250 --------
--------<25010-11
PW-09
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
11-12 1,200 <1,000 <1,000 <1,000 <1,000
PW-01
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
3.5-4 570 <1,000 <1,000 1,260 U <1,000
8-8.5 28,000 7,300 10,000 J 5,200 27,000 J
PW-10**
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
14-15 1,500 <1,000 UJ <1,000 UJ <1,000 <1,000
PW-02
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
6.5-7 1,700 <1,000 1,290 U 1,160 U 2,460 U
PW-03
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
16-17 <250 <1,000 <1,000 <1,000 <1,000
PW-06
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
14-15 <250 <1,000 <1,000 <1,000 <1,000
PW-07*
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
16-17 620 <1,000 <1,000 <1,000 <1,000
PW-11
Depth(ft bgs)HFPO-DA PFMOAA PFO2HxA PFO5DA PMPA
25-26 <250 <1,000 <1,000 <1,000 <1,000
PW-13
/Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Soil Concentrations/TR0795_Figure7-1_Onsite PFAS Distribution in Soil.ai
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 and
Atmospheric Administration’s VDatum tool available at vdatum.noaa.gov.
Cape Fear River Stage Variation
Chemours Fayetteville Works, North Carolina
Figure
8-1
Raleigh September 2019
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.
0
10
20
30
40
50
60
70
80
90
Fayetteville W.O. Huske Lock and Dam #1Cape Fear River Water Level (feet NAVD88)USGS Gauge Location
Ca
p
e
Fear
Ri
ver
W illis C r e e k
Cape Fear River Water Level32.99
FTA-01136.06
FTA-02132.92
FTA-03133.94
MW-11125.14
MW-12S131.56
MW-23134.02
MW-25133.79
MW-26136.03
MW-27132.07MW-28130.4
MW-30DRY
NAF-01140.91
NAF-02140.69NAF-04
141.39
NAF-05ANM
NAF-06135.23NAF-07140.69
NAF-08A140.88NAF-09137.27
NAF-11A132.66
NAF-13NM
PZ-11138.15
PZ-12131.21
PZ-13137.62
PZ-14137.72
PZ-15DRY PZ-16NM
PZ-17DRY
PZ-19R136.94
PZ-20R136.9
PZ-21R
137.71
PZ-24133.07
PZ-25126.35
PZ-26135.34
PZ-27133.4
PZ-28135.65
PZ-35137.85
SMW-02134.6SMW-03128.39SMW-04A110.94
SMW-05DRY
SMW-06125.98
SMW-07128.16
SMW-08DRY
NAF-10138.23
MW-1S130.93
MW-2S130.66
MW-9S133.24
MW-8SDRY
MW-7S137.02MW-24
NAF-03
NAF-12134
138126128140
1301321
3
6
134128Seep A
Seep B
Seep C
Seep D9085150145
705075
4
5120110140
125
130
10
5
100
95105957570
125
120
95
80
75
155145504515
5
14
5
1
5
0
1
4
5
14
5135 706555454540
45404535135806511560130
60
13585
357040
1
4
5
120
11510510
0
105654540
1551
5
5
155155 150150145145150150
145
140
135125125125
115115105
90
9570
70 706055
505045
505
0
4540
403
5
353
5
145
145
145
35
Groundwater Elevation Map - Perched ZoneJune 2019
Chemours Fayetteville Works, North Carolina
Figure
9-1Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_GW_Contours_Maps_PerchedZone.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
Notes:NM - Not measuredft NAVD88 - feet North American Vertical Datum 1988.1. Depth to water measurements collected on June 13, 2019 used to generate contours.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 and Creeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.6. 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).7. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.
0.5 0 0.50.25 Miles
Legend
Monitoring Well
Monitoring Well Used forGroundwater Extraction
Groundwater Contours (ftNAVD88) - 2 feet interval
Observed Seep
Nearby Tributary
Ground SurfaceElevation Contour (ftNAVD88) - 5 ft interval
Site Boundary
PZ-34131.88
PZ-33132.84
PZ-32133.15
PZ-31130.16
MW-34132.12
MW-31131.86 PZ-29133.48
MW-36132.33
MW-35132.23
MW-33132.59
MW-32132.32
1
1
5 14512
0
1
2
5
145
135
1401351
3
0
140
1341321
3
0
70 0 7035 Feet
Ca
p
e
Fear
Ri
ver
W illis C r e e k
Cape Fear River Water Level32.99
SMW-1158.91
MW-12DNM
NAF-05BNM
SMW-0986.57
MW-15DRRNM
SMW-1047.23
MW-20D90.85
MW-19D91.67
MW-18D88.57
MW-13D104.78
SMW-03B95.09
SMW-02B89.17
SMW-01124.38
NAF-11B94.26
NAF-08B95.71
MW-22D114.85
MW-21D107.57
MW-17D118.62
MW-16D111.42
MW-14D113.99
INSITU-01113
SMW-08B109.29
SMW-05P106.32
SMW-04B104.21
INSITU-02 DRY
SMW-06B104.14
Seep A
Seep B
Seep C
Seep D
120
115
110
105
100
95 9085150145705075
4
5120110140
125
130
10
5
100
95105957570
125
120
95
80
75
155145504515
5
14
5
1
5
0
1
4
5
14
5135 706555454540
45404535135806511560130
60
13585
357040
1
4
5
120
11510510
0
105654540
1551
5
5
155155 150150145145150150
145
140
135125125125
115115105
90
9570
70 706055
505045
505
0
4540
403
5
353
5
145
145
145
35
Groundwater Elevation Map - Surficial AquiferJune 2019
Chemours Fayetteville Works, North Carolina
Figure
9-2Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_GW_Contours_Maps_SurficialAquifer.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
Notes:NM - Not measuredft NAVD88 - feet North American Vertical Datum 1988.1. Depth to water measurements collected on June 13, 2019 used to generate contours.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 and Creeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.6. 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).7. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.
0.5 0 0.50.25 Miles
Legend
Monitoring Well
Groundwater Contours (ftNAVD88) - 5 feet interval
Inferred GroundwaterFlow Direction
Observed Seep
Nearby Tributary
Ground SurfaceElevation Contour (ftNAVD88) - 5 ft interval
Site Boundary
Ca
p
e
Fear
Ri
ver
W illis C r e e k
Cape Fear River Water Level32.99
BCA-03RNM
PZ-2244.43
LTW-0242.70
BCA-0188.6
SMW-1235.19
LTW-0542.83BCA-02
75.02
BCA-04123.28
Seep A
Seep B
Seep C
Seep D9085150145
705075
4
5120110140
125
130
10
5
100
95105957570
125
120
95
80
75
155145504515
5
14
5
1
5
0
1
4
5
14
5135 706555454540
45404535135806511560130
60
13585
357040
1
4
5
120
11510510
0
105654540
1551
5
5
155155 150150145145150150
145
140
135125125125
115115105
90
9570
70 706055
505045
505
0
4540
403
5
353
5
145
145
145
35
Groundwater Elevation Map - Black Creek AquiferJune 2019
Chemours Fayetteville Works, North Carolina
Figure
9-3Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_GW_Contours_Maps_BlackCreek_June2019.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
Notes:NM - Not measuredft 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 and Creeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.5. 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).6. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.
0.5 0 0.50.25 Miles
Legend
Monitoring Well
Inferred GroundwaterFlow Direction
Observed Seep
Nearby Tributary
Ground SurfaceElevation Contour (ftNAVD88) - 5 ft interval
Site Boundary
@A
@A
@A@A
@A@A
@A@A
@A@A
@A
@A
@A
@A
@A
@A
@A Ca
p
e
Fear
Ri
ver
W illis C r e e k
Cape Fear River Water Level32.99
Seep A
Seep B
Seep C
Seep DPIW-10DR66.81
PIW-2D58.25 PIW-3D35.94
PIW-4D41.68
PIW-7D42.7
PIW-8D41.15
PIW-9D42.1
PW-0951.16
PW-1139.82
PW-12NM
PW-13120.00 PW-1487.22
PW-15R77.05
5 0
90
80
7
0 5060
1451401009 0
807
513012550
40
7060856555451 3 5
1 1 5
1
0
5
9
5
351 0 5
9 5 7570125
120
95
8580
1551505045150 1451 5 5145155
145110105
1451
4
0 706545
40
4540453512060
1357
5
70
4045150150
1 2 0
115105100
9565555045 40
155
155155150
145145150
140130125125125
1 1 5
105110
95
90
957 0
70 70605 5
5050505
0
454 0
403
5
353
5
145
145
1 4 5
1 4 5
3 5
Groundwater Elevation Map - Black Creek AquiferAugust 2019
Chemours Fayetteville Works, North Carolina
Figure
9-4Raleigh
³Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_GW_Contours_Maps_BlackCreek_August2019.mxd Last Revised: 9/30/2019 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
Notes:NM - Not measuredft NAVD88 - feet North American Vertical Datum 1988.1. Depth to water measurements collected on August 22, 28 and 29, 2019 used to generate 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 and Creeks Investigation Report. Chemours Fayetteville Works. 26 August 2019.5. 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).6. Basemap source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community.
0.5 0 0.50.25 Miles
³
Legend
@A Monitoring Well
Groundwater Contours (ftNAVD88) - 10 feetinterval
Inferred GroundwaterFlow Direction
Observed Seep
Nearby Tributary
Ground SurfaceElevation Contour (ftNAVD88) - 5 ft interval
Site Boundary
Ca
p
e
Fear
Ri
ver
WP6: NAF-08A (S) / NAF-08B (D)
WP1: NAF-11A (S) / NAF-11B (D)
WP5: SMW-02 (S) / SMW-02B (D)
WP4: SMW-03 (S) / SMW-03B (D)
WP3: SMW-04A (S) / SMW-04B (D)
WP2: SMW-06 (S) / SMW-06B (D)
WP12: PZ-22 (D) / LTW-04 (S)
WP9: PIW-10DR (D) / PIW-10S (S)
WP10: PIW-1D (D) / PIW-1S (S)
WP11-A: PIW-7D (D) / PIW-7S (S)WP11-B: PIW-7D (D) / PIW-7S (S)
WP8: PIW-9S (S) / PIW-9D (D)
WP14: Old Outfall-002 (S) / PW-11 (D)
6/13/2019-0.71
8/22/2019-9.23
8/22/20197.08
8/29/2019-0.178/22/2019-0.19
8/22/2019-0.54
6/7/20190.81
2019-06-1321.84 2019-06-1338.4
2019-06-1345.429
2019-06-1345.17
2019-06-1333.32019-06-136.728
Calculated Vertical Gradients BetweenSelected Stratigraphic Units
Chemours Fayetteville Works, North Carolina
Figure
9-5Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_Calculated_Vertical_Gradients.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
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 based on 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.
0.5 0 0.50.25 Miles
Legend
Black Creek Aquifer
Floodplain Deposits
Perched Aquifer
Surficial Aquifer
Negative Vertical Gradients
Positive Vertical Gradients
Nearby Tributary
Site Boundary
Seep A
Seep B
Seep C
Seep D
Old Outfall 002Ca
p
e
F
e
a
r
Ri
v
e
r
Onsite PMPA Concentrations in Groundwater
Chemours Fayetteville Works, North Carolina
Figure
9-6Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteDistributionInGW.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
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 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.
0.5 0 0.50.25 Miles
Legend
Concentration (ng/L)
< 10
10 - 100
100 - 1,000
1,000 - 10,000
10,000 - 100,000
100,000 - 1,000,000
> 1,000,000
Well Type
Perched Zone
Surficial
Black Creek Aquifer /Floodplain Deposits
Observed Seep
Nearby Tributary
Site Boundary
Seep A
Seep B
Seep C
Seep D
Old Outfall 002Ca
p
e
F
e
a
r
Ri
v
e
r
Onsite PFMOAA Concentrations in Groundwater
Chemours Fayetteville Works, North Carolina
Figure
9-7Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteDistributionInGW.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
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 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.
0.5 0 0.50.25 Miles
Legend
Concentration (ng/L)
< 10
10 - 100
100 - 1,000
1,000 - 10,000
10,000 - 100,000
100,000 - 1,000,000
> 1,000,000
Well Type
Perched Zone
Surficial
Black Creek Aquifer /Floodplain Deposits
Observed Seep
Nearby Tributary
Site Boundary
Seep A
Seep B
Seep C
Seep D
Old Outfall 002Ca
p
e
F
e
a
r
Ri
v
e
r
Onsite HFPO-DA Concentrations in Groundwater
Chemours Fayetteville Works, North Carolina
Figure
9-8Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteDistributionInGW.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
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 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.
0.5 0 0.50.25 Miles
Legend
Concentration (ng/L)
< 10
10 - 100
100 - 1,000
1,000 - 10,000
10,000 - 100,000
100,000 - 1,000,000
> 1,000,000
Well Type
Perched Zone
Surficial
Black Creek Aquifer /Floodplain Deposits
Observed Seep
Nearby Tributary
Site Boundary
Seep B
Seep C
Seep D
Old Outfall 002
Seep ACa
p
e
F
e
a
r
Ri
v
e
r
FTA-012,900
FTA-0290,000
FTA-0340,000
MW-12S52,000
MW-1S66,000
MW-2327,000
MW-24930,000
MW-2570,000
MW-27350,000
MW-282,900
MW-2S84,000 MW-9S21,000
PW-0156,000PZ-12110,000
PZ-1554,000
PZ-2463,000
PZ-26630
PZ-279,900
PZ-288,200
SMW-0278,000
SMW-0719,000
OLDOF-1130,000
OLDOF-2140,000
OLDOF-3160,000
OLDOF-4200,000
OLDOF-5290,000
SEEP-B-1350,000
SEEP-B-3-E445,000 SEEP-C-1340,000
SEEP-C-1-E2260,000
PZ-21R7,100
PZ-20R11,000
PZ-19R25,000 MW-7S58,000
PZ-1126,000
PZ-356,700
WC-12,200
WC-4340
WC-3560 WC-2680
Perched Zone Groundwater, Willis Creek, Seeps andOld Outfall 002 Total Table 3+ PFAS Concentrations
Chemours Fayetteville Works, North Carolina
Figure
9-9Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteTotTable3_PerchedZone.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 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 based on 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.
0.5 0 0.50.25 Miles
Legend
Concentration (ng/L)
< 10
10 - 100
100 - 1,000
1,000 - 10,000
10,000 - 100,000
100,000 - 1,000,000
> 1,000,000
Well Type
Perched Zone
Surface Water
Observed Seep
Nearby Tributary
Site Boundary
MW-3077,000
PZ-14130,000
PZ-13260,000
NAF-1086,000
NAF-07280,000
NAF-03700,000
NAF-01120,000
NAF-08A430,000
SEEP-B-4430,000
SEEP-B-4670,000
SEEP-B-3380,000
SEEP-B-2310,000
SEEP-A-9510,000
SEEP-A-8140,000
SEEP-A-7220,000
SEEP-A-4160,000
SEEP-A-3220,000
SEEP-A-2240,000
NAF-125,400,000
NAF-061,700,000
NAF-024,700,000
SEEP-A-12120,000 SEEP-A-11540,000
SEEP-A-10530,000
SEEP-B-3-A1460,000
NAF-09190,000
SEEP-A-6140,000
SEEP-A-5180,000
SEEP-A-1230,000
NAF-044,400,000
250 0 250125 Feet
Seep C
Seep D
Old Outfall 002
Seep A
Seep BCa
p
e
F
e
a
r
Ri
v
e
r
OLDOF-1130,000
OLDOF-2140,000
OLDOF-3160,000
OLDOF-4200,000
OLDOF-5290,000
SEEP-B-3-E445,000
SEEP-C-1340,000
SEEP-C-1-E2260,000
WC-12,200
WC-2680
WC-3560WC-4340
MW-13D350,000
MW-14D260,000
MW-15DRR81,000
MW-16D4,200
MW-17D3,800
MW-18D1,500
MW-19D4,400
MW-20D24,000
MW-21D2,000
MW-22D4,700
PIW-10S18,000
PIW-1D51,000
PIW-9S210,000
PW-0215,000,000
PW-043,500
PW-054,600
PW-063,000
SMW-016,200
SMW-03B650,000SMW-04B70,000
SMW-05P350,000
SMW-08B350,000
SMW-09110,000
SMW-10830
SMW-1113,000
Surficial Aquifer Groundwater, Willis Creek, Seeps andOld Outfall 002 Total Table 3+ PFAS Concentrations
Chemours Fayetteville Works, North Carolina
Figure
9-10Raleigh
Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteAnalyteTotTable3_SurficialZone.mxd Last Revised: 2019-09-30 Author: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 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 based on 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.
0.5 0 0.50.25 Miles
Legend
Concentration (ng/L)
< 10
10 - 100
100 - 1,000
1,000 - 10,000
10,000 - 100,000
100,000 - 1,000,000
> 1,000,000
Well Type
Surficial
Surface Water
Observed Seep
Nearby Tributary
Site Boundary
SEEP-B-4430,000
SEEP-B-4670,000 SEEP-B-3380,000
SEEP-B-2310,000
SEEP-B-1350,000
SEEP-A-9510,000
SEEP-A-8140,000
SEEP-A-7220,000
SEEP-A-4160,000
SEEP-A-3220,000 SEEP-A-2240,000
SEEP-A-12120,000
SEEP-A-11540,000
SEEP-A-10530,000
SEEP-B-3-A1460,000
SEEP-A-6140,000
SEEP-A-5180,000
SEEP-A-1230,000
PW-03400,000
PIW-5S360,000
250 0 250125 Feet
Seep C
Seep D
Old Outfall 002
Seep A
Seep BCa
p
e
F
e
a
r
Ri
v
e
r
BCA-01110,000
BCA-02190,000
BCA-03R490,000
BCA-0427
LTW-05370,000
PIW-10DR110,000
PIW-2D20,000 PIW-3D44,000
PIW-7D200,000
PIW-8D700,000
PIW-9D270,000
PW-092,300
PW-11430,000
PW-1215
PW-13ND
SMW-129,600
LTW-01140,000
PIW-7S17,000
OLDOF-1130,000
OLDOF-2140,000
OLDOF-3160,000
OLDOF-4200,000
OLDOF-5290,000
SEEP-B-3-E445,000
SEEP-C-1340,000
SEEP-C-1-E2260,000
WC-12,200
WC-2680
WC-3560WC-4340
Black Creek Aquifer/Floodplain Deposits Groundwater, Willis Creek, Seeps and Old Outfall 002 Total Table 3+ PFAS Concentrations
Chemours Fayetteville Works, North Carolina
Figure
9-11Raleigh
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: SSomnarainSeptember 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
1,000 0 1,000500 Feet
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 based on 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.
0.5 0 0.50.25 Miles
Legend
Concentration (ng/L)
< 10
10 - 100
100 - 1,000
1,000 - 10,000
10,000 - 100,000
100,000 - 1,000,000
> 1,000,000
Well Type
Black Creek Aquifer/FloodpainDeposits
Surface Water
Observed Seep
Nearby Tributary
Site Boundary
SEEP-B-4430,000
SEEP-B-4670,000 SEEP-B-3380,000
SEEP-B-2310,000
SEEP-B-1350,000
SEEP-A-9510,000
SEEP-A-8140,000
SEEP-A-7220,000
SEEP-A-4160,000
SEEP-A-3220,000
SEEP-A-2240,000
SEEP-A-12120,000
SEEP-A-11540,000
SEEP-A-10530,000
SEEP-B-3-A1460,000
SEEP-A-6140,000
SEEP-A-5180,000
SEEP-A-1230,000
PZ-22240,000
PIW-6S230,000
LTW-04190,000
LTW-03220,000
PW-1418,000,000
PIW-4D7
LTW-0278,000
250 0 250125 Feet
!+!
!+!
!+!
!+!
!+!!+!
!+!
!+!
!+!
!+!
!+!
!+!!+!
!+!
!+!
!+!
!+!!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!+!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
'
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
!'A
!'A
!'A
!'A
!'A
!'A
!
!
!
!
!!!
!
!
!
!
!
!
!
!
!
!
!!
!
!!
!
!
!
!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'''
'
'
'
'
'
'
'
'
'
'
''
'
''
'
'
'
'
'
'
'
'
'
'
'
'
'
'
A
A
AA
AAA
A
A
A
A
A A
A
A
A
A
AA
A
AA
A
A
A
A
A
A
A
A
A
A
A
A
A
A
!!!
!
!
!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!
!
!
!!
!
!!
!
!!
!
!
!!
!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!
!
!!
'''
'
'
'
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''
'
'
''
'
''
'
''
'
'
''
'
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''
'
''
AAA
A
A
A
A
A
A
A
A
A
A
A
AAAAAA
A
A
A
A
AAA
A
AA
A
AA
A
A A
A
A
AA
A
A
A
A
A
A
A
AA
AAAAAA
A
A
AA
A A
AA A
")")
")
")
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-04
LTW-05MW-11
MW-12S MW-13D
MW-14D
MW-15DRR
MW-16DMW-17D
MW-18D
MW-19D
MW-1S
MW-20D
MW-21D
MW-22D
MW-23
MW-24
MW-25
MW-26
MW-27
MW-28
MW-2S
MW-30
MW-7S
MW-8S
MW-9S
NAF-01
NAF-02
NAF-03NAF-04
NAF-05A
NAF-05B
NAF-06
NAF-07
NAF-08A
NAF-08B
NAF-09NAF10
NAF-11A
NAF-11B
NAF-12
NAF-13PZ-11
PZ-12
PZ-13
PZ-14
PZ-15
PZ-17
PZ-19RPZ-20RPZ-21R
PZ-22
PZ-24
PZ-25
PZ-26
PZ-27PZ-28
PZ-35
SMW-01
SMW-02
SMW-02B
SMW-03
SMW-03BSMW-04A
SMW-04B
SMW-05
SMW-05P
SMW-06
SMW-06B
SMW-07
SMW-08
SMW-08B
SMW-09
SMW-10
SMW-11
SMW-12
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-5S
PIW-6S
PIW-4D
PIW-10DR
PIW-10S
PIW-7D
PIW-8D
PIW-7S
PIW-9SPIW-9D
PW-01
PW-02
PW-03
PW-04
PW-05
PW-06
PW-07
BLADEN-1S
PW-09
PW-10R
PW-11
PW-12
PW-13
PW-14
PW-15R
BLADEN-1D CapeFearRiverA-1 A-2
GP-103
C
ED
B
A
C'E'D'
B'
A'
DWR Dupont Station
Onsite Cross-Section Lines
Chemours Fayetteville Works, North Carolina
Figure
10-1Raleigh
1,000 0 1,000500 Feet
³Path: P:\PRJ\Projects\TR0795\Database and GIS\GIS\Onsite and Offsite Assessment Report\TR0795_OnsiteWellNetwork_withXSec.mxd; TIp; 9/30/2019September 2019
Projection: NAD 1983 StatePlane North Carolina FIPS 3200 Feet; Units in Foot US
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 of these 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.
Legend
!'A Perched Zone
!'A Surficial Aquifer
!'A Floodplain Deposits
!'A Black Creek Aquifer
!+!2019 Installed Wells
")DWR Dupont Station (V42V) Well Cluster
")CPT/DPT Soil Boring
Site Boundary
Cross-Section
0.5 0 0.50.25 Miles
³
02?
e ro sional surface?
?
?
?
ft NAVD88 - feet in 1988 North American Vertical DatumVertical Exaggeration = 15x1. 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) 011,000 2,000 3,000 4,000 5,000 6,000 Feet
A'A
West East
MW-17D (100 ft)Notes
00Figure
10-2RaleighSeptember 2019
Cross-Section A-A’
Chemours Fayetteville Works, North Carolina
Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionA_A'.ai
Legend
Location Name
Offset Distance+/- north/south of line
Well Screen
Fine to Medium Sand
Clay
Predominantly Fine to Medium-grained Sand
Floodplain Deposits
Fine to Medium-grained Sand with Variable Silt Content
Micaceous Clay
Silty or Sandy Claywith Organics
04Black Creek Aquifer Groundwater Elevation
Perched Zone
Groundwater Elevation
Surficial Aquifer Groundwater Elevation
Geological Mapping Location
Corresponds to Section SMW-04B (+74 ft)PIW-3D (-118 ft)Geologic
Mapping
Locations
36, 37, 39
Seeps observed from 65 to 90 ft elevation
03PIW-2D (+142 ft)SMW-03B (+126 ft)SMW-02B (+244 ft)SMW-02 (+245 ft)SMW-03 (+117 ft)BCA-01 (+41 ft)PW-12 (-8 ft)MW-21D (-7 ft)SMW-04A (+75 ft)150
125
100
75
50
25
0Elevation (ft NAVD88)Perched Zone
Surficial Aquifer
Black Creek Aquifer
Upper Cape Fear
Confining Unit
Black Creek
Confining Unit
Surficial Aquifer
PerchedClay
Cape Fear
River
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'
'
'
'
''
'
'
'
'
'
'
'
'
'
'
A
A
A
A
A
A
A
A
A A
A
A
A
A
A
A
A
A A
A
!'A
!'A
!'A
!'A
!'A
!'A
!!
!!
!!!
!!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
''
''
'''
''
'
'
''
'
'
'''
'''
'
'
'
'
'
'
'
'
'
A A
AA
AAA
A A
A
A
A A
A
A
AAAAAA
A
A
A
A
A
A
A
A
A
!!!
!
!!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!!!!!
!
!!
!
!!
!
!
!!
!!
!!
!
!
!
!!
!!!!!!
!
!!!
!!
!!!
'''
'
''
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''''''
'
''
'
''
'
'
''
''
''
'
'
'
''
''''''
'
'''
''
'''
AAA
A
AA
A
A
A
AAA
A
A
AAAAAA
A
A
A
A AAA AAA
A
AA
A
A AA
A
AA
AA
AAA
A
A
AA
AAAAAA
A
AAAAAAA A
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-04
LTW-05
MW-12S MW-13D
MW-14D
MW-15DRR
MW-16DMW-17D
MW-18D
MW-19D
MW-1S
MW-20D
MW-21D
MW-22D
MW-23
MW-24
MW-25
MW-26
MW-27
MW-28
MW-2S
MW-30
MW-7S
MW-8S
MW-9S
NAF-01
NAF-02
NAF-03NAF-04
NAF-05A
NAF-05B
NAF-06
NAF-07
NAF-08A
NAF-08B
NAF-09NAF10
NAF-11A
NAF-11B
NAF-12
NAF-13PZ-11
PZ-12
PZ-13
PZ-14
PZ-15
PZ-19R
PZ-20RPZ-21R
PZ-22
PZ-24
PZ-25
PZ-26PZ-27PZ-28
PZ-35
SMW-02SMW-02B
SMW-03
SMW-03BSMW-04A
SMW-04B
SMW-05
SMW-05P SMW-06
SMW-06B
SMW-07
SMW-08SMW-08B
SMW-09
SMW-12
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-5S
PIW-6S
PIW-4D
PIW-10DR
PIW-10S
PIW-7D
PIW-8D
PIW-7S
PIW-9SPIW-9D
PW-01
PW-02
PW-03
PW-04
PW-05
PW-10
PW-12
PW-13
PW-14
PW-15
Cape Fear RiverA A'
1,000 0 1,000500 Feet
³
E-E'
E-E'")")
")
A-1 A-2
GP-103PZ-17
MW-11
02ft NAVD88 - feet in 1988 North American Vertical DatumVertical Exaggeration = 15x1. 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) 01150
125
100
75
50
25
0
1,000 2,000 3,000 4,000 5,000Elevation (ft NAVD88)Feet
B B'
West East
MW-17D (100 ft)Notes
e ro sional surface00Figure
Raleigh September 2019
Cross-Section B-B’
Chemours Fayetteville Works, North Carolina
Legend
Location Name
Offset Distance+/- north/south of line
Well Screen
Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionB_B'.ai
Fine to Medium Sand
Clay
Predominantly Fine to Medium-grained Sand
Floodplain Deposits
Fine to Medium-grained Sand with Variable Silt Content
Micaceous Clay
Silty or Sandy Claywith Organics
10-3NAF-11A (+103 ft)NAF-11B (+105 ft)MW-22D (-27 ft)LTW-02HP-22 (90 ft)03PIW-4DHP-21 PW-15R (+77 ft)BCA-03R (-77 ft)PZ-11 (-43 ft)MW-15DRR (-78 ft)NAF-02 (-107 ft)NAF-03 (-200 ft)NAF-07 (+131 ft)NAF-06 (+13 ft)MW-17D (-45 ft)MW-16D (-56 ft)Perched Zone
Surficial Aquifer
Upper Cape Fear
Confining Unit
Black Creek
Confining Unit
Black Creek Aquifer
Surficial Aquifer
Power Area LinedSediment
Basin
Chemours
MonomersIXM AreaKuraray Butacite® Leased Area; Kuraray SentryGlas® Leased Area
Seeps observed
Tributary to
Seep A
?
?Perched Clay
(97 ft)?
?
Cape FearRiver
?
?04Seeps observed
Seeps observed
Black Creek Aquifer Groundwater Elevation
Perched Zone
Groundwater Elevation
Surficial Aquifer Groundwater Elevation
Geologic Mapping Location 34
Geologic Mapping Location 32/33
Geologic Mapping Location 29/31
Geological Mapping Location
Corresponds to Section
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'
'
'
'
''
'
'
'
'
'
'
'
'
'
'
A
A
A
A
A
A
A
A
A A
A
A
A
A
A
A
A
A A
A
!'A
!'A
!'A
!'A
!'A
!'A
!!
!!
!!!
!!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
''
''
'''
''
'
'
''
'
'
'''
'''
'
'
'
'
'
'
'
'
'
A A
AA
AAA
A A
A
A
A A
A
A
AAAAAA
A
A
A
A
A
A
A
A
A
!!!
!
!!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!!!!!
!
!!
!
!!
!
!
!!
!!
!!
!
!
!
!!
!!!!!!
!
!!!
!!
!!!
'''
'
''
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''''''
'
''
'
''
'
'
''
''
''
'
'
'
''
''''''
'
'''
''
'''
AAA
A
AA
A
A
A
AAA
A
A
AAAAAA
A
A
A
A AAA AAA
A
AA
A
A AA
A
AA
AA
AAA
A
A
AA
AAAAAA
A
AAAAAAA A
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-04
LTW-05
MW-12S MW-13D
MW-14D
MW-15DRR
MW-16DMW-17D
MW-18D
MW-19D
MW-1S
MW-20D
MW-21D
MW-22D
MW-23
MW-24
MW-25
MW-26
MW-27
MW-28
MW-2S
MW-30
MW-7S
MW-8S
MW-9S
NAF-01
NAF-02
NAF-03NAF-04
NAF-05A
NAF-05B
NAF-06
NAF-07
NAF-08A
NAF-08B
NAF-09NAF10
NAF-11A
NAF-11B
NAF-12
NAF-13PZ-11
PZ-12
PZ-13
PZ-14
PZ-15
PZ-19R
PZ-20RPZ-21R
PZ-22
PZ-24
PZ-25
PZ-26PZ-27PZ-28
PZ-35
SMW-02SMW-02B
SMW-03
SMW-03BSMW-04A
SMW-04B
SMW-05
SMW-05P SMW-06
SMW-06B
SMW-07
SMW-08SMW-08B
SMW-09
SMW-12
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-5S
PIW-6S
PIW-4D
PIW-10DR
PIW-10S
PIW-7D
PIW-8D
PIW-7S
PIW-9SPIW-9D
PW-01
PW-02
PW-03
PW-04
PW-05
PW-10
PW-12
PW-13
PW-14
PW-15
Cape Fear RiverB
B'
1,000 0 1,000500 Feet
³
E-E'
E-E'
")")
")
A-1 A-2
GP-103PZ-17
MW-11
02erosional surfaceft NAVD88 - feet in 1988 North American Vertical DatumVertical Exaggeration = 15x1. 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) 011,000 2,000 3,000 4,000 5,000Feet
C'
West East
150
140
130
120
110
100
90
80
70
60
50
40
30
20
10
0
-10Elevation (ft NAVD88)C
MW-17D (100 ft)Notes
00Figure
10-4RaleighSeptember 2019
Cross-Section C-C’
Chemours Fayetteville Works, North Carolina
Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionC_C'.aiLegend
Location Name
Offset Distance+/- north/south of line
Well Screen
Fine to Medium Sand
Clay
Floodplain Deposits
Fine to Medium-grained Sand with Variable Silt Content
Micaceous Clay
Silty or Sandy Claywith Organics
Predominantly Fine to Medium-grained Sand with some Clay PW-14 (+114 ft)MW-30 (+134 ft)PW-03 (+134 ft)C-103H-9 PZ-22 (-52 ft)LTW-04 (-45 ft)MW-01S (-17 ft)MW-24/C-2 (+64 ft)PW-13 (+27 ft)PZ-18 (+55 ft)MW-14D (-126 ftMW-12S (+146 ft)MW-12D (+147 ft)MW-02S (-175 ft)MW-13D (-24 ft)?
Wastewater
Treatment Plant
Perched Zone
Surficial Aquifer
Perched Clay
Surficial Aquifer
Black Creek
Confining Unit
Upper Cape Fear
Confining Unit
Black Creek Aquifer
?04Seeps observed
Geologic Location 26
Geologic Location 27/28 Cape FearRiver
Seep B flowing downhill
Tributary toSeep B
Seeps observed
Black Creek Aquifer Groundwater Elevation
Perched Zone
Groundwater Elevation
Surficial Aquifer Groundwater Elevation
Geological Mapping Location
Corresponds to Section
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'
'
'
'
''
'
'
'
'
'
'
'
'
'
'
A
A
A
A
A
A
A
A
A A
A
A
A
A
A
A
A
A A
A
!'A
!'A
!'A
!'A
!'A
!'A
!!
!!
!!!
!!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
''
''
'''
''
'
'
''
'
'
'''
'''
'
'
'
'
'
'
'
'
'
A A
AA
AAA
A A
A
A
A A
A
A
AAAAAA
A
A
A
A
A
A
A
A
A
!!!
!
!!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!!!!!
!
!!
!
!!
!
!
!!
!!
!!
!
!
!
!!
!!!!!!
!
!!!
!!
!!!
'''
'
''
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''''''
'
''
'
''
'
'
''
''
''
'
'
'
''
''''''
'
'''
''
'''
AAA
A
AA
A
A
A
AAA
A
A
AAAAAA
A
A
A
A AAA AAA
A
AA
A
A AA
A
AA
AA
AAA
A
A
AA
AAAAAA
A
AAAAAAA A
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-04
LTW-05
MW-12S MW-13D
MW-14D
MW-15DRR
MW-16DMW-17D
MW-18D
MW-19D
MW-1S
MW-20D
MW-21D
MW-22D
MW-23
MW-24
MW-25
MW-27
MW-28
MW-2S
MW-30
MW-7S
MW-8S
MW-9S
NAF-01
NAF-02
NAF-03NAF-04
NAF-05A
NAF-05B
NAF-06
NAF-07
NAF-08A
NAF-08B
NAF-09NAF10
NAF-11A
NAF-11B
NAF-12
NAF-13PZ-11
PZ-12
PZ-13
PZ-14
PZ-15
PZ-19R
PZ-20RPZ-21R
PZ-22
PZ-24
PZ-25
PZ-26PZ-27PZ-28
PZ-35
SMW-02SMW-02B
SMW-03
SMW-03BSMW-04A
SMW-04B
SMW-05
SMW-05P SMW-06
SMW-06B
SMW-07
SMW-08SMW-08B
SMW-09
SMW-12
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-5S
PIW-6S
PIW-4D
PIW-10DR
PIW-10S
PIW-7D
PIW-8D
PIW-7S
PIW-9SPIW-9D
PW-01
PW-02
PW-03
PW-04
PW-05
PW-10
PW-12
PW-13
PW-14
PW-15
Cape Fear River1,000 0 1,000500 Feet
³
C C'
MW-26
E-E'
E-E'")")
")
A-1 A-2
GP-103PZ-17
MW-11
02?erosional surface?
ft NAVD88 - feet in 1988 North American Vertical DatumVertical Exaggeration = 15x1. 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) 01150
125
100
75
50
25
0
1,000 2,000 3,000 4,000 5,000Elevation (ft NAVD88)Feet
D D'
West East
MW-17D (100 ft)Notes
00Figure
Raleigh September 2019
Cross-Section D-D’
Chemours Fayetteville Works, North Carolina
Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionD_D'.ai10-5
Legend
Location Name
Offset Distance+/- north/south of line
Well Screen
Fine to Medium Sand
Clay
Floodplain Deposits
Fine to Medium-grained Sand with Variable Silt Content
Micaceous Clay
Silty or Sandy Claywith Organics
Predominantly Fine to Medium-grained Sand with some Clay MW-26 (+22 ft)PZ-16 (-19 ft)PW-05 (-3 ft)A-1 (+89 ft)A-2 (+100 ft)GP-104 (+450 ft)03LTW-05 (+60 ft)PIW-9S (-172 ft)PIW-9D (-164 ft)PIW-8D (+38 ft)BCA-04 (-7 ft)PZ-24 (-50 ft)BCA-02 (-42 ft)Perched Zone
Upper Cape Fear
Confining Unit
Black Creek
Confining Unit
Surficial Aquifer
Black Creek Aquifer
?
?
??
?
?
Outfall 002
DuPont polyvinyl fluoride (PVF) Leased Area
?
Cape FearRiverPZ-26 (-71 ft)Perched Clay
?
?
?
?
?04Seeps observed
Old Outfall
002
Seep C
CPT Boring
Soil Boring
Black Creek Aquifer Groundwater Elevation
Perched Zone
Groundwater Elevation
Surficial Aquifer Groundwater Elevation
Corresponds to Section

!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'
'
'
'
''
'
'
'
'
'
'
'
'
'
'
A
A
A
A
A
A
A
A
A A
A
A
A
A
A
A
A
A A
A
!'A
!'A
!'A
!'A
!'A
!'A
!!
!!
!!!
!!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
''
''
'''
''
'
'
''
'
'
'''
'''
'
'
'
'
'
'
'
'
'
A A
AA
AAA
A A
A
A
A A
A
A
AAAAAA
A
A
A
A
A
A
A
A
A
!!!
!
!!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!!!!!
!
!!
!
!!
!
!
!!
!!
!!
!
!
!
!!
!!!!!!
!
!!!
!!
!!!
'''
'
''
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''''''
'
''
'
''
'
'
''
''
''
'
'
'
''
''''''
'
'''
''
'''
AAA
A
AA
A
A
A
AAA
A
A
AAAAAA
A
A
A
A AAA AAA
A
AA
A
A AA
A
AA
AA
AAA
A
A
AA
AAAAAA
A
AAAAAAA A
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-04
LTW-05MW-11
MW-12S MW-13D
MW-14D
MW-15DRR
MW-16DMW-17D
MW-18D
MW-19D
MW-1S
MW-20D
MW-21D
MW-22D
MW-23
MW-24
MW-25
MW-26
MW-27
MW-28
MW-2S
MW-30
MW-7S
MW-8S
MW-9S
NAF-01
NAF-02
NAF-03NAF-04
NAF-05A
NAF-05B
NAF-06
NAF-07
NAF-08A
NAF-08B
NAF-09NAF10
NAF-11A
NAF-11B
NAF-12
NAF-13PZ-11
PZ-12
PZ-13
PZ-14
PZ-15
PZ-17
PZ-19R
PZ-20RPZ-21R
PZ-22
PZ-24
PZ-25
PZ-26PZ-27PZ-28
PZ-35
SMW-02SMW-02B
SMW-03
SMW-03BSMW-04A
SMW-04B
SMW-05
SMW-05P SMW-06
SMW-06B
SMW-07
SMW-08SMW-08B
SMW-09
SMW-12
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-5S
PIW-6S
PIW-4D
PIW-10DR
PIW-10S
PIW-7D
PIW-8D
PIW-7S
PIW-9SPIW-9D
PW-01
PW-02
PW-03
PW-04
PW-05
PW-10
PW-12
PW-13
PW-14
PW-15
Cape Fear River1,000 0 1,000500 Feet
³
D
D'
E-E'
E-E'
")")
")
A-1 A-2
GP-103
02ft NAVD88 - feet in 1988 North American Vertical DatumVertical Exaggeration = 15xSeep A bottom is approximate1. 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) 011,000 2,000 3,000 4,000 5,000 Feet
E E'
South North
150
0
10
20
30
40
50
60
70
80
90
100
110
120
130
140
-10Elevation (ft NAVD88)MW-17D (100 ft)Notes
00Figure
Raleigh September 2019
Cross-Section E-E’
Chemours Fayetteville Works, North Carolina
Data/PRJ/Projects/TR0795/Database and GIS/Illustrator/Onsite and Offsite Assessment Report/Numeric Modeling cross-sections/TR0795_CrossSectionE_E'.ai10-6
Legend
Location Name
Offset Distance+/- east/west of line
Well Screen
Fine to Medium Sand
Clay
Floodplain Deposits
Fine to Medium-grained Sand with Variable Silt Content
Micaceous Clay
Silty or Sandy Claywith Organics
Predominantly Fine to Medium-grained Sand with some Clay PW-14 (-24 ft)PW-03 (+28 ft)MW-30 (-17 ft)PZ-14 (-171 ft)PZ-13 (+199 ft)NAF-08A (+80 ft)NAF-08B (+74 ft)NAF-12 (-34 ft)NAF-04 (-99 ft)NAF-03 (-67 ft)NAF-02 (-184 ft)NAF-06 (+82 ft)PW-15 (+174 ft)NAF-11A (+166)NAF-11B (+162)03BCA-01 (+59 ft)PW-02 (+47 ft)SMW-02 (-14 ft)SMW-02B (-19 ft)SMW-12 (+31 ft)DuPont polyvinyl fluoride (PVF) Leased Area
PZ-16 (+82 ft)BCA-02 (+84 ft)MW-23 (+84 ft)PZ-25 (+98 ft)MW-25 (+97 ft)Chemours MonomersIXM Area
Perched Zone
Perched Clay
Surficial
Aquifer
Black Creek
Confining Unit
Black Creek Aquifer
Upper Cape Fear Confining Unit
?
?
??
?
?04Seep A
Black Creek Aquifer Groundwater Elevation
Perched Zone
Groundwater Elevation
Surficial Aquifer Groundwater Elevation
Corresponds to Section
!
!
!
!
!
!
!
!
!!
!
!
!
!
!
!
!
!
!
!
'
'
'
'
'
'
'
'
''
'
'
'
'
'
'
'
'
'
'
A
A
A
A
A
A
A
A
A A
A
A
A
A
A
A
A
A A
A
!'A
!'A
!'A
!'A
!'A
!'A
!!
!!
!!!
!!
!
!
!!
!
!
!!!
!!!
!
!
!
!
!
!
!
!
!
''
''
'''
''
'
'
''
'
'
'''
'''
'
'
'
'
'
'
'
'
'
A A
AA
AAA
A A
A
A
A A
A
A
AAAAAA
A
A
A
A
A
A
A
A
A
!!!
!
!!
!
!
!
!
!
!
!
!
!!!!!!
!
!
!
!
!!!!!!
!
!!
!
!!
!
!
!!
!!
!!
!
!
!
!!
!!!!!!
!
!!!
!!
!!!
'''
'
''
'
'
'
'
'
'
'
'
''''''
'
'
'
'
''''''
'
''
'
''
'
'
''
''
''
'
'
'
''
''''''
'
'''
''
'''
AAA
A
AA
A
A
A
AAA
A
A
AAAAAA
A
A
A
A AAA AAA
A
AA
A
A AA
A
AA
AA
AAA
A
A
AA
AAAAAA
A
AAAAAAA A
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-04
LTW-05
MW-12S MW-13D
MW-14D
MW-15DRR
MW-16DMW-17D
MW-18D
MW-19D
MW-1S
MW-20D
MW-21D
MW-22D
MW-23
MW-24
MW-25
MW-26
MW-27
MW-28
MW-2S
MW-30
MW-7S
MW-8S
MW-9S
NAF-01
NAF-02
NAF-03NAF-04
NAF-05A
NAF-05B
NAF-06
NAF-07
NAF-08A
NAF-08B
NAF-09NAF10
NAF-11A
NAF-11B
NAF-12
NAF-13PZ-11
PZ-12
PZ-13
PZ-14
PZ-15
PZ-19R
PZ-20RPZ-21R
PZ-22
PZ-24
PZ-25
PZ-26PZ-27PZ-28
PZ-35
SMW-02SMW-02B
SMW-03
SMW-03BSMW-04A
SMW-04B
SMW-05
SMW-05P SMW-06
SMW-06B
SMW-07
SMW-08SMW-08B
SMW-09
SMW-12
PIW-1D
PIW-1S
PIW-2D
PIW-3D
PIW-5S
PIW-6S
PIW-4D
PIW-10DR
PIW-10S
PIW-7D
PIW-8D
PIW-7S
PIW-9SPIW-9D
PW-01
PW-02
PW-03
PW-04
PW-05
PW-10
PW-12
PW-13
PW-14
PW-15
Cape Fear RiverEE'1,000 0 1,000500 Feet
³
D-D'C-C'B-B'A-A'
A-A'
")")
")
A-1 A-2
GP-103PZ-17
MW-11
RainRain
Cape Fe
ar
Ri
v
er
Cape Fe
ar
Ri
v
er
Perched Zo
n
e
Surficial Aqu
i
f
e
r
Black Cree
k
Aquifer
Ground
w
a
t
e
r
ChemoursFayetteville WorksManufacturing Area
ChemoursFayetteville WorksManufacturing Area
Perched Zone Clay
Black CreekConfining Unit
Perched Zone Clay
Black CreekConfining Unit
Non-contact cooling water from riverNon-Chemours treated process waterStormwater
(4) Outfall 002 (Pipe to River)
Groundwater
Seep B
Seep A
Seep C
Seep D
(1) UpstreamCape Fear River
(3) Aerial Deposition
(9) Georgia Branch Creek
(2) Willis Creek
(
7
) Old Outfall
0
02(6) Seeps
(
5) O
nSite Groundwater (8) Adjacentand Downstream
(3) Aerial Deposition
(9) Georgia Branch Creek
(2) Willis Creek
(
7
) Old Outfall
0
02(6) Seeps
(
5) O
nSite Groundwater
(
8
)
A
dja
cent and
W.O. Huske DamW.O. Huske Dam Upper Cape Fear Confining Unit(4) Outfall 002 (Pipe to River)
(1) UpstreamCape Fear River
Downstre
a
m Groundwater
(
8
)
A
dja
cent and Downstre
a
m Groundwater
Groundwater
(8) Adjacentand Downstream

Raleigh, NC

September 2019
Figure
10-7
Potential PFAS Pathways to the Cape Fear River from Site
Chemours Fayetteville Works, North Carolina

TR0795

APPENDIX A
Field Investigation Methods

APPENDIX A: FIELD METHODS
1. 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 and
groundwater sample collection. The following methods are described herein:
 General Field Procedures
 Sonic and Direct Push Drilling
 Well Development
 Groundwater Sampling
 Investigative Derived Waste (IDW) Management
1.1 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:
 De-ionized water rinse;
 Scrub with de-ionized water containing non-phosphate detergent (i.e., Alconox®); and
 De-ionized water rinse.
1.1.2 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, a
chain of custody (COC) form was completed by the field sample custodian. Sample locations,
sample identification numbers, description of samples, number of samples collected, and specific
laboratory 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 the
laboratory upon receipt of the cooler.
1.2 Drilling Methods
All boring locations were cleared for utilities using geophysical methods and then manually
cleared to a depth of 5 feet (ft). Borings were advanced using either a direct push followed by
hollow 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 2

borings 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 deeper
hydrogeologic 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 were
attempted 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 installed
by tremie from a minimum of 6 inches below the bottom of the well sump, extending to two foot
above the well screen.
The top of the sand filter pack was sealed with bentonite pellets placed down the annular space
and hydrated in place. Bentonite pellets were added to form a layer at least 2 ft thick above the
sand pack. Bentonite was placed slowly to avoid bridging. The bentonite hydrated for a minimum
of 1 hour as specified by the manufacturer. Depths to the top of the sand pack and the top of the
bentonite seal were measured using a weighted tape. The remaining annular space was pressure-
grouted 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 away
from the center of the pad and protective casing. Well completions include a stick-up or flush-
mount 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 the
following 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 contain
hazardous 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 the
formation 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 an
hour 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 high
density 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 flow-
through cell until turbidity measurements were below 20 NTU and all other field parameters (pH,
temperature, specific conductivity, dissolved oxygen, oxidation-reduction potential) were
stabilized 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 labeled
when 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 depending
on 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.
TR0795

APPENDIX B
HPT Raw Data

File:HP-01.HPTDate:06/13/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045047Depth (ft)50 1000 140EC (mS/m)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)100 200 30030 340HPT Flow Max (mL/min)500 100Corr. HPT Press. (psi)500 110Est. K (ft/day)
File:HP-02.HPTDate:06/13/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045505560063Depth (ft)51015219EC (mS/m)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)200 300 40090 450HPT Flow Max (mL/min)500 100Corr. HPT Press. (psi)500 100Est. K (ft/day)
File:HP-03.HPTDate:06/13/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec5101520253035038Depth (ft)20 40 60279EC (mS/m)5010010120HPT Press. Max (psi)100 20030 320HPT Flow Max (mL/min)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-03.HPTDate:06/13/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec5101520253035038Depth (ft)10 20 30 40 50 60 70 80090Est. K (ft/day)
File:HP-04.HPTDate:06/14/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec246810121416182022242628303234035Depth (ft)10 20327EC (mS/m)5010010120HPT Press. Max (psi)100 200 30040 340HPT Flow Max (mL/min)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-04.HPTDate:06/14/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec246810121416182022242628303234035Depth (ft)102030405060072Est. K (ft/day)
File:HP-05.HPTDate:06/14/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540042Depth (ft)1000 200EC (mS/m)5010010120HPT Press. Max (psi)100 20040 320HPT Flow Max (mL/min)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-05.HPTDate:06/14/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540042Depth (ft)102030405060063Est. K (ft/day)
File:HP-06.HPTDate:06/14/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045048Depth (ft)500 100EC (mS/m)5010010120HPT Press. Max (psi)100 200 30050 340HPT Flow Max (mL/min)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-06.HPTDate:06/14/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045048Depth (ft)1020304050060Est. K (ft/day)
File:HP-07.HPTDate:06/17/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec1234567891011121314015Depth (ft)4682.4 9.3EC (mS/m)20 2515 32HPT Press. Max (psi)240 260231 279HPT Flow Max (mL/min)20 2514 32HPT Press. Max (psi)20 2514 32Abs. Piezometric Pressure (psi)510013Corr. HPT Press. (psi)
File:HP-07.HPTDate:06/17/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec1234567891011121314015Depth (ft)50556065704874Est. K (ft/day)
File:HP-08.HPTDate:06/17/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540041Depth (ft)50 1000 130EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 300HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-08.HPTDate:06/17/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540041Depth (ft)10 20 30 40 50060Est. K (ft/day)
File:HP-9.HPTDate:06/11/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045049Depth (ft)50 1000 130EC (mS/m)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)100 20040 300HPT Flow Max (mL/min)500 110Corr. HPT Press. (psi)50 1000 140Est. K (ft/day)
File:HP-10.HPTDate:06/11/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540046Depth (ft)500 100EC (mS/m)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)100 20040 330HPT Flow Max (mL/min)500 100Corr. HPT Press. (psi)500 110Est. K (ft/day)
File:HP-11.HPTDate:06/11/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045050Depth (ft)20141EC (mS/m)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)100 20040 290HPT Flow Max (mL/min)500 100Corr. HPT Press. (psi)500 100Est. K (ft/day)
File:HP-12.HPTDate:06/12/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec5101520253035404550056Depth (ft)1000 200EC (mS/m)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)100 200 30040 420HPT Flow Max (mL/min)500 110Corr. HPT Press. (psi)500 100Est. K (ft/day)
File:HP-13.HPTDate:06/12/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec5101520253035404550053Depth (ft)50 100 1500 170EC (mS/m)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)100 2000 330HPT Flow Max (mL/min)500 110Corr. HPT Press. (psi)500 100Est. K (ft/day)
File:HP-14.HPTDate:06/12/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045047Depth (ft)200 4000 460EC (mS/m)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)100 20040 310HPT Flow Max (mL/min)500 110Corr. HPT Press. (psi)500 110Est. K (ft/day)
File:HP-15.HPTDate:06/12/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045050Depth (ft)20 40156EC (mS/m)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)100 20040 330HPT Flow Max (mL/min)50090Corr. HPT Press. (psi)500 110Est. K (ft/day)
File:HP-16.HPTDate:06/13/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045051Depth (ft)50 100 1500 170EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 330HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 110Corr. HPT Press. (psi)
File:HP-16.HPTDate:06/13/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045051Depth (ft)10 20 30 40 50 60 70 80 900100Est. K (ft/day)
File:HP-17.HPTDate:06/17/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec5101520253035039Depth (ft)50 1000 150EC (mS/m)5010010120HPT Press. Max (psi)100 200 30040 340HPT Flow Max (mL/min)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)500 110Corr. HPT Press. (psi)
File:HP-17.HPTDate:06/17/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec5101520253035039Depth (ft)10 20 30 40 50 60 70 80090Est. K (ft/day)
File:HP-18.HPTDate:06/17/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540046Depth (ft)50 1000 130EC (mS/m)5010010120HPT Press. Max (psi)100 20040 310HPT Flow Max (mL/min)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-18.HPTDate:06/17/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540046Depth (ft)20 40 60 80 100 120 140 1600170Est. K (ft/day)
File:HP-19.HPTDate:06/18/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045048Depth (ft)50090EC (mS/m)50 10010 120HPT Press. Max (psi)200100 320HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-19.HPTDate:06/18/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045048Depth (ft)20 40 60 80 100 120 140 1600170Est. K (ft/day)
File:HP-20.HPTDate:06/18/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540046Depth (ft)50 1000 120EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 330HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-20.HPTDate:06/18/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540046Depth (ft)20 40 60 80 100 120 140 1600170Est. K (ft/day)
File:HP-21.HPTDate:06/18/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045048Depth (ft)500 100EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 310HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 110Corr. HPT Press. (psi)
File:HP-21.HPTDate:06/18/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045048Depth (ft)20 40 60 80 100 120 140 1600170Est. K (ft/day)
File:HP-22.HPTDate:06/18/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec5101520253035039Depth (ft)50090EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 300HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-22.HPTDate:06/18/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec5101520253035039Depth (ft)10 20 30 40 50 60 70 80 900100Est. K (ft/day)
File:HP-23.HPTDate:06/19/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec246810121416182022242628303234036Depth (ft)20 40561EC (mS/m)50 10010 120HPT Press. Max (psi)200 300130 330HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-23.HPTDate:06/19/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec246810121416182022242628303234036Depth (ft)20 40 60 80 100 120 140 1600170Est. K (ft/day)
File:HP-24.HPTDate:06/19/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec2468101214161820222426283032034Depth (ft)20 40146EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 320HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-24.HPTDate:06/19/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec2468101214161820222426283032034Depth (ft)10 20 30 40 50 60 70 80 900100Est. K (ft/day)
File:HP-25.HPTDate:06/19/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540046Depth (ft)500 110EC (mS/m)50 10010 120HPT Press. Max (psi)200 30060 440HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 110Corr. HPT Press. (psi)
File:HP-25.HPTDate:06/19/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540046Depth (ft)20 40 60 80 100 120 1400160Est. K (ft/day)
File:HP-26.HPTDate:06/20/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540045Depth (ft)20 40 60373EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 320HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-26.HPTDate:06/20/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540045Depth (ft)20 40 60 80 100 120 140 1600170Est. K (ft/day)
File:HP-27.HPTDate:06/19/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540045Depth (ft)50 1000 120EC (mS/m)5010010120HPT Press. Max (psi)100 200 30040 420HPT Flow Max (mL/min)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)500 110Corr. HPT Press. (psi)
File:HP-27.HPTDate:06/19/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540045Depth (ft)10 20 30 40 50 60 70 80 900100Est. K (ft/day)
File:HP-28.HPTDate:06/20/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540044Depth (ft)10 20126EC (mS/m)5010010120HPT Press. Max (psi)100 20050 330HPT Flow Max (mL/min)5010010120HPT Press. Max (psi)5010010120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-28.HPTDate:06/20/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540044Depth (ft)20 40 60 80 100 120 140 1600170Est. K (ft/day)
File:HP-29.HPTDate:06/20/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045047Depth (ft)1000 200EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 330HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 100Corr. HPT Press. (psi)
File:HP-29.HPTDate:06/20/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045047Depth (ft)10 20 30 40 50 60 70 80 90 1000110Est. K (ft/day)
File:HP-30.HPTDate:06/21/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540045Depth (ft)10 20124EC (mS/m)50 10010 120HPT Press. Max (psi)200 30080 340HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)500 110Corr. HPT Press. (psi)
File:HP-30.HPTDate:06/21/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec510152025303540045Depth (ft)10 20 30 40 50 60 70 80 900100Est. K (ft/day)
File:HP-32.HPTDate:06/20/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045047Depth (ft)20 40353EC (mS/m)50 10010 120HPT Press. Max (psi)100 20040 310HPT Flow Max (mL/min)50 10010 120HPT Press. Max (psi)50 10010 120Abs. Piezometric Pressure (psi)50090Corr. HPT Press. (psi)
File:HP-32.HPTDate:06/20/19Location:Fayetteville, NCCompany:CASCADEProject ID:ChemoursOperator:Nathan MClient:Geosyntec51015202530354045047Depth (ft)20 40 60 80 100 120 140 1600170Est. K (ft/day)
TR0795

APPENDIX C
Interpreted HPT Logs

Lithologicdescriptions fromhistorical log byKaren Teague(Parsons) loggedNovember, 2017.Corresponds toHP-02.
Drilling rods usedas isolation casingat 16' and at 75'
Fine grained SAND (SP); light gray; loose; damp
Fine grained Silty SAND (SM); light brown; loose; damp
Fine grained SAND (SP); yellowish brown; loose; damp
CLAY with mica (CL); gray; firm
Fine grained SAND (SP); light gray and light brown; damp
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:11/19/2017 to 11/20/2017
GEOLOGIST:Karen Teague (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Chris Ruffer
DRILLING METHOD:Sonic
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:BCA-1
SAMPLING METHOD:Dual Tube
NORTHING:399780.058
EASTING:2050662.219
GROUND ELEVATION:143.263 (feet NAVD88)
TOC ELEVATION:146.297 (feet NAVD88)
TOTAL WELL DEPTH:10 ft
TOTAL BORING DEPTH:135 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 135 ft bgs
Page 1 of 6
Lithologic Description
PatternElev.(ft,NAVD88)140
135
130
125
120 Depth(ft)-5
-10
-15
-20
Fine grained SAND (SP); light gray and light brown; damp(continued)
CLAY (CL); black; stiff
Fine grained SAND (SP); purple and light gray; damp; layers oflight brown
Medium grained SAND (SP); purple and light gray; loose; moist
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:11/19/2017 to 11/20/2017
GEOLOGIST:Karen Teague (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Chris Ruffer
DRILLING METHOD:Sonic
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:BCA-1
SAMPLING METHOD:Dual Tube
NORTHING:399780.058
EASTING:2050662.219
GROUND ELEVATION:143.263 (feet NAVD88)
TOC ELEVATION:146.297 (feet NAVD88)
TOTAL WELL DEPTH:10 ft
TOTAL BORING DEPTH:135 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 135 ft bgs
Page 2 of 6
Lithologic Description
PatternElev.(ft,NAVD88)115
110
105
100
95 Depth(ft)-30
-35
-40
-45
HPT/EC boringterminated at 62.75'
depth bgs due torefusal.
Medium grained SAND (SP); purple and light gray; loose; moist(continued)
Fine grained SAND (SP); white; loose; damp
Medium grained SAND (SP); light gray and light brown; loose;wet
CLAY (CL); dark gray; stiff
Medium grained SAND (SP); medium gray; loose; wet
Medium grained SAND (SP); light brown; loose; wet
CLAY (CL); dark gray; stiff; with thin fine grained sand partingsand mica
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:11/19/2017 to 11/20/2017
GEOLOGIST:Karen Teague (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Chris Ruffer
DRILLING METHOD:Sonic
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:BCA-1
SAMPLING METHOD:Dual Tube
NORTHING:399780.058
EASTING:2050662.219
GROUND ELEVATION:143.263 (feet NAVD88)
TOC ELEVATION:146.297 (feet NAVD88)
TOTAL WELL DEPTH:10 ft
TOTAL BORING DEPTH:135 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 135 ft bgs
Page 3 of 6
Lithologic Description
PatternElev.(ft,NAVD88)90
85
80
75
70 Depth(ft)-55
-60
-65
-70
CLAY (CL); dark gray; stiff; with thin fine grained sand partingsand mica (continued)
Fine to medium grained SAND (SP); gray; wetCLAY (CL); dark gray; stiff
Medium grained CLAY and clayey sand (CL); dark gray; hard;wet
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:11/19/2017 to 11/20/2017
GEOLOGIST:Karen Teague (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Chris Ruffer
DRILLING METHOD:Sonic
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:BCA-1
SAMPLING METHOD:Dual Tube
NORTHING:399780.058
EASTING:2050662.219
GROUND ELEVATION:143.263 (feet NAVD88)
TOC ELEVATION:146.297 (feet NAVD88)
TOTAL WELL DEPTH:10 ft
TOTAL BORING DEPTH:135 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 135 ft bgs
Page 4 of 6
Lithologic Description
PatternElev.(ft,NAVD88)65
60
55
50
45 Depth(ft)-80
-85
-90
-95
Medium grained CLAY and clayey sand (CL); dark gray; hard;wet (continued)
CLAY (CL); dark gray; hard
CLAY (CL); light gray; very hard
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:11/19/2017 to 11/20/2017
GEOLOGIST:Karen Teague (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Chris Ruffer
DRILLING METHOD:Sonic
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:BCA-1
SAMPLING METHOD:Dual Tube
NORTHING:399780.058
EASTING:2050662.219
GROUND ELEVATION:143.263 (feet NAVD88)
TOC ELEVATION:146.297 (feet NAVD88)
TOTAL WELL DEPTH:10 ft
TOTAL BORING DEPTH:135 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 135 ft bgs
Page 5 of 6
Lithologic Description
PatternElev.(ft,NAVD88)40
35
30
25
20 Depth(ft)-105
-110
-115
-120
CLAY (CL); light gray; very hard (continued)
End of Boring at 135.0 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:11/19/2017 to 11/20/2017
GEOLOGIST:Karen Teague (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Chris Ruffer
DRILLING METHOD:Sonic
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:BCA-1
SAMPLING METHOD:Dual Tube
NORTHING:399780.058
EASTING:2050662.219
GROUND ELEVATION:143.263 (feet NAVD88)
TOC ELEVATION:146.297 (feet NAVD88)
TOTAL WELL DEPTH:10 ft
TOTAL BORING DEPTH:135 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 135 ft bgs
Page 6 of 6
Lithologic Description
PatternElev.(ft,NAVD88)15
10 Depth(ft)-130
-135
Lithologicdescriptions fromhistorical log byTracey Ovbey(Parsons) loggedDecember, 2005.Corresponds toHP-04.
Silty CLAY (CL-ML); dark brown; soft
SILT with trace clay (ML); brown; dry
Silty CLAY (CL-ML); brown; stiff; dry
Silty CLAY (CL-ML); brown; soft; moist
Silty CLAY (CL-ML); orangeish brown; soft; moist
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
Sandy CLAY (CLS); grayish orange; medium soft
Medium grained SAND (SP); light gray
SAND (SP); grayish orange; medium soft; with stripes of darkorange and yellowMedium grained SAND (SP); orange; damp; with stripes of darkorange and yellowFine to medium grained SAND (SP); light grayish white; wetFine to medium grained SAND (SP); tan; wet; spots of orange
Fine to medium grained SAND (SP); light orangeish tan; wet;spots of brighter orange
SAND (SP); orange; with water
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:12/21/2005 to 1/16/2006
GEOLOGIST:Tracy Ovbey
DRILLING CONTRACTOR:Gregg Drilling
DRILLER NAME:Anthony Frye
DRILLING METHOD: N/A
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:LTW-01
SAMPLING METHOD:Dual Tube
NORTHING:399565.75
EASTING:2052148.31
GROUND ELEVATION:51.22 (feet NAVD88)
TOC ELEVATION:53.83 (feet NAVD88)
TOTAL WELL DEPTH:26 ft
TOTAL BORING DEPTH:28 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 34.6 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)-5
-10
-15
-20
HPT/EC boringterminated at 34.6'depth bgs.
Fine to medium grained SAND (SP); gray; wet; layers of black,crumbly organic material (continued)
CLAY (CL); light gray; stiff
LTW-01 soil boring terminated at 26.0 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 34.6 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:12/21/2005 to 1/16/2006
GEOLOGIST:Tracy Ovbey
DRILLING CONTRACTOR:Gregg Drilling
DRILLER NAME:Anthony Frye
DRILLING METHOD: N/A
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:LTW-01
SAMPLING METHOD:Dual Tube
NORTHING:399565.75
EASTING:2052148.31
GROUND ELEVATION:51.22 (feet NAVD88)
TOC ELEVATION:53.83 (feet NAVD88)
TOTAL WELL DEPTH:26 ft
TOTAL BORING DEPTH:28 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 34.6 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)25
20 Depth(ft)-30
Lithologicdescriptions fromhistorical log byTracey Ovbey(Parsons) loggedDecember, 2005.Corresponds toHP-06.
Silty CLAY (CL-ML); brown; soft; slightly less moist and morecrumbly at 4 ft
Silty CLAY (CL-ML); brown; stiff; dry; crumbly
Sandy CLAY (CLS); orangeish brown; soft; damp
Sandy CLAY (CLS); orangeish brown; soft; damp
CLAY (CH); orangeish brown; medium soft; with spots of lightgray
CLAY (CH); orangeish brown; medium soft; with spots of light
gray
Coarse grained SAND (SP); orange; wet
CLAY some sand (CL); dark gray
CLAY (CL); dark gray; stiff to stiff
CLAY (CL); dark gray; stiff
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:12/20/2005 to 1/16/2006
GEOLOGIST:Tracy Ovbey
DRILLING CONTRACTOR:Gregg Drilling
DRILLER NAME:Anthony Frye
DRILLING METHOD: N/A
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:LTW-02
SAMPLING METHOD:Dual Tube
NORTHING:398848.97
EASTING:2052352.87
GROUND ELEVATION:50.03 (feet NAVD88)
TOC ELEVATION:52.48 (feet NAVD88)
TOTAL WELL DEPTH:38 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 47.8 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)45
40
35
30 Depth(ft)-5
-10
-15
-20
CLAY (CL); dark gray; stiff (continued)
CLAY (CL); dark gray; stiff
Medium to coarse grained SAND (SP); damp
Medium grained SAND (SP); damp
Medium grained SAND (SP); dark gray; wet
Medium grained SAND (SP); dark gray; wet; spots of mediumsoft clay
Sandy CLAY (CLS); light gray; medium dense; sticky
End of Boring at 47.8 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:12/20/2005 to 1/16/2006
GEOLOGIST:Tracy Ovbey
DRILLING CONTRACTOR:Gregg Drilling
DRILLER NAME:Anthony Frye
DRILLING METHOD: N/A
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:LTW-02
SAMPLING METHOD:Dual Tube
NORTHING:398848.97
EASTING:2052352.87
GROUND ELEVATION:50.03 (feet NAVD88)
TOC ELEVATION:52.48 (feet NAVD88)
TOTAL WELL DEPTH:38 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 47.8 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)20
15
10
5 Depth(ft)-30
-35
-40
-45
Lithologicdescriptions fromhistorical log byTracey Ovbey(Parsons) loggedDecember, 2005.Corresponds toHP-09.
Double arrowsindicate instancesof HPT/EC
responses thatexceed limits.
Silty CLAY (CL-ML); brown; soft; moist
Silty CLAY (CL-ML); light brown; dry; crumbly
Silty CLAY (CL-ML); light brown; medium stiff; dry
Silty CLAY (CL-ML); orangeish brown; medium stiff; dry
Silty CLAY (CL-ML); orangeish brown; medium stiff; dry
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)
Fine to medium grained SAND (SP); orange; wet
Medium grained SAND (SP); light gray; wetMedium grained SAND (SP); orange; wet
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:12/22/2005 to 12/22/2005
GEOLOGIST:Tracy Ovbey
DRILLING CONTRACTOR:Gregg Drilling
DRILLER NAME:Anthony Frye
DRILLING METHOD: N/A
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:LTW-04
SAMPLING METHOD:Dual Tube
NORTHING:397280.23
EASTING:2052583.1
GROUND ELEVATION:49.34 (feet NAVD88)
TOC ELEVATION:51.86 (feet NAVD88)
TOTAL WELL DEPTH:27 ft
TOTAL BORING DEPTH:30 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 48.4 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)45
40
35
30
25 Depth(ft)-5
-10
-15
-20
>>>>>>>>>>>>>>>>>>>>>>>>>>
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
Medium grained SAND (SP); light tan
LTW-04 soil boring terminated at 30.0 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 48.4 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:12/22/2005 to 12/22/2005
GEOLOGIST:Tracy Ovbey
DRILLING CONTRACTOR:Gregg Drilling
DRILLER NAME:Anthony Frye
DRILLING METHOD: N/A
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:LTW-04
SAMPLING METHOD:Dual Tube
NORTHING:397280.23
EASTING:2052583.1
GROUND ELEVATION:49.34 (feet NAVD88)
TOC ELEVATION:51.86 (feet NAVD88)
TOTAL WELL DEPTH:27 ft
TOTAL BORING DEPTH:30 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 48.4 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)20
15
10
5 Depth(ft)-30
-35
-40
-45
>>
Lithologicdescriptions fromhistorical log byTracey Ovbey(Parsons) loggedDecember, 2005.Corresponds toHP-11.
Silty CLAY brown; soft; moist
Silty CLAY brown; dry; crumbly
Silty CLAY brown; dry; crumbly
Silty CLAY brown; dry; spots of light brown
Silty CLAY orangeish brown; dry; spots of light gray
Silty CLAY orangeish brown and light gray; medium soft; moist
CLAY orangeish brown; medium stiff; moist; large streaks ofmedium soft light grey clay
Silty CLAY brown; soft; spots of soft light gray clay
Silty CLAY brown; medium soft; bands of soft light gray clay
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:12/21/2005 to 12/21/2005
GEOLOGIST:Tracy Ovbey
DRILLING CONTRACTOR:Gregg Drilling
DRILLER NAME:Anthony Frye
DRILLING METHOD: N/A
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:LTW-05
SAMPLING METHOD:Dual Tube
NORTHING:396431.66
EASTING:2052737.17
GROUND ELEVATION:49.29 (feet NAVD88)
TOC ELEVATION:52.01 (feet NAVD88)
TOTAL WELL DEPTH:40 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 49.05 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)45
40
35
30
25 Depth(ft)-5
-10
-15
-20
Silty CLAY brown; medium soft; bands of soft light gray clay(continued)
CLAY light gray; very soft
CLAY tan; very soft; moist
Medium grained SAND light gray; very soft
Medium grained SAND grayish orange; wetMedium grained SAND grayish orange; wet
Medium grained SAND light orangeish brown; wet
LTW-05 soil boring terminated at 40.0 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 49.1 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:12/21/2005 to 12/21/2005
GEOLOGIST:Tracy Ovbey
DRILLING CONTRACTOR:Gregg Drilling
DRILLER NAME:Anthony Frye
DRILLING METHOD: N/A
RIG TYPE:N/A
BOREHOLE DIA:6"
BOREHOLE ID:LTW-05
SAMPLING METHOD:Dual Tube
NORTHING:396431.66
EASTING:2052737.17
GROUND ELEVATION:49.29 (feet NAVD88)
TOC ELEVATION:52.01 (feet NAVD88)
TOTAL WELL DEPTH:40 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 49.05 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)20
15
10
5 Depth(ft)-30
-35
-40
-45
Hand auger to 5'.Corresponds toHP-13.
CLAY with sand (CL); reddish brown with gray; stiff; moist
Silty SAND (SW-SM); orangeish brown to light brown; moist;homogenous
Fine to medium grained Silty SAND (SW-SC); gray; damp;mm-scale interlayers of gray silty clay
CLAY trace gravel (CL); black and gray; very stiff; moist;medium plasticity
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/24/2019 to 6/24/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-10
SAMPLING METHOD:Dual Tube
NORTHING:395104.674
EASTING:2052297.041
GROUND ELEVATION:73.304 (feet NAVD88)
TOC ELEVATION:76.451 (feet NAVD88)
TOTAL WELL DEPTH:7 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 1 of 3
Lithologic Description
PatternElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)0
-5
-10
-15
-20
Double arrowsindicate instancesof HPT/EC
responses thatexceed limits.
CLAY trace gravel (CL); black and gray; very stiff; moist;medium plasticity (continued)
CLAY trace fine to medium sand (CL); black and gray; stiff;moist
Medium to coarse grained SAND (SP); black and gray; loose;wet
CLAY (CL); black and gray; stiff; moist; mica-rcih interlayer at31'
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/24/2019 to 6/24/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-10
SAMPLING METHOD:Dual Tube
NORTHING:395104.674
EASTING:2052297.041
GROUND ELEVATION:73.304 (feet NAVD88)
TOC ELEVATION:76.451 (feet NAVD88)
TOTAL WELL DEPTH:7 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 2 of 3
Lithologic Description
PatternElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)-25
-30
-35
-40
-45
>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
>>
Lithology describedfrom sonic cores49-59'
15' of heavingsands
CLAY (CL); black and gray; stiff; moist; mica-rcih interlayer at31' (continued)
Medium to coarse grained SAND (SP); black and gray; mediumstiff; moist; quartz rich grains and trace mica, lignite present
CLAY (CL); gray; stiff to dense; medium plasticity
End of Boring at 59.0 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/24/2019 to 6/24/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-10
SAMPLING METHOD:Dual Tube
NORTHING:395104.674
EASTING:2052297.041
GROUND ELEVATION:73.304 (feet NAVD88)
TOC ELEVATION:76.451 (feet NAVD88)
TOTAL WELL DEPTH:7 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 3 of 3
Lithologic Description
PatternElev.(ft,NAVD88)25
20
15 Depth(ft)-50
-55
Hand auger to 5'.Corresponds toHP-01.
Possible road fillmaterial
Fine grained SAND with fine to coarse gravel (SW); angular;light brown; color transitions to gray at 3'
SAND with clay (SC); black
Fine to medium grained Silty SAND (SP); brown
Clayey SILT with sand (CL-ML); light brown; soft; damp; Claycontent increases around 7.75' moisture content increases at13.5; mm scale sand layers
CLAY (CL); light gray; very soft; wet; high plasticity
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)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/27/2019 to 6/27/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-1
SAMPLING METHOD:Dual Tube
NORTHING:400540.611
EASTING:2051792.586
GROUND ELEVATION:50.78 (feet NAVD88)
TOC ELEVATION:54.198 (feet NAVD88)
TOTAL WELL DEPTH:17.8 ft
TOTAL BORING DEPTH:42.5 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46.2 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Highly expansiveclay in 30-35interval sampled;Driller pushed 2.5 ftinstead of full 5'
Dual tube got stuckat 40' terminateboring at 42.5'
Double arrowsindicate instancesof HPT/ECresponses thatexceed limits.
Fine to medium grained SAND (SW); grayish brown with lightbrown; wet; mm to cm scale clay lense (continued)
Coarse grained SAND (SP); brown; subangular; wet; 4" oflignite, black platey cleavage
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'
PIW-1 soil boring terminated at 42.5 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 46.2 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/27/2019 to 6/27/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-1
SAMPLING METHOD:Dual Tube
NORTHING:400540.611
EASTING:2051792.586
GROUND ELEVATION:50.78 (feet NAVD88)
TOC ELEVATION:54.198 (feet NAVD88)
TOTAL WELL DEPTH:17.8 ft
TOTAL BORING DEPTH:42.5 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46.2 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)25
20
15
10
5 Depth(ft)-25
-30
-35
-40
-45 >>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>>
Hand auger to 5'.Corresponds toHP-27.
Run 7" casing to 20'
Fine grained Silty SAND with some organics (SW-SM); lightbrown to tannish brown; loose; moist
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 mottlingthroughout
Medium grained SAND with some mica (SW); reddish brown;loose; moist
Fine grained Silty SAND (SW-SM); tannish white to light gray;loose; moistClayey SAND with silt (SP-SC); gray to dark gray; dense; moist
CLAY with mica (CL); dark gray; loose/stiff; fine-grained sandyparting and trace lignite
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/15/2019 to 8/15/2019
GEOLOGIST:Brandon Wiedner (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Vern Olsen
DRILLING METHOD:Sonic
RIG TYPE:Terra Sonic TSI 150C
BOREHOLE DIA:6"
BOREHOLE ID:PIW-2
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:50 (feet NAVD88)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:79 ft
TOTAL BORING DEPTH:79 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 79 ft bgs
Page 1 of 4
Lithologic Description
PatternElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Double arrowsindicate instancesof HPT/ECresponses thatexceed limits.
CLAY with mica (CL); dark gray; loose/stiff; fine-grained sandyparting and trace lignite (continued)
Medium grained Silty SAND (SW-SM); dark gray to gray;dense; moist; oragnic rich at 28' (3" thick), clay lensesthroughout
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'
CLAY with silt (CL-ML); dark gray; very stiff; dry to moist; sandy
parting
Medium to coarse grained Silty SAND (SW-SM); dark gray tomedium gray; wet; mica rich
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/15/2019 to 8/15/2019
GEOLOGIST:Brandon Wiedner (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Vern Olsen
DRILLING METHOD:Sonic
RIG TYPE:Terra Sonic TSI 150C
BOREHOLE DIA:6"
BOREHOLE ID:PIW-2
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:50 (feet NAVD88)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:79 ft
TOTAL BORING DEPTH:79 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 79 ft bgs
Page 2 of 4
Lithologic Description
PatternElev.(ft,NAVD88)25
20
15
10
5 Depth(ft)-25
-30
-35
-40
-45
>>>>
>>
>>>>
>>>>
Medium to coarse grained Silty SAND (SW-SM); dark gray tomedium gray; wet; mica rich (continued)
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'
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
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)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/15/2019 to 8/15/2019
GEOLOGIST:Brandon Wiedner (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Vern Olsen
DRILLING METHOD:Sonic
RIG TYPE:Terra Sonic TSI 150C
BOREHOLE DIA:6"
BOREHOLE ID:PIW-2
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:50 (feet NAVD88)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:79 ft
TOTAL BORING DEPTH:79 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 79 ft bgs
Page 3 of 4
Lithologic Description
PatternElev.(ft,NAVD88)0
-5
-10
-15
-20 Depth(ft)-50
-55
-60
-65
-70
Sandy CLAY WITH SILT with trace mica (CL); light gray; hard;dry; laminated (continued)
End of Boring at 79.0 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/15/2019 to 8/15/2019
GEOLOGIST:Brandon Wiedner (Parsons)
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Vern Olsen
DRILLING METHOD:Sonic
RIG TYPE:Terra Sonic TSI 150C
BOREHOLE DIA:6"
BOREHOLE ID:PIW-2
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:50 (feet NAVD88)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:79 ft
TOTAL BORING DEPTH:79 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 79 ft bgs
Page 4 of 4
Lithologic Description
PatternElev.(ft,NAVD88)-25 Depth(ft)-75
Hand auger to 5'.Corresponds toHP-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 mediumgravel (SW); subangular; brown; loose to medium dense; wet;Poorly-sortedFine to medium grained SAND (SP); brown; loose to mediumdense; 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)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/2/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Nathan Mariard
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-3
SAMPLING METHOD:Dual Tube
NORTHING:399711.752
EASTING:2052088.802
GROUND ELEVATION:50.513 (feet NAVD88)
TOC ELEVATION:53.315 (feet NAVD88)
TOTAL WELL DEPTH:19 ft
TOTAL BORING DEPTH:30 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 44.55 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Lignitic material at23-25'
Fine to medium grained SAND with clay (SP-SC); dark gray;medium dense; wet; interbedded with high plastic, gray claylenses
CLAY (CH); dark gray; very hard; dry; high plasticity
PIW-3D soil boring terminated at 30.0 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 44.6 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/2/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Nathan Mariard
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-3
SAMPLING METHOD:Dual Tube
NORTHING:399711.752
EASTING:2052088.802
GROUND ELEVATION:50.513 (feet NAVD88)
TOC ELEVATION:53.315 (feet NAVD88)
TOTAL WELL DEPTH:19 ft
TOTAL BORING DEPTH:30 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 44.55 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)25
20
15
10 Depth(ft)-25
-30
-35
-40
Hand auger to 5'.Corresponds toHP-10.Fine to medium grained SAND with silt (SP-SM); brown tan;loose; damp
Silty CLAY (CL-ML); reddish brown and light gray; firm; moist
Fine grained Silty SAND (SP-SM); loose; damp from 7'
Medium to coarse grained SAND (SW); brown to tannishorange; loose; wet; 3" gray clay layer from 13.75-14'
CLAY with trace sand (CL); black to gray; firm; moist; tracesand at 35'
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/9/2019 to 7/9/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-5
SAMPLING METHOD:Dual Tube
NORTHING:398520.381
EASTING:2051951.26
GROUND ELEVATION:72.68 (feet NAVD88)
TOC ELEVATION:75.188 (feet NAVD88)
TOTAL WELL DEPTH:9.75 ft
TOTAL BORING DEPTH:45 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 45 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)0
-5
-10
-15
-20
Double arrowsindicate instancesof HPT/ECresponses thatexceed limits.
CLAY with trace sand (CL); black to gray; firm; moist; tracesand at 35' (continued)
Medium to coarse grained SAND (SP); light gray; medium stiff;moist; interbedded with mm-scale clay seams from 39' to 39.5'
Silty CLAY (CL-ML); dark gray to gray; medium firm; moist
Fine to medium grained Silty SAND (SP-SM); dark gray to lightgray; medium to very firm; moist; interbedded with mm-scalesilty clay seams
End of Boring at 45.0 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/9/2019 to 7/9/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-5
SAMPLING METHOD:Dual Tube
NORTHING:398520.381
EASTING:2051951.26
GROUND ELEVATION:72.68 (feet NAVD88)
TOC ELEVATION:75.188 (feet NAVD88)
TOTAL WELL DEPTH:9.75 ft
TOTAL BORING DEPTH:45 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 45 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)-25
-30
-35
-40
-45
>>>>
>>>>>>>>>>>>>>>>
>>>>>>>>>>
Hand auger to 5'.Corresponds toHP-08.SILT with trace sand (ML); reddish brown; soft; dry; increasingsand fraction with depth, moist at 13.5'
CLAY with silt (CH); reddish brown to olive gray; medium stiff;moist; silt lenses (15'-25.9'), increasing moisture at 24.5'
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/28/2019 to 6/28/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-6
SAMPLING METHOD:Dual Tube
NORTHING:398118.144
EASTING:2052540.567
GROUND ELEVATION:49.85 (feet NAVD88)
TOC ELEVATION:53.359 (feet NAVD88)
TOTAL WELL DEPTH:18 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 40.6 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Double arrowsindicate instancesof HPT/ECresponses thatexceed limits.
CLAY with silt (CH); reddish brown to olive gray; medium stiff;moist; silt lenses (15'-25.9'), increasing moisture at 24.5'
(continued)
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'
CLAY (CH); dark gray; medium stiff; moist; medium gray sandlense at 28.6'-28.8'
CLAY (CH); dense; moist; homogenous with suspected lignitelenses (<1/4") from 33'-34'
CLAY with some mica (CL); medium gray; stiff; moist; thin darkgray banding
PIW-3D soil boring terminated at 40.0 feet. Lithologicdescriptions not available beyond this depth.End of Boring at 40.6 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/28/2019 to 6/28/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-6
SAMPLING METHOD:Dual Tube
NORTHING:398118.144
EASTING:2052540.567
GROUND ELEVATION:49.85 (feet NAVD88)
TOC ELEVATION:53.359 (feet NAVD88)
TOTAL WELL DEPTH:18 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 40.6 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)25
20
15
10 Depth(ft)-25
-30
-35
-40
>>
Hand auger to 5'.Corresponds toHP-10.SILT with sand (ML); reddish brown to brown; medium stiff;moist
CLAY (CL); medium gray with yellowish red; very soft; moist
Fine grained SAND with silt (SP-SM); reddish brown with gray;moist
CLAY with trace silt (CL); gray; very soft; moist; with yellowishto red streakingSAND with silt (SP-SM); gray to yellowish red; loose; moist;with some stratification between gray and yellowish red sands,gray sands ~2" thick
Fine to medium grained SAND (SP); light gray yellowish red;loose; wet; with small lens of silty dark gray sand
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/25/2019 to 6/25/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-7
SAMPLING METHOD:Dual Tube
NORTHING:396787.693
EASTING:2052595.368
GROUND ELEVATION:45.778 (feet NAVD88)
TOC ELEVATION:48.597 (feet NAVD88)
TOTAL WELL DEPTH:29 ft
TOTAL BORING DEPTH:50 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 50 ft bgs
Page 1 of 3
Lithologic Description
PatternElev.(ft,NAVD88)45
40
35
30
25 Depth(ft)0
-5
-10
-15
-20
Fine to medium grained SAND (SP); light gray yellowish red;loose; wet; with small lens of silty dark gray sand (continued)
CLAY (CL); dark gray; medium stiff; moist; interbedded withthin (0.5" thick) bands of dark gray clayFine grained SAND (SP-SC); yellowish red to gray; mediumdense; moist; with stratified with thin (.5") bands of dark grayclay
Fine to medium grained SAND (SP); dark gray; medium dense;wet; homogenous, with thin (0.5") band of hard black material,possibly lignite
Fine grained SAND and silt (SP-SM); gray; medium dense;moist; with thick bands of dark gray material
Fine grained SAND and silt (CL-ML); medium dense; moist;increasing clay fraction with depth
CLAY (CH); medium gray; moist; homogenous
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)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/25/2019 to 6/25/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-7
SAMPLING METHOD:Dual Tube
NORTHING:396787.693
EASTING:2052595.368
GROUND ELEVATION:45.778 (feet NAVD88)
TOC ELEVATION:48.597 (feet NAVD88)
TOTAL WELL DEPTH:29 ft
TOTAL BORING DEPTH:50 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 50 ft bgs
Page 2 of 3
Lithologic Description
PatternElev.(ft,NAVD88)20
15
10
5
0 Depth(ft)-25
-30
-35
-40
-45
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)
End of Boring at 50.0 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/25/2019 to 6/25/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-7
SAMPLING METHOD:Dual Tube
NORTHING:396787.693
EASTING:2052595.368
GROUND ELEVATION:45.778 (feet NAVD88)
TOC ELEVATION:48.597 (feet NAVD88)
TOTAL WELL DEPTH:29 ft
TOTAL BORING DEPTH:50 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 50 ft bgs
Page 3 of 3
Lithologic Description
PatternElev.(ft,NAVD88)Depth(ft)-50
Hand auger to 5'.Corresponds to
HP-32.
Silty CLAY (CL-ML); reddish brown; dry
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'
Fine grained SAND (SP); yellowish red to reddish brown; loose;moist to wet; Black bands appear organic; fine to mediumgrained from 29'; approximately 1" band of lignite at 28'
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/26/2019 to 6/26/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-8
SAMPLING METHOD:Dual Tube
NORTHING:396403.378
EASTING:2052682.019
GROUND ELEVATION:45.919 (feet NAVD88)
TOC ELEVATION:48.518 (feet NAVD88)
TOTAL WELL DEPTH:35.5 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46.55 ft bgs
Page 1 of 2
Lithologic Description
PatternElev.(ft,NAVD88)45
40
35
30
25 Depth(ft)0
-5
-10
-15
-20
Heaving sand
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)
Fine to medium grained SAND (SP); dark gray; wet; visiblemica grains, llignite laminations at 33.1', 34.5', and 35'
Increased lignitic laminations from 37.5' to 40' (~1/4" to 1.5"thick)
PIW-8D soil boring terminated at 44.55 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 46.6 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/26/2019 to 6/26/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-8
SAMPLING METHOD:Dual Tube
NORTHING:396403.378
EASTING:2052682.019
GROUND ELEVATION:45.919 (feet NAVD88)
TOC ELEVATION:48.518 (feet NAVD88)
TOTAL WELL DEPTH:35.5 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46.55 ft bgs
Page 2 of 2
Lithologic Description
PatternElev.(ft,NAVD88)20
15
10
5
0 Depth(ft)-25
-30
-35
-40
-45
Hand auger to 5'.Lithologydescriptions from0-40' taken fromPIW-9S.
Corresponds toHP-12.
Fine to medium grained SAND with silt (SP-SM); grayish brownwith reddish brown; loose; dry; trace rounded pebbles (`~2mm)
CLAY (CL); gray with red; medium stiff; moist
Silty CLAY (CL-ML); grayish brown with reddish brown; stiff;moist
Silty SAND with trace clay (SP-SC); tannish brown; loose;moist
Silty CLAY (CL-ML); reddish brown and reddish gray; soft;moist
Fine to medium grained SAND (SP); tannish white; loose;moist; interbedded with mm-scale clay lenses; wet at 22.5' to23'
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/3/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-9
SAMPLING METHOD:Dual Tube
NORTHING:396155.974
EASTING:2052250.911
GROUND ELEVATION:76.748 (feet NAVD88)
TOC ELEVATION:79.529 (feet NAVD88)
TOTAL WELL DEPTH:40 ft
TOTAL BORING DEPTH:49 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs
Page 1 of 3
Lithologic Description
PatternElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)0
-5
-10
-15
-20
Heaving sands
CLAY with trace silt (CL); grayish black; firm; moist; trace lignite
Medium to coarse grained SAND (SW); tannish white; loose;wet; intebedded with mm-scale clay lenses
Coarse grained SAND (SW); blackish gray; loose; wet; 1 in claylayer at 32.5' and lignitte appears in last inch of run
CLAY (CL); blackish gray; moist; with mm-scale sand layersand 0.5" lignite layer at 38'
Coarse grained SAND with trace mica (SP); gray with brown;loose; wet; redoximorphic features
CLAY (CL); blackish brown with black; stiff; moist; laminated
Medium to coarse grained SAND with trace mica (SP); darkgray; medium dense; moist
(Continued Next Page)
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/3/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-9
SAMPLING METHOD:Dual Tube
NORTHING:396155.974
EASTING:2052250.911
GROUND ELEVATION:76.748 (feet NAVD88)
TOC ELEVATION:79.529 (feet NAVD88)
TOTAL WELL DEPTH:40 ft
TOTAL BORING DEPTH:49 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs
Page 2 of 3
Lithologic Description
PatternElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)-25
-30
-35
-40
-45
Double arrowsindicate instancesof HPT/ECresponses that
exceed limits.
Medium to coarse grained SAND with trace mica (SP); darkgray; medium dense; moist (continued)
PIW-9D soil boring terminated at 49.0 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 56.0 feet bgs.
Comments
Electrical Conductivity (mS/m)
20 40 60 80
Corrected HPT Pressure (psi)20 40 60 80
Estimated Hydraulic Conductivity (feet/day)
20 40 60 80
BORING LOG
PROJECT NAME:Additional Onsite Well Installation
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/3/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID:PIW-9
SAMPLING METHOD:Dual Tube
NORTHING:396155.974
EASTING:2052250.911
GROUND ELEVATION:76.748 (feet NAVD88)
TOC ELEVATION:79.529 (feet NAVD88)
TOTAL WELL DEPTH:40 ft
TOTAL BORING DEPTH:49 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs
Page 3 of 3
Lithologic Description
PatternElev.(ft,NAVD88)25 Depth(ft)-50
-55 >>>>>>
TR0795

APPENDIX D
Soil Boring Logs and Well Construction Logs

Hand auger to 5'Cementgrout
Bentonitechips
2-inchPVCcasing
Filterpack(sand)2-inchPVCscreen(0.010inch)
BackfillPlug
2.0
9.0
Fine to medium grained Silty SAND (SP-SM); tan to brown;loose; moist; orangic-rich
CLAY trace mica (CL); gray to brown; soft; moist; mediumplasticity
Fine to medium grained Silty SAND (SP-SM); tan to orange;loose; moist; wet at 6.75'
CLAY WITH SILT trace organics (CL); orangeish tan to brown;firm; moist; medium plasticity
CLAY with fine sand (CH); reddish brown; firm; moist; lowplasticity; mm-layers fine-grained sand interlayers withorange laminations
CLAY trace mica (CH); black to gray; very hard; moist; low tomedium plasticity
End of Boring at 16.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/14/2019 to 8/14/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:James Smith
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID:Bladen-1S
SAMPLING METHOD:Dual Tube
NORTHING:387516.283
EASTING:2050234.779
GROUND ELEVATION:81.566 (feet NAVD88)
TOC ELEVATION:81.31 (feet NAVD88)
TOTAL WELL DEPTH:10.25 ft
TOTAL BORING DEPTH:16 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 16 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)80
75
70 Depth(ft)-5
-10
-15
Hand auger to 5'
Cementgrout
2-inchPVCcasing
4.0
7.0
10.0
Medium grained Silty SAND (SP-SM); tan to brown; loose;moist
CLAY with silt (CL); gray to brown; soft; moist
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
CLAY with fine sand (CL); grayish red brown; hard; moist;trace mica
CLAY (CH); gray to black; stiff; moist; fat, 6" lignite layer
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/13/2019 to 8/13/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:James Smith
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID:Bladen-1D
SAMPLING METHOD:Dual Tube
NORTHING:387519.56
EASTING:2050248.831
GROUND ELEVATION:81.72 (feet NAVD88)
TOC ELEVATION:81.52 (feet NAVD88)
TOTAL WELL DEPTH:47.25 ft
TOTAL BORING DEPTH:47 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 47 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)80
75
70
65
60 Depth(ft)-5
-10
-15
-20
7" casing installed
Bentonite
chips
Filterpack(sand)
2-inchPVCscreen(0.010inch)
10.0
CLAY (CH); gray to black; stiff; moist; fat, 6" lignite layer(continued)
SAND (SP); light gray to dark gray; loose; wet
End of Boring at 47.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/13/2019 to 8/13/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:James Smith
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID:Bladen-1D
SAMPLING METHOD:Dual Tube
NORTHING:387519.56
EASTING:2050248.831
GROUND ELEVATION:81.72 (feet NAVD88)
TOC ELEVATION:81.52 (feet NAVD88)
TOTAL WELL DEPTH:47.25 ft
TOTAL BORING DEPTH:47 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 47 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)55
50
45
40
35 Depth(ft)-30
-35
-40
-45
Hand auger to 5'
Cementgrout
Bentonitechips
2-inchPVCcasing
Filterpack(sand)
2-inchPVCscreen(0.010inch)
BackfillPlug
2.0
6.0
5.0
Fine grained Silty SAND (SP-SM); light brown to tan; loose;moist; gray laminations
Medium grained Silty SAND (SC-SM); reddish brown withgray; loose; moist
SAND some silt (SP-SM); tan; loose; saturated
End of Boring at 22.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/16/2019 to 8/16/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:James Smith
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-2S
SAMPLING METHOD:Dual Tube
NORTHING:368818.784
EASTING:2042884.349
GROUND ELEVATION:143.01 (feet NAVD88)
TOC ELEVATION:142.62 (feet NAVD88)
TOTAL WELL DEPTH:20.25 ft
TOTAL BORING DEPTH:22 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 22 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)140
135
130
125 Depth(ft)-5
-10
-15
-20
Hand auger to 5'
2.0
8.0
10.0
Fine to medium grained Silty SAND (SP-SM); whiteish tan tobrownish tan; loose; dry; organic-rich
Medium grained Silty SAND (SP-SM); orangeish brown;loose; moistFine grained Clayey SAND with silt (SC); tannish gray; loose;moist
Medium grained Silty SAND (SP-SM); reddish brown; loose;moist; gray laminations, coarse-grained at 12-14'
Medium to coarse grained SAND (SP); whiteish tan; loose;wet; orange oxidized layers at 22-23'
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/15/2019 to 8/15/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:James Smith
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-2D
SAMPLING METHOD:Dual Tube
NORTHING:368824.414
EASTING:2042879.777
GROUND ELEVATION:143.114 (feet NAVD88)
TOC ELEVATION:142.85 (feet NAVD88)
TOTAL WELL DEPTH:75.25 ft
TOTAL BORING DEPTH:77 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 77 ft bgs
Page 1 of 4PatternLithologic DescriptionElev.(ft,NAVD88)140
135
130
125
120 Depth(ft)-5
-10
-15
-20
Cementgrout
2-inchPVCcasing
10.0
10.0
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 laminationsLIGNITE with clay (CH); grayish black gray; soft; wet; mediumplasticity
CLAY (CH); grayish black; firm; moist; medium plasticity
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/15/2019 to 8/15/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:James Smith
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-2D
SAMPLING METHOD:Dual Tube
NORTHING:368824.414
EASTING:2042879.777
GROUND ELEVATION:143.114 (feet NAVD88)
TOC ELEVATION:142.85 (feet NAVD88)
TOTAL WELL DEPTH:75.25 ft
TOTAL BORING DEPTH:77 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 77 ft bgs
Page 2 of 4PatternLithologic DescriptionElev.(ft,NAVD88)115
110
105
100
95 Depth(ft)-30
-35
-40
-45
Bentonitechips
Filter
pack(sand)
2-inchPVCscreen(0.010inch)
10.0
6.0
CLAY (CH); grayish black; firm; moist; medium plasticity(continued)
Medium grained SAND trace mica (SP); grayish black; loose;moist to wet; cm-scale interlayers from 56-56.5', lignite chipsat 57', coarser from 61-75.5
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/15/2019 to 8/15/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:James Smith
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-2D
SAMPLING METHOD:Dual Tube
NORTHING:368824.414
EASTING:2042879.777
GROUND ELEVATION:143.114 (feet NAVD88)
TOC ELEVATION:142.85 (feet NAVD88)
TOTAL WELL DEPTH:75.25 ft
TOTAL BORING DEPTH:77 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 77 ft bgs
Page 3 of 4PatternLithologic DescriptionElev.(ft,NAVD88)90
85
80
75
70 Depth(ft)-55
-60
-65
-70
BackfillPlug
CLAY (CH); light gray to gray; firm; moist; medium plasticity
End of Boring at 77.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/15/2019 to 8/15/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:James Smith
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-2D
SAMPLING METHOD:Dual Tube
NORTHING:368824.414
EASTING:2042879.777
GROUND ELEVATION:143.114 (feet NAVD88)
TOC ELEVATION:142.85 (feet NAVD88)
TOTAL WELL DEPTH:75.25 ft
TOTAL BORING DEPTH:77 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 77 ft bgs
Page 4 of 4PatternLithologic DescriptionElev.(ft,NAVD88)Depth(ft)
Hand auger to 5'Cementgrout
Bentonitechips
2-inchPVCcasing
Filterpack(sand)2-inchPVCscreen(0.010inch)
BackfillPlug
1.0
7.0
Fine grained SAND with silt (SP-SM); brownish orange tobrownish tan; loose; moist
Coarse grained (SW); brown to orange; loose; wet
Clay (CL); dark brown to gray; firm; moist; medium plasticity;fat End of Boring at 16.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/20/2019 to 8/20/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:T. Ardito
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-3S
SAMPLING METHOD:Dual Tube
NORTHING:396859.62
EASTING:2059014.363
GROUND ELEVATION:79.401 (feet NAVD88)
TOC ELEVATION:78.84 (feet NAVD88)
TOTAL WELL DEPTH:15.25 ft
TOTAL BORING DEPTH:16 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 16 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)75
70
65 Depth(ft)-5
-10
-15
Hand auger to 5'
Barrel stuck so run 16-26 ft run
Cementgrout
2-inchPVC
casing
1.0
10.0
10.0
Fine grained Silty SAND (SP-SM); orangeish red brown;loose; moist; trace organics
CLAY (CH); black gray; firm; moist
Medium grained SAND with silt (SP); black gray; firm; wet
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/19/2019 to 8/19/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:T. Ardito
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-3D
SAMPLING METHOD:Dual Tube
NORTHING:396854.291
EASTING:2059007.993
GROUND ELEVATION:79.588 (feet NAVD88)
TOC ELEVATION:79.09 (feet NAVD88)
TOTAL WELL DEPTH:44 ft
TOTAL BORING DEPTH:46 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)-5
-10
-15
-20
Keep core at 26-36 ft and 36-46 ft
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
BackfillPlug
10.0
10.0
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
SAND (SP-SM); light gray; loose; wet; mm-scale interlayers ofblack to light gray clay, mica rich
CLAY (CH); black gray; firm; moist; light gray fine-grainedsand interlayer
2" brown lignite layerEnd of Boring at 46.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/19/2019 to 8/19/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:T. Ardito
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-3D
SAMPLING METHOD:Dual Tube
NORTHING:396854.291
EASTING:2059007.993
GROUND ELEVATION:79.588 (feet NAVD88)
TOC ELEVATION:79.09 (feet NAVD88)
TOTAL WELL DEPTH:44 ft
TOTAL BORING DEPTH:46 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35 Depth(ft)-30
-35
-40
-45
Hand auger to 5'
Cementgrout
Bentonitechips
2-inchPVCcasing
Filterpack(sand)2-inchPVCscreen(0.010inch)
1.0
9.0
SAND (SP); brown; loose; moist; becomes tan-orange andthen beige-white with increasing depth
Medium to coarse grained SAND with gravel (SW); tan towhite; loose; wet; rounded mm-scale gravel
Fine grained Silty SAND (SP-SM); light gray to dark gray; soft;
moist to wet; mm-scale clay layers in bottom 1", traace mica
End of Boring at 15.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/21/2019 to 8/21/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:T. Ardito
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-4S
SAMPLING METHOD:Dual Tube
NORTHING:363260.51
EASTING:2087638.883
GROUND ELEVATION:64.645 (feet NAVD88)
TOC ELEVATION:64.26 (feet NAVD88)
TOTAL WELL DEPTH:15 ft
TOTAL BORING DEPTH:15 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 15 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)60
55
50 Depth(ft)-5
-10
-15
Hand auger to 5'
Cementgrout
1.0
10.0
10.0
Fine grained SAND (SP); brown; loose; moist; becomestan-orange, then beige-white with increased depth
Coarse grained SAND with gravel (SW); white to tan; loose;wet
Fine grained Silty SAND trace mica (SP-SM); tan to gray;moist to wet; becomes light to dark gray with increasingdepthRedoximorphic features- oxidized
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
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/21/2019 to 8/21/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:T. Ardito
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-4D
SAMPLING METHOD:Dual Tube
NORTHING:363252.434
EASTING:2087638.292
GROUND ELEVATION:64.669 (feet NAVD88)
TOC ELEVATION:64.23 (feet NAVD88)
TOTAL WELL DEPTH:52 ft
TOTAL BORING DEPTH:52 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 52 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)60
55
50
45
40 Depth(ft)-5
-10
-15
-20
Switch to 4x62-inchPVCcasing
Bentonitechips
Filterpack(sand)2-inchPVC
10.0
10.0
5.0
FAT CLAY (CH); black to gray; firm; moist (continued)
Fine grained Silty SAND
Coarse grained SAND (SP); gray to black; loose; wet
CLAY (SP-SM); gray to black; soft to firm; wet; intricatelylayered fine-grained silty sand in clay
Coarse grained SAND
FAT CLAY (CH); firm; moist; lignite layer at the base
Coarse grained SAND (SP); gray to black; loose; wet
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/21/2019 to 8/21/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:T. Ardito
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-4D
SAMPLING METHOD:Dual Tube
NORTHING:363252.434
EASTING:2087638.292
GROUND ELEVATION:64.669 (feet NAVD88)
TOC ELEVATION:64.23 (feet NAVD88)
TOTAL WELL DEPTH:52 ft
TOTAL BORING DEPTH:52 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 52 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)35
30
25
20
15 Depth(ft)-30
-35
-40
-45
screen(0.010inch)
Coarse grained SAND (SP); gray to black; loose; wet(continued)
End of Boring at 52.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:8/21/2019 to 8/21/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:T. Ardito
DRILLING METHOD:Sonic
RIG TYPE:USDOT1075864
BOREHOLE DIA:6"
BOREHOLE ID: Bladen-4D
SAMPLING METHOD:Dual Tube
NORTHING:363252.434
EASTING:2087638.292
GROUND ELEVATION:64.669 (feet NAVD88)
TOC ELEVATION:64.23 (feet NAVD88)
TOTAL WELL DEPTH:52 ft
TOTAL BORING DEPTH:52 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 52 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)Depth(ft)
Hand auger to 5'
Cementgrout
Bentonitechips2-inchPVCcasing
Filterpack(sand)2-inchPVCscreen(0.010inch)
2.0
10.0
6.0
Medium grained Silty SAND (SP); dark brown to gray; loose;dry
Medium grained Silty SAND (SP); brown; loose; moist
Medium grained Silty SAND (SW); brown; loose; moist
Medium grained SAND with silt (SP); tan and white; loose;moist
Fine to medium grained SAND (SP); light brown; loose; wet
Medium to coarse grained SAND (SP); subangular; loose; wet
Medium grained SAND (SP); light gray; loose; wet; 2"organic-rich seam at 21'; possible lignite
Medium grained SAND (SP); dark gray; loose; wet
End of Boring at 25.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/13/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID: Cumberland-1S
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:25 ft
TOTAL BORING DEPTH:25 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 25 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)105
100
95
90 Depth(ft)-5
-10
-15
-20
Hand auger to 5'
Cementgrout
2.0
7.0
7.0
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
Coarse grained SAND (SP); tan and white; subangular tosubrounded; loose; moist
Fine to medium grained SAND (SP); light gray; loose; wet; 1 ftbed of coarser grained sand at 14.5-15.5ft
Coarse grained SAND (SW); orange and reddish orange;loose; wet; iron oxidation
Coarse grained SAND (SP)
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/12/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID:Cumberland-1D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:52 ft
TOTAL BORING DEPTH:67 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 67 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)105
100
95
90 Depth(ft)-5
-10
-15
-20
2-inchPVCcasing
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
14.6
Silty CLAY with sand (CL-ML); dark gray with dark brown; soft;moist
Medium grained SAND (SP); orange and reddish orange;loose; wet
Fine grained SAND with clay (SP); gray with dark gray; loose;wet; dark gray clay seams 1-10cm thick; mica rich
Lean grained CLAY (CL); dark gray; firm; moist
Fine grained SAND (SP); loose; wet; black organic-rich seamsthroughout 1' clay lense at 48-49ft
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/12/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID:Cumberland-1D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:52 ft
TOTAL BORING DEPTH:67 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 67 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)80
75
70
65 Depth(ft)-30
-35
-40
-45
BackfillPlug
10.0
Lean grained CLAY (CL); dark gray; firm; moist
Fine grained SAND (SP); loose; wet; mica rich
Lean grained CLAY (SL); dark gray; firm; moist
Fine grained SAND (SP); loose; wet; grainsize coarsens at 58'
Lean grained CLAY (CL); dark gray; firm; moist
End of Boring at 67.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/12/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID:Cumberland-1D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:52 ft
TOTAL BORING DEPTH:67 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 67 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)55
50
45 Depth(ft)-55
-60
-65
Hand auger to 5'
Cementgrout
Bentonitechips
2-inchPVCcasing
Filterpack(sand)2-inchPVCscreen(0.010inch)
2.0
9.0
Silty SAND (SW); light brown to brown; angular; dry
Fine grained Clayey SAND (SW-SC); reddish gray to purplishgray; dense; moistFine grained SAND (SP); dark brown to reddish brown; loose;wet
Fine grained SAND (SP); dark brown to reddish brown;angular; loose; wet; roots present
Fine grained SAND (SP); tan to orangeish brown; angular;loose
Medium to coarse grained SAND (SP); orange and white;loose; wet
Coarse grained SAND (SW); white to orangeish tan; loose;
wet
End of Boring at 17.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/12/2019
GEOLOGIST:Alli Vo
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID: Cumberland-2S
SAMPLING METHOD:Dual Tube
NORTHING:34.98615 approximate
EASTING:-78.752831 approximate
GROUND ELEVATION:123 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:17 ft
TOTAL BORING DEPTH:17 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 17 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)120
115
110 Depth(ft)-5
-10
-15
Hand auger to 5'. Advance 8" protective casing
Cementgrout
2.0
3.0
10.0
Silty SAND (SW); light brown; angular; loose; dry
Clayey SAND some silt (SW-SC); light brown and tan; dense;moist; low plasticityFine grained SAND (SP); purplish gray to reddish brown;loose; moistFine to medium grained SAND (SW); dark brown; dense;moistMedium grained SAND (SW); brown; angular to subangular;loose; wet
Medium to coarse grained SAND (SP); brown; angular; loose;wet
Medium grained SAND (SW); light brown; loose; wet
Medium to coarse grained SAND (SW); tan to grayish white;loose; wet; trace silt
Fine grained SAND (SP); light brown; loose; wet
Medium to coarse grained SAND with gravel (SW); yellowishtan; loose; wet
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/12/2019
GEOLOGIST:Alli Vo
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Cumberland-2D
SAMPLING METHOD:Dual Tube
NORTHING:34.986197 approximate
EASTING:-78.752883 approximate
GROUND ELEVATION:123 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:57 ft
TOTAL BORING DEPTH:57 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 57 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)120
115
110
105
100 Depth(ft)-5
-10
-15
-20
2-inchPVCcasing
Bentonitechips
10.0
10.0
Medium to coarse grained SAND with gravel (SW); yellowishtan; loose; wet (continued)
Fine grained SAND (SP); orange to yellowish brown; soft; wet;trace mica
Fine grained SAND (SP); light gray to white; wet; mica
Fine grained SAND (SP); dark gray; moist; mica
CLAY (CH); dark gray; hard; moist; high plasticity; micaabundant
CLAY (CH); dark gray; hard; moist; high plasticity; micaabundant; trace lignite
SAND with clay (SW-SC); dark gray; angular; dense; wet;mica abundant
Fine to medium grained SAND (SP); dark gray; loose; wet;mica abundant
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/12/2019
GEOLOGIST:Alli Vo
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Cumberland-2D
SAMPLING METHOD:Dual Tube
NORTHING:34.986197 approximate
EASTING:-78.752883 approximate
GROUND ELEVATION:123 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:57 ft
TOTAL BORING DEPTH:57 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 57 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)95
90
85
80
75 Depth(ft)-30
-35
-40
-45
Filterpack(sand)2-inchPVCscreen(0.010inch)
10.0
Fine to medium grained SAND (SP); dark gray; loose; wet;mica abundant (continued)
CLAY (CH); dark gray; hard; moist; high plasticity; micaabundant
Fine to medium grained SAND (SP); angular; loose; micaabundant
End of Boring at 57.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/12/2019
GEOLOGIST:Alli Vo
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Cumberland-2D
SAMPLING METHOD:Dual Tube
NORTHING:34.986197 approximate
EASTING:-78.752883 approximate
GROUND ELEVATION:123 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:57 ft
TOTAL BORING DEPTH:57 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 57 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)70 Depth(ft)-55
Hand auger to 5'
Cementgrout
Bentonitechips
2-inchPVCcasing
Filterpack(sand)2-inchPVCscreen(0.010inch)
2.0
3.0
Medium grained SAND (SP); tan; loose; dry
Medium grained SAND (SP); tan; loose; dry; root materialpresent
Medium grained SAND (SP); tan to light brown; loose; wet
Medium grained SAND (SP); brown to light brown; loose; wet
Fine to medium grained SAND (SP); brown; loose; wet
End of Boring at 14.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/12/2019 to 9/12/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID: Cumberland-3S
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:14 ft
TOTAL BORING DEPTH:14 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 14 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)105
100 Depth(ft)-5
-10
Hand auger to 5'
Cementgrout
2-inchPVCcasing
Bentonitechips
Filter
2.0
8.0
5.0
Medium grained SAND (SP); medium tan; loose; dry
Medium grained SAND (SP); light tan; loose; dry
Medium to coarse grained SAND with gravel (SW); brown;subangular; loose; moist; coarsens downward
CLAY (CL); medium gray; stiff; moist
Coarse grained SAND with gravel (SW); light gray;subrounded; loose; wet
Medium to coarse grained SAND (SP); light gray; loose; wet;organic rich seam at 25'
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/11/2019 to 9/11/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID:Cumberland-3D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:27 ft
TOTAL BORING DEPTH:42 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 42 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)105
100
95
90 Depth(ft)-5
-10
-15
-20
pack(sand)2-inchPVCscreen(0.010inch)
BackfillPlug
9.3
7.0
Medium to coarse grained SAND (SP); light gray; loose; wet;organic rich seam at 25' (continued)
Fine to medium grained Clayey SAND (SP-SC); light gray;wet; high plasticity
CLAY (CL); light gray; stiff; moist
Fine to medium grained Clayey SAND (SP-SC); light gray;wet; high plasticity
End of Boring at 42.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/11/2019 to 9/11/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID:Cumberland-3D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:27 ft
TOTAL BORING DEPTH:42 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 42 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)80
75
70 Depth(ft)-30
-35
-40
Hand auger to 5'
Cementgrout
Bentonitechips
2-inchPVCcasing
Filterpack(sand)2-inchPVCscreen(0.010inch)
2.2
9.0
10.0
Fine grained SAND (SP); yellowish brown; angular; loose; dry
Fine to medium grained SAND (SP); yellow brown to tan;angular; loose; wet
Fine 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
Fine grained SAND (SP); dark reddish brown; loose; wet
Fine grained SAND (SP); dark reddish brown; loose; wet
Fine grained Silty SAND (SW-SM); reddish brown; dense; wet
End of Boring at 22.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/11/2019 to 9/11/2019
GEOLOGIST:Alli Vo
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID: Cumberland-4S
SAMPLING METHOD:Dual Tube
NORTHING:34.884772 approximate
EASTING:-78.739107 approximate
GROUND ELEVATION:117 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:22 ft
TOTAL BORING DEPTH:22 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 22 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)115
110
105
100
95 Depth(ft)-5
-10
-15
-20
Hand auger to 5'
Heaving sands
2.0
8.0
10.0
Fine to medium grained SAND (SP); reddish brown to brown;subangular; loose; dry
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 siltFine to medium grained SAND (SP); light brown to reddishgray; loose; wetFine to medium grained SAND (SP); light brown to gray;subangular; loose to soft; moistFine grained SAND (SP); dark brown; subangular; loose; wet
Fine grained SAND (SP); brown to dark brown
Fine grained SAND (SP); dark brown to reddish brown; loose;wet
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/10/2019 to 9/10/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Cumberland-4D
SAMPLING METHOD:Dual Tube
NORTHING:34.884788 approximate
EASTING:-78.737069 approximate
GROUND ELEVATION:117 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:67 ft
TOTAL BORING DEPTH:67 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 67 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)115
110
105
100
95 Depth(ft)-5
-10
-15
-20
Large wood debris present
Cementgrout
2-inchPVCcasing
7.0
7.0
Fine grained SAND (SP); dark brown to reddish brown; loose;wet (continued)
Fine grained SAND (SP); dark brown; loose; wet
Fine to medium grained SAND (SP); dark brown then reddishbrown; loose; wet
SILT (ML); tan to orange brown; hard; moist; trace mica
Fine to medium grained SAND (SP); yellowish brown; loose;wetSilty SAND (SW-SM); orangeish brown; subangular; loose;wet
Fine grained SAND some (SW); orangeish brown; soft; moist;trace fine gravel
Fine to medium grained SAND some silt (SW); orangeishbrown; loose; moist; trace gravel
Coarse grained SAND clay (SP); orangeish brown;subangular; loose; wet
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)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/10/2019 to 9/10/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Cumberland-4D
SAMPLING METHOD:Dual Tube
NORTHING:34.884788 approximate
EASTING:-78.737069 approximate
GROUND ELEVATION:117 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:67 ft
TOTAL BORING DEPTH:67 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 67 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)90
85
80
75
70 Depth(ft)-30
-35
-40
-45
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
10.0
10.0
SAND (SP-SC); dark gray to gray; angular; wet; some mica
CLAY (CH); dark gray; hard; moist; high plasticity; micaabundantFine to medium grained SAND (SW); gray; angular; loose;wet; mica abundantCLAY (CH); dark gray; hard; moist; high plasticity; gray mica
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; micaabundant
Medium to coarse grained SAND (SW); gray to dark gray;loose; wet; mica abundant
CLAY with (CH); gray; hard; moist; high plasticity; micapresentMedium to coarse grained SAND clay (SW); gray; loose; wet;mica abundant
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.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/10/2019 to 9/10/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Cumberland-4D
SAMPLING METHOD:Dual Tube
NORTHING:34.884788 approximate
EASTING:-78.737069 approximate
GROUND ELEVATION:117 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:67 ft
TOTAL BORING DEPTH:67 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 67 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)65
60
55
50 Depth(ft)-55
-60
-65
Hand auger to 5'
Cementgrout
Bentonitechips
2-inchPVCcasing
Filterpack(sand)2-inchPVCscreen(0.010
inch)
0.5
5.0
5.0
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
SAND with gravel (SW); light gray to dark gray; loose; wet
Silty CLAY (CL-ML); dark brown; soft; wet; high plasticity
Medium to coarse grained Gravelly SAND (SP); brown;subangular; loose; wet
Coarse grained SAND with gravel (SW); light brown; loose;wet; fine grain size with depth
Medium grained SAND (SP); light brown; loose; wet
End of Boring at 24.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/11/2019 to 9/11/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID: Cumberland-5S
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:24 ft
TOTAL BORING DEPTH:24 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 24 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)105
100
95
90 Depth(ft)-5
-10
-15
-20
Hand auger to 5'
Cementgrout
5.0
8.0
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 tosubrounded; loose; moist; root material present
Medium grained SAND (SP); dark brown; subangular tosubrounded; loose; moist; root material present
Medium grained SAND with gravel (SW); light gray to darkgray; loose; wet
Silty CLAY (CL-ML); dark brown; soft; wet; high plasticity; rootmaterial
Medium to coarse grained SAND (SP); brown; subangular;loose; wet
Coarse grained SAND (SP); light brown; angular tosubangular; loose; wet
Coarse grained SAND with gravel (SW); light brown; loose;wet
Coarse grained SAND with gravel (SW); light brown to lightgray; loose; wet
CLAY (CH); medium gray; stiff; moist; high plasticity; sandlenses throughout
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/11/2019 to 9/11/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID:Cumberland-5D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:57 ft
TOTAL BORING DEPTH:57 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 57 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)105
100
95
90 Depth(ft)-5
-10
-15
-20
2-inchPVCcasing
Bentonitechips
9.5
CLAY (CH); medium gray; stiff; moist; high plasticity; sandlenses throughout (continued)
Fine grained SAND with clay (SP-SC); light gray to mediumgray; loose; wet; mica rich; lignite throughout
CLAY (CH); medium gray; stiff; moist; high plasticity; sandlenses throughout
Fine grained SAND (SP); light gray; loose; wet; organic richlaminations; some lignite present
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/11/2019 to 9/11/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID:Cumberland-5D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:57 ft
TOTAL BORING DEPTH:57 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 57 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)80
75
70
65 Depth(ft)-30
-35
-40
-45
Filterpack(sand)
2-inchPVCscreen(0.010inch)
Fine grained SAND (SP); light gray; loose; wet; organic richlaminations; some lignite present (continued)
End of Boring at 57.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/11/2019 to 9/11/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Will Keyes
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8150 LS (GV5)
BOREHOLE DIA:4"
BOREHOLE ID:Cumberland-5D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION: Not Recorded
TOTAL WELL DEPTH:57 ft
TOTAL BORING DEPTH:57 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 57 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)55 Depth(ft)-55
Hand auger to 5'
Cementgrout
2-inchPVCcasingBentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
1.6
10.0
10.0
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
Coarse grained Clayey SILT some sand (ML); light reddishgray; firm; moist to dry; medium plasticity; red and orangelaminations
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
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
Fine grained SAND (SP); light gray with orangeish pink;dense; wet; trace mica
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/9/2019 to 9/9/2019
GEOLOGIST:Allison Vo
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID: Robeson-1S
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION:110 (feet NAVD88)
TOTAL WELL DEPTH:27 ft
TOTAL BORING DEPTH:27 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 27 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)105
100
95
90 Depth(ft)-5
-10
-15
-20
Fine grained SAND with clay (SP); orange; soft; wet
CLAY (CH); dark gray; stiff; moist
End of Boring at 27.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/9/2019 to 9/9/2019
GEOLOGIST:Allison Vo
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID: Robeson-1S
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION:110 (feet NAVD88)
TOTAL WELL DEPTH:27 ft
TOTAL BORING DEPTH:27 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 27 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)Depth(ft)
Hand auger to 5'
Cementgrout
1.6
5.0
5.0
10.0
SAND with silt (SP); light tan with orangeish brown; loose tofine; moist; 8" topsoil
CLAY with sand (CL); orangeish tan; firm; moist; low plasticity
CLAY with some sand (CL); light gray with orange; firm; moist;orange streaks
Fine grained Silty SAND (SP-SM); pinkish tan with lightorangeish gray; loose; wet; medium grains near bottom
Fine grained Silty SAND (SP-SM); light gray and orangeishgray; loose; wet; trace mica
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/4/2019 to 9/4/2019
GEOLOGIST:Amy Kenwell
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Robeson-1D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION:110 (feet NAVD88)
TOTAL WELL DEPTH:53 ft
TOTAL BORING DEPTH:53 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 53 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)105
100
95
90 Depth(ft)-5
-10
-15
-20
Installed 8" protective casing to 29' followed by 4 x 6
2-inchPVCcasing
Bentonitechips
Filterpack
(sand)2-inchPVCscreen(0.010inch)
10.0
CLAY with some sand (CH); light orange; soft; wet; highplasticity; trace mica
SAND with silt and clay (SP-SM); light orange; loose; wet
Coarse grained SAND (SP); firm; wet; with lignite
CLAY (CH); gray; firm to hard; moist; high plasticity
Clayey SAND (SP-SC); dark gray; dense; wet; medium grain
CLAY with sand (CH); dark gray; hard; moist; high plasticity;less sand toward top
SAND with silt (SP); light gray; loose; wet; fine to mediumgrained; lignite at 46ft
Coarse grained SAND (SW); light gray; loose; wet
Coarse grained SAND with silt (SP); gray; loose; wet
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/4/2019 to 9/4/2019
GEOLOGIST:Amy Kenwell
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Robeson-1D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION:110 (feet NAVD88)
TOTAL WELL DEPTH:53 ft
TOTAL BORING DEPTH:53 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 53 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)80
75
70
65 Depth(ft)-30
-35
-40
-45
6.0Coarse grained SAND with silt (SP); gray; loose; wet(continued)
CLAY with sand (CH); dark gray; soft; wet; high plasticity;sand is fine grained
End of Boring at 53.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Offsite Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:9/4/2019 to 9/4/2019
GEOLOGIST:Amy Kenwell
DRILLING CONTRACTOR:SAEDACCO
DRILLER NAME:Brent Romec
DRILLING METHOD:Sonic
RIG TYPE:Geoprobe 8140LS
BOREHOLE DIA:6"
BOREHOLE ID:Robeson-1D
SAMPLING METHOD:Dual Tube
NORTHING:Not recorded
EASTING: Not recorded
GROUND ELEVATION:110 (feet NAVD88) (approximate)
TOC ELEVATION:110 (feet NAVD88)
TOTAL WELL DEPTH:53 ft
TOTAL BORING DEPTH:53 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 53 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)Depth(ft)
Hand auger to 5'.
Possible road fill material
2-inchPVCcasingWellCover
Cement
grout
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
3.5
3.3
3.0
Fine grained SAND with fine to coarse gravel (SW); lightbrown; color transitions to gray at 3'
SAND with clay (SC); black
Fine to medium grained Silty SAND (SP); brown
Clayey SILT with sand (CL-ML); light brown; soft; damp; Claycontent increases around 7.75' moisture content increases at13.5; mm scale sand layers
CLAY (CL); light gray; very soft; wet; high plasticity
CLAY (CL); light brown; very stiff; moist; 1in sand lense at19.5 ft.
Fine to medium grained SAND (SP-SC); grayish brown withlight brown; wet; mm to cm scale clay lense
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/27/2019 to 6/27/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-1S
SAMPLING METHOD:Dual Tube
NORTHING:400540.611
EASTING:2051792.586
GROUND ELEVATION:50.78 (feet NAVD88)
TOC ELEVATION:54.198 (feet NAVD88)
TOTAL WELL DEPTH:17.8 ft
TOTAL BORING DEPTH:42.5 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46.2 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Highly expansive clay in 30-35 interval sampled; Driller pushed2.5 ft instead of full 5'
Dual tube got stuck at 40' terminate boring at 42.5'
4.0
4.0
3.0
3.0
5.0
4.5
4.5
Fine to medium grained SAND (SP-SC); grayish brown withlight brown; wet; mm to cm scale clay lense (continued)
Coarse grained SAND (SP); brown; subangular; wet; 4" oflignite, black platey cleavage
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'
PIW-1 soil boring terminated at 42.5 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 46.2 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/27/2019 to 6/27/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-1S
SAMPLING METHOD:Dual Tube
NORTHING:400540.611
EASTING:2051792.586
GROUND ELEVATION:50.78 (feet NAVD88)
TOC ELEVATION:54.198 (feet NAVD88)
TOTAL WELL DEPTH:17.8 ft
TOTAL BORING DEPTH:42.5 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46.2 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)25
20
15
10
5 Depth(ft)-25
-30
-35
-40
-45
Hand auger to 5'.
WellCover
Cementgrout
2-inchPVCcasing
Bentonitechips
3.5
3.3
3.0
SAND with clay (SC); black
Fine to medium grained Silty SAND (SP); brown
Clayey SILT with sand (CL-ML); light brown; soft; damp; Clay
content increases around 7.75' moisture content increases at13.5; mm scale sand layers
CLAY (CL); light gray; very soft; wet; high plasticity
CLAY (CL); light brown; very stiff; moist; 1in sand lense at19.5 ft.
Fine to medium grained SAND (SP-SC); grayish brown withlight brown; wet; mm to cm scale clay lense
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/27/2019 to 6/27/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-1D
SAMPLING METHOD:Dual Tube
NORTHING:400547.772
EASTING:2051801.42
GROUND ELEVATION:49.529 (feet NAVD88)
TOC ELEVATION:52.33 (feet NAVD88)
TOTAL WELL DEPTH:24.5 ft
TOTAL BORING DEPTH:42.5 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 42.5 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Filterpack(sand)2-inchPVCscreen(0.010inch)
4.0
4.0
3.0
3.0
5.0
4.5
5.0
Fine to medium grained SAND (SP-SC); grayish brown withlight brown; wet; mm to cm scale clay lense (continued)
Coarse grained SAND (SP); brown; subangular; wet; 4" oflignite, black platey cleavage
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'
End of Boring at 42.5 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/27/2019 to 6/27/2019
GEOLOGIST:Sarah Walker
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-1D
SAMPLING METHOD:Dual Tube
NORTHING:400547.772
EASTING:2051801.42
GROUND ELEVATION:49.529 (feet NAVD88)
TOC ELEVATION:52.33 (feet NAVD88)
TOTAL WELL DEPTH:24.5 ft
TOTAL BORING DEPTH:42.5 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 42.5 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)25
20
15
10 Depth(ft)-25
-30
-35
-40
Hand auger to 5'.
WellCover
Cementgrout2-inchPVCcasing
Bentonitechips
Filterpack(sand)2-inch
5.0
4.5
4.5
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 GRAVEL with some fine to mediumsand (GP); brown; loose to medium dense; wet;Poorly-sortedFine to medium grained SAND (SP); brown; loose to mediumdense; wet; 1/2" seam of high plastic gray clay at 17.2"
Fine to medium grained SAND with some mica (SP); brown;loose; wet; well-sorted
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/2/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Nathan Mariard
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-3D
SAMPLING METHOD:Dual Tube
NORTHING:399711.752
EASTING:2052088.802
GROUND ELEVATION:50.513 (feet NAVD88)
TOC ELEVATION:53.315 (feet NAVD88)
TOTAL WELL DEPTH:19 ft
TOTAL BORING DEPTH:30 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 44.55 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Lignitic material at 23-25'
PVCscreen(0.010inch)
5.0
0.3
Fine to medium grained SAND with clay (SP-SC); dark gray;medium dense; wet; interbedded with high plastic, gray claylenses
CLAY (CH); dark gray; very hard; dry; high plasticity
PIW-3D soil boring terminated at 30.0 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 44.6 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/2/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Nathan Mariard
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-3D
SAMPLING METHOD:Dual Tube
NORTHING:399711.752
EASTING:2052088.802
GROUND ELEVATION:50.513 (feet NAVD88)
TOC ELEVATION:53.315 (feet NAVD88)
TOTAL WELL DEPTH:19 ft
TOTAL BORING DEPTH:30 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 44.55 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)25
20
15
10 Depth(ft)-25
-30
-35
-40
Hand auger to 5'
WellCover
Cementgrout2-inchPVCcasing
4.1
3.5
5.0
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
Sandy CLAY with trace gravel (CL-ML); gray;subrounded-rounded; very soft; wet; medium plasticity
CLAY (CH)CLAY (CH); dark gray; hard; moist; high plasticity; fine tomedium grained sand 10.3-10.8' with trace wood at 10.5'
CLAY (CH); dark gray; very hard; moist; high plasticity; 0.25"sand seams 16'-17', fine grained medium gray sand,micaeous 16'-17'
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)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/1/2019 to 7/1/219
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Nathan Mariard
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-4D
SAMPLING METHOD:Dual Tube
NORTHING:398817.363
EASTING:2052102.819
GROUND ELEVATION:50.367 (feet NAVD88)
TOC ELEVATION:53.041 (feet NAVD88)
TOTAL WELL DEPTH:32.3 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 40 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
5.0
4.5
4.2
3.0
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)
CLAY with mica (CH); dark gray; hard; moist; high plasticity;increasing sand fraction below 28.5', trace to some lignite at29.2"
Fine to medium grained SAND with trace silt (SP-SM); darkgray; medium dense; wet; Well-sorted, trace clay lenses at30-31, increasing sand from below 31', trace lignite at 30.5'
Fine to medium grained SAND (SP); medium dense; wet;Well-sorted, trace lignite at 37-38'
Sandy CLAY (CL); light gray; moist; low to medium plasticity
End of Boring at 40.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/1/2019 to 7/1/219
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Nathan Mariard
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-4D
SAMPLING METHOD:Dual Tube
NORTHING:398817.363
EASTING:2052102.819
GROUND ELEVATION:50.367 (feet NAVD88)
TOC ELEVATION:53.041 (feet NAVD88)
TOTAL WELL DEPTH:32.3 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 40 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)25
20
15 Depth(ft)-25
-30
-35
-40
Hand auger to 5'. Corresponds to HP-10.
WellCover
Cementgrout2-inchPVCcasing
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010
inch)
Fine to medium grained SAND with silt (SP-SM); brown tan;loose; damp
Silty CLAY (CL-ML); reddish brown and light gray; firm; moist
Fine grained Silty SAND (SP-SM); loose; damp from 7'
Medium to coarse grained SAND (SW); brown to tannishorange; loose; wet; 3" gray clay layer from 13.75-14'
CLAY with trace sand (CL); black to gray; firm; moist; tracesand at 35'
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/9/2019 to 7/9/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-5S
SAMPLING METHOD:Dual Tube
NORTHING:398520.381
EASTING:2051951.26
GROUND ELEVATION:72.68 (feet NAVD88)
TOC ELEVATION:75.188 (feet NAVD88)
TOTAL WELL DEPTH:9.75 ft
TOTAL BORING DEPTH:45 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 45 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)0
-5
-10
-15
-20
CLAY with trace sand (CL); black to gray; firm; moist; tracesand at 35' (continued)
Medium to coarse grained SAND (SP); light gray; mediumstiff; moist; interbedded with mm-scale clay seams from 39'to 39.5'
Silty CLAY (CL-ML); dark gray to gray; medium firm; moist
Fine to medium grained Silty SAND (SP-SM); dark gray tolight gray; medium to very firm; moist; interbedded withmm-scale silty clay seams
End of Boring at 45.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/9/2019 to 7/9/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-5S
SAMPLING METHOD:Dual Tube
NORTHING:398520.381
EASTING:2051951.26
GROUND ELEVATION:72.68 (feet NAVD88)
TOC ELEVATION:75.188 (feet NAVD88)
TOTAL WELL DEPTH:9.75 ft
TOTAL BORING DEPTH:45 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 45 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)-25
-30
-35
-40
-45
Hand auger to 5'. Corresponds to HP-08.
WellCover
Cementgrout2-inchPVCcasing
Bentonitechips
3.5
3.5
4.3
SILT with trace sand (ML); reddish brown; soft; dry; increasingsand fraction with depth, moist at 13.5'
CLAY with silt (CL); reddish brown to olive gray; medium stiff;moist; silt lenses (15'-25.9'), increasing moisture at 24.5'
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/28/2019 to 6/28/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-6S
SAMPLING METHOD:Dual Tube
NORTHING:398118.144
EASTING:2052540.567
GROUND ELEVATION:49.85 (feet NAVD88)
TOC ELEVATION:53.359 (feet NAVD88)
TOTAL WELL DEPTH:18 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 40.6 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)0
-5
-10
-15
-20
Filterpack(sand)2-inchPVCscreen(0.010inch)
3.8
5.0
5.0
3.0
CLAY with silt (CL); reddish brown to olive gray; medium stiff;moist; silt lenses (15'-25.9'), increasing moisture at 24.5'
(continued)
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'
CLAY (CH); dark gray; medium stiff; moist; medium gray sandlense at 28.6'-28.8'
CLAY (CH); dense; moist; homogenous with suspected lignitelenses (<1/4") from 33'-34'
CLAY with some mica (CL); medium gray; stiff; moist; thindark gray banding
PIW-3D soil boring terminated at 40.0 feet. Lithologicdescriptions not available beyond this depth.End of Boring at 40.6 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/28/2019 to 6/28/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-6S
SAMPLING METHOD:Dual Tube
NORTHING:398118.144
EASTING:2052540.567
GROUND ELEVATION:49.85 (feet NAVD88)
TOC ELEVATION:53.359 (feet NAVD88)
TOTAL WELL DEPTH:18 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 40.6 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)25
20
15
10 Depth(ft)-25
-30
-35
-40
Hand auger to 5'.
WellCover
Cementgrout
2-inchPVCcasing
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
3.4
3.8
3.9
SILT with sand (ML); reddish brown to brown; medium stiff;moist
CLAY (CL); medium gray with yellowish red; very soft; moist
Fine grained SAND with silt (SP-SM); reddish brown withgray; moist
CLAY with trace silt (CL); gray; very soft; moist; with yellowishto red streakingSAND with silt (SP-SM); gray to yellowish red; loose; moist;with some stratification between gray and yellowish redsands, gray sands ~2" thickEnd of Boring at 18.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/25/2019 to 6/25/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-7S
SAMPLING METHOD:Dual Tube
NORTHING:396786.995
EASTING:2052589.486
GROUND ELEVATION:45.809 (feet NAVD88)
TOC ELEVATION:48.392 (feet NAVD88)
TOTAL WELL DEPTH:7 ft
TOTAL BORING DEPTH:18 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 18 ft bgs
Page 1 of 1PatternLithologic DescriptionElev.(ft,NAVD88)45
40
35
30 Depth(ft)0
-5
-10
-15
Hand auger to 5'.
WellCover
Cementgrout
2-inchPVCcasing
3.4
3.8
3.9
SILT with sand (ML); reddish brown to brown; medium stiff;moist
CLAY (CL); medium gray with yellowish red; very soft; moist
Fine grained SAND with silt (SP-SM); reddish brown withgray; moist
CLAY with trace silt (CL); gray; very soft; moist; with yellowishto red streakingSAND with silt (SP-SM); gray to yellowish red; loose; moist;with some stratification between gray and yellowish redsands, gray sands ~2" thick
Fine to medium grained SAND trace clay (SP-SC); light grayyellowish red; loose; wet; with small lens of silty dark graysand
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/25/2019 to 6/25/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-7D
SAMPLING METHOD:Dual Tube
NORTHING:396787.693
EASTING:2052595.368
GROUND ELEVATION:45.778 (feet NAVD88)
TOC ELEVATION:48.597 (feet NAVD88)
TOTAL WELL DEPTH:29 ft
TOTAL BORING DEPTH:50 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 50 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)45
40
35
30
25 Depth(ft)0
-5
-10
-15
-20
Bentonitechips
Filterpack(sand)
2-inchPVCscreen(0.010inch)
5.0
5.0
3.2
4.0
4.5
Fine to medium grained SAND trace clay (SP-SC); light grayyellowish red; loose; wet; with small lens of silty dark gray
sand (continued)
CLAY (CL); dark gray; medium stiff; moist; interbedded withthin (0.5" thick) bands of dark gray clayFine grained SAND (SP-SC); yellowish red to gray; mediumdense; moist; with stratified with thin (.5") bands of dark grayclay
Fine to medium grained SAND (SP); dark gray; mediumdense; wet; homogenous, with thin (0.5") band of hard blackmaterial, possibly lignite
Fine grained SAND and silt (SP-SM); gray; medium dense;moist; with thick bands of dark gray material
Fine grained SAND and silt (CL-ML); medium dense; moist;increasing clay fraction with depth
CLAY (CH); medium gray; very stiff; moist; homogenous
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)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/25/2019 to 6/25/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-7D
SAMPLING METHOD:Dual Tube
NORTHING:396787.693
EASTING:2052595.368
GROUND ELEVATION:45.778 (feet NAVD88)
TOC ELEVATION:48.597 (feet NAVD88)
TOTAL WELL DEPTH:29 ft
TOTAL BORING DEPTH:50 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 50 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)20
15
10
5
0 Depth(ft)-25
-30
-35
-40
-45
3.5CLAY 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)
End of Boring at 50.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/25/2019 to 6/25/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-7D
SAMPLING METHOD:Dual Tube
NORTHING:396787.693
EASTING:2052595.368
GROUND ELEVATION:45.778 (feet NAVD88)
TOC ELEVATION:48.597 (feet NAVD88)
TOTAL WELL DEPTH:29 ft
TOTAL BORING DEPTH:50 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 50 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)Depth(ft)-50
Hand auger to 5'.
WellCover
Cementgrout
2-inchPVCcasing
4.8
5.0
4.4
Silty CLAY (CL-ML); reddish brown; dry
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'
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 Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/26/2019 to 6/26/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-8D
SAMPLING METHOD:Dual Tube
NORTHING:396403.378
EASTING:2052682.019
GROUND ELEVATION:45.919 (feet NAVD88)
TOC ELEVATION:48.518 (feet NAVD88)
TOTAL WELL DEPTH:35.5 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46.55 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)45
40
35
30
25 Depth(ft)0
-5
-10
-15
-20
Heaving sand
Bentonitechips
Filterpack
(sand)
2-inchPVC
screen(0.010inch)
3.0
3.2
3.9
4.1
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 at28' (continued)
Fine to medium grained SAND (SP); dark gray; wet; visiblemica grains, lignite laminations at 33.1', 34.5', and 35'
Increased lignitic laminations from 37.5' to 40' (~1/4" to 1.5"thick)
PIW-8D soil boring terminated at 44.55 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 46.6 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/26/2019 to 6/26/2019
GEOLOGIST:Ryan Gabelman
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Daniel Ferrell
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-8D
SAMPLING METHOD:Dual Tube
NORTHING:396403.378
EASTING:2052682.019
GROUND ELEVATION:45.919 (feet NAVD88)
TOC ELEVATION:48.518 (feet NAVD88)
TOTAL WELL DEPTH:35.5 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 46.55 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)20
15
10
5
0 Depth(ft)-25
-30
-35
-40
-45
Hand auger to 5'
WellCover
Cementgrout
2-inchPVCcasing
Bentonitechips
4.3
4.0
3.0
Fine to medium grained SAND with silt (SP-SM); grayishbrown with reddish brown; loose; dry; trace rounded pebbles(`~2mm)
CLAY (CL); gray with red; medium stiff; moist
Silty CLAY (CL-ML); grayish brown with reddish brown; stiff;moist
Silty SAND with trace clay (SP-SC); tannish brown; loose;
moist
Silty CLAY (CL-ML); reddish brown and reddish gray; soft;moist
Fine to medium grained SAND trace clay (SP-SC); tannishwhite; loose; moist; interbedded with mm-scale clay lenses;wet at 22.5' to 23'
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/26/2019 to 6/26/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-9S
SAMPLING METHOD:
NORTHING:396148.111
EASTING:2052251.101
GROUND ELEVATION:76.801 (feet NAVD88)
TOC ELEVATION:79.532 (feet NAVD88)
TOTAL WELL DEPTH:24.75 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 40 ft bgs
Page 1 of 2PatternLithologic DescriptionElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)0
-5
-10
-15
-20
Filterpack(sand)2-inchPVCscreen
(0.010inch)
Backfill
3.3
3.8
4.0
5.0
CLAY with trace silt (CL); grayish black; firm; moist; tracelignite
Medium to coarse grained SAND (SW); tannish white; loose;wet; intebedded with mm-scale clay lenses
Coarse grained SAND (SW); blackish gray; loose; wet; 1 inclay layer at 32.5' and lignitte appears in last inch of run
CLAY (CL); blackish gray; moist; with mm-scale sand layersand 0.5" lignite layer at 38'
End of Boring at 40.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/26/2019 to 6/26/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-9S
SAMPLING METHOD:
NORTHING:396148.111
EASTING:2052251.101
GROUND ELEVATION:76.801 (feet NAVD88)
TOC ELEVATION:79.532 (feet NAVD88)
TOTAL WELL DEPTH:24.75 ft
TOTAL BORING DEPTH:40 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 40 ft bgs
Page 2 of 2PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40 Depth(ft)-25
-30
-35
-40
Hand auger to 5'. Lithology descriptions from 0-40' taken fromPIW-9S.
WellCover
Cementgrout
2-inchPVCcasing
4.3
4.0
3.0
3.3
Fine to medium grained SAND with silt (SP-SM); grayishbrown with reddish brown; loose; dry; trace rounded pebbles(`~2mm)
CLAY (CL); gray with red; medium stiff; moist
Silty CLAY (CL-ML); grayish brown with reddish brown; stiff;moist
Silty SAND with trace clay (SP-SC); tannish brown; loose;moist
Silty CLAY (CL-ML); reddish brown and reddish gray; soft;moist
Fine to medium grained SAND with trace clay (SP-SC);tannish white; loose; moist; interbedded with mm-scale claylenses; wet at 22.5' to 23'
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/3/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-9D
SAMPLING METHOD:Dual Tube
NORTHING:396155.974
EASTING:2052250.911
GROUND ELEVATION:76.748 (feet NAVD88)
TOC ELEVATION:79.529 (feet NAVD88)
TOTAL WELL DEPTH:40 ft
TOTAL BORING DEPTH:49 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)0
-5
-10
-15
-20
Heaving sands
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
Backfill
3.8
4.0
5.0
CLAY with trace silt (CL); grayish black; firm; moist; tracelignite
Medium to coarse grained SAND (SW); tannish white; loose;wet; intebedded with mm-scale clay lenses
Coarse grained SAND (SW); blackish gray; loose; wet; 1 inclay layer at 32.5' and lignitte appears in last inch of run
CLAY (CL); blackish gray; moist; with mm-scale sand layersand 0.5" lignite layer at 38'
Coarse grained SAND with trace mica (SP); gray with brown;loose; wet; redoximorphic features
CLAY (CL); blackish brown with black; stiff; moist; laminated
Medium to coarse grained SAND with trace mica (SP); darkgray; medium dense; moist
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/3/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-9D
SAMPLING METHOD:Dual Tube
NORTHING:396155.974
EASTING:2052250.911
GROUND ELEVATION:76.748 (feet NAVD88)
TOC ELEVATION:79.529 (feet NAVD88)
TOTAL WELL DEPTH:40 ft
TOTAL BORING DEPTH:49 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)-25
-30
-35
-40
-45
Medium to coarse grained SAND with trace mica (SP); darkgray; medium dense; moist (continued)
PIW-9D soil boring terminated at 49.0 feet. Lithologicdescriptions not available beyond this depth.
End of Boring at 56.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/3/2019
GEOLOGIST:Brandon Peach
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-9D
SAMPLING METHOD:Dual Tube
NORTHING:396155.974
EASTING:2052250.911
GROUND ELEVATION:76.748 (feet NAVD88)
TOC ELEVATION:79.529 (feet NAVD88)
TOTAL WELL DEPTH:40 ft
TOTAL BORING DEPTH:49 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 55.95 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)25 Depth(ft)-50
-55
Hand auger to 5'.
WellCover
Cementgrout2-inchPVCcasing
Bentonitechips
Filterpack(sand)
2-inchPVCscreen(0.010inch)
5.0
3.5
5.0
CLAY with sand (CL); reddish brown with gray; stiff; moist
Silty SAND (SW-SM); orangeish brown to light brown; moist;homogenous
Fine to medium grained Silty SAND (SW-SC); gray; damp;mm-scale interlayers of gray silty clay
CLAY trace gravel (CL); black and gray; very stiff; moist;medium plasticity
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/24/2019 to 6/24/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-10S
SAMPLING METHOD:Dual Tube
NORTHING:395104.674
EASTING:2052297.041
GROUND ELEVATION:73.304 (feet NAVD88)
TOC ELEVATION:76.451 (feet NAVD88)
TOTAL WELL DEPTH:7 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)0
-5
-10
-15
-20
5.0
5.0
5.0
0.0
5.0
CLAY trace gravel (CL); black and gray; very stiff; moist;medium plasticity (continued)
CLAY trace fine to medium sand (CL); black and gray; stiff;moist
Medium to coarse grained SAND (SP); black and gray; loose;wet
CLAY (CH); black and gray; stiff; moist; mica-rcih interlayer at31'
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/24/2019 to 6/24/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-10S
SAMPLING METHOD:Dual Tube
NORTHING:395104.674
EASTING:2052297.041
GROUND ELEVATION:73.304 (feet NAVD88)
TOC ELEVATION:76.451 (feet NAVD88)
TOTAL WELL DEPTH:7 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)-25
-30
-35
-40
-45
Lithology described from sonic cores 49-59'
15' of heaving sands
CLAY (CH); black and gray; stiff; moist; mica-rcih interlayer at31' (continued)
Medium to coarse grained SAND (SP); black and gray;medium stiff; moist; quartz rich grains and trace mica, lignitepresent, well-sorted
CLAY (CL); gray; stiff to dense; medium plasticity
End of Boring at 59.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:6/24/2019 to 6/24/2019
GEOLOGIST:Rohit Warrier
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Brian Thomas
DRILLING METHOD:Direct Push/ Hollow Stem Auger
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-10S
SAMPLING METHOD:Dual Tube
NORTHING:395104.674
EASTING:2052297.041
GROUND ELEVATION:73.304 (feet NAVD88)
TOC ELEVATION:76.451 (feet NAVD88)
TOTAL WELL DEPTH:7 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)25
20
15 Depth(ft)-50
-55
Hand auger to 5'. Lithologic descriptions from soil boringsco-located with PIW-10S.
WellCover
2-inchPVCcasing
5.0
3.5
5.0
CLAY with sand (CL); reddish brown with gray; stiff; moist; lowplasticity
Silty SAND (SW-SM); orangeish brown to light brown; moist;homogenous, well-sorted
Fine to medium grained Silty SAND (SW-SC); moist;interbedded with gray silty clay
CLAY with trace gravel (CL); black and gray; very stiff; moist;medium plasticity
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/2/2019
GEOLOGIST:Allison Vo
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Isaac Young
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-10D
SAMPLING METHOD:Dual Tube
NORTHING:395098.787
EASTING:2052293.844
GROUND ELEVATION:73.339 (feet NAVD88)
TOC ELEVATION:76.199 (feet NAVD88)
TOTAL WELL DEPTH:53 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 1 of 3PatternLithologic DescriptionElev.(ft,NAVD88)75
70
65
60
55 Depth(ft)0
-5
-10
-15
-20
Cementgrout
5.0
5.0
5.0
0.0
5.0
CLAY with trace gravel (CL); black and gray; very stiff; moist;medium plasticity (continued)
CLAY (CL); black and gray; stiff; moist; medium plasticity;interbedded with fine to medium grained sand and silt
Medium to coarse grained SAND (SP); black and gray; wet
CLAY (CH); black and gray; stiff; moist; mica-rcih seam at 31'
(Continued Next Page)
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/2/2019
GEOLOGIST:Allison Vo
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Isaac Young
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-10D
SAMPLING METHOD:Dual Tube
NORTHING:395098.787
EASTING:2052293.844
GROUND ELEVATION:73.339 (feet NAVD88)
TOC ELEVATION:76.199 (feet NAVD88)
TOTAL WELL DEPTH:53 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 2 of 3PatternLithologic DescriptionElev.(ft,NAVD88)50
45
40
35
30 Depth(ft)-25
-30
-35
-40
-45
Lithology described from sonic cores 49-59'
Bentonitechips
Filterpack(sand)2-inchPVCscreen(0.010inch)
5.0
CLAY (CH); black and gray; stiff; moist; mica-rcih seam at 31'(continued)
Medium to coarse grained SAND (SP); black and gray;medium stiff; moist; quartz rich grains and trace micaMedium grained SAND (SP); black and gray; moist;well-sorted, lignite, micaceous
CLAY (CL); gray; stiff; medium plasticity
End of Boring at 59.0 feet bgs.
WellConstruction Comments
Recovery (ft)BORING LOG
PROJECT NAME:Onsite Black Creek Characterization
PROJECT NO:TR0795
SITE LOCATION:Fayetteville, NC
BORING DATE:7/2/2019 to 7/2/2019
GEOLOGIST:Allison Vo
DRILLING CONTRACTOR:Cascade
DRILLER NAME:Isaac Young
DRILLING METHOD:Direct Push / Sonic
RIG TYPE:Geoprobe 7822DT
BOREHOLE DIA:8.25"
BOREHOLE ID: PIW-10D
SAMPLING METHOD:Dual Tube
NORTHING:395098.787
EASTING:2052293.844
GROUND ELEVATION:73.339 (feet NAVD88)
TOC ELEVATION:76.199 (feet NAVD88)
TOTAL WELL DEPTH:53 ft
TOTAL BORING DEPTH:59 ft
Geosyntec Consultants of NC, PC
2501 Blue Ridge Rd. Suite 430
Raleigh NC, 27607
Telephone: [phone]
All depths referenced to ground surface.
Total Depth: 59 ft bgs
Page 3 of 3PatternLithologic DescriptionElev.(ft,NAVD88)25
20
15 Depth(ft)-50
-55
09-11-2019 F:\Logs\Fayetteville\PW-01.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
LOG OF BORING: PW-01
(Page 1 of 1)
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
DESCRIPTION
0-2' SILTY SAND: Light tan/gray.
2-12' CLAYEY SAND: Yellowish brown
(7.5YR 5/4), soft, sub-angular, damp.
Clay content decreases with depth.
At 11', intermittent oxidation color
change to yellowish brown (10YR 6/4).
12-20.5' SAND WITH SILT:
Pale brown (10YR 6/3), very fine to fine
grained sand, very firm, loose/soft,
damp/moist.
Medium to coarse grained at 16'.
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'.USCSSM
SC
SC
SP
CL GRAPHICSurf.
Elev.
146.627
146.63
145.63
144.63
143.63
142.63
141.63
140.63
139.63
138.63
137.63
136.63
135.63
134.63
133.63
132.63
131.63
130.63
129.63
128.63
127.63
126.63
125.63
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
TOC Elev: : 149.547
Well: PW-01
BentoniteGrout
BentoniteSeal
SandFiler Pack
PVCCasing
ExpandablePlug
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (11-21')
WELL CONSTRUCTION
Bentonite Grout : 0-7'Bentonite Seal : 7-9'Sand Filter Pack : 9-21'
Date Started : 7/30/2019
Date Completed : 7/30/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
NAD83 1983 : NC SP Coordinates
Northing : 399064.799
Easting : 2049654.303
Completed Depth: : 21'
Boring Depth : 22'
Elevation/TOC : 146.627 / 149.547
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-02.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
LOG OF BORING: PW-02
(Page 1 of 3)
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
DESCRIPTION
0-2' SILTY SAND: Light tan/gray, loose, very fine to fine grained.
2-15' CLAYEY SAND:
Yellowish brown (7.5YR 5/4),
soft, sub-angular, very fine to fine
grained, damp.
Increasing to medium grained with
depth.
15-23' SILTY CLAY:Dark grayish brown (7.5YR 4/2) with sand and mica, stiff, firm, damp.
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.USCSSM
SC
CH
CH
CL GRAPHICSurf.
Elev.
143.764
143.76
142.76
141.76
140.76
139.76
138.76
137.76
136.76
135.76
134.76
133.76
132.76
131.76
130.76
129.76
128.76
127.76
126.76
125.76
124.76
123.76
122.76
121.76
120.76
119.76
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
TOC Elev: : 146.431
Well: PW-02
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (50-60')
WELL CONSTRUCTION
Bentonite Grout : 0-45.5'Bentonite Seal : 45.5-47.5'Sand Filter Pack : 47.5-60'
Date Started : 7/29/2019
Date Completed : 7/30/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
NAD83 1983 : NC SP Coordinates
Northing : 399779.064
Easting : 2050649.466
Completed Depth: : 60'
Boring Depth : 67'
Elevation/TOC : 143.764 / 146.431
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-02.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/29/2019
Date Completed : 7/30/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-02
(Page 2 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 399779.064
Easting : 2050649.466
Completed Depth: : 60'
Boring Depth : 67'
Elevation/TOC : 143.764 / 146.431
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
DESCRIPTION
30-45' CLAYEY SAND:Moderate to dark reddish brown (5R 4/3 & 3/4), very fine to fine grained, soft, loose, moist to saturated.
45-60' SILTY SAND:Light brownish gray (10YR 6/2) from 45-51', very fine to fine grained, loose,
soft, moist to saturated.USCSCL
SC
SM GRAPHICSurf.
Elev.
143.764
118.76
117.76
116.76
115.76
114.76
113.76
112.76
111.76
110.76
109.76
108.76
107.76
106.76
105.76
104.76
103.76
102.76
101.76
100.76
99.76
98.76
97.76
96.76
95.76
94.76
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
TOC Elev: : 146.431
Well: PW-02
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (50-60')
WELL CONSTRUCTION
Bentonite Grout : 0-45.5'Bentonite Seal : 45.5-47.5'Sand Filter Pack : 47.5-60'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-02.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/29/2019
Date Completed : 7/30/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-02
(Page 3 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 399779.064
Easting : 2050649.466
Completed Depth: : 60'
Boring Depth : 67'
Elevation/TOC : 143.764 / 146.431
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
DESCRIPTION
Oxidation layer (orange) at 51'.
Color change to brownish gray at 55'.
60-65' CLAY: Black (10YR 2/1), stiff, firm, mica present, damp. Lignite layer at 61'.
65-67' SILTY SAND:Very dark gray (10YR 3/1), soft, loose, micaceous, damp to moist.
End of boring at 67'.USCSSM
SM
SM
CL
SM GRAPHICSurf.
Elev.
143.764
93.76
92.76
91.76
90.76
89.76
88.76
87.76
86.76
85.76
84.76
83.76
82.76
81.76
80.76
79.76
78.76
77.76
76.76
75.76
74.76
73.76
72.76
71.76
70.76
69.76
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
TOC Elev: : 146.431
Well: PW-02
SandFiler Pack
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (50-60')
WELL CONSTRUCTION
Bentonite Grout : 0-45.5'Bentonite Seal : 45.5-47.5'Sand Filter Pack : 47.5-60'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-03.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/23/2019
Date Completed : 7/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-03
(Page 1 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 397339.809
Easting : 2050765.319
Completed Depth: : 45'
Boring Depth : 67'
Elevation/TOC : 144.968 / 147.967
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
DESCRIPTION
0-2' SILTY SAND: Sand with silt.
2-7.5' CLAYEY SAND: Yellowish red
brown (7.5YR 5/4), fine to medium to
coarse grained, loose to stiff, friable,
red oxidation, damp.
Clay lens at 5'.
7.5-12.5' SAND: Yellowish brown
(10YR 5/3), poorly sorted, medium to
coarse grained, soft, loose, damp to
moist. At 9', yellowish red (10YR 6/6),
fine grained sand, well sorted,
saturated.
12.5-16' CLAY WITH SAND:
Light brownish gray (10YR 3/1), red
oxidation (7.5YR 5/8) reddish yellow.
Sand lens at 15'.
16-28' CLAY:
Dark gray (10YR 3/1), very stiff, hard,
moderate to high plasticity, sub-angular
blocks, damp.USCSSM
SC
SP
CL
CL GRAPHICSurf.
Elev.
144.968
144.97
143.97
142.97
141.97
140.97
139.97
138.97
137.97
136.97
135.97
134.97
133.97
132.97
131.97
130.97
129.97
128.97
127.97
126.97
125.97
124.97
123.97
122.97
121.97
120.97
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
TOC Elev: : 147.967
Well: PW-03
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (35-45')
WELL CONSTRUCTION
Bentonite Grout : 0-31'Bentonite Seal : 31-33'Sand Filter Pack : 33-45'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-03.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/23/2019
Date Completed : 7/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-03
(Page 2 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 397339.809
Easting : 2050765.319
Completed Depth: : 45'
Boring Depth : 67'
Elevation/TOC : 144.968 / 147.967
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
DESCRIPTION
25-35' CLAY continued:
Clay with gravel and lignite layer at 28'.
Clay with silt and trace of mica at 30'.
35-45' SILTY SAND:Bluish light gray, well sorted, very fine to fine grained, soft, loose, trace of mica, moist.
Lignite layer at 42'.
45-50' CLAY:Black, firm, stiff, damp.USCSCL
SM
CL GRAPHICSurf.
Elev.
144.968
119.97
118.97
117.97
116.97
115.97
114.97
113.97
112.97
111.97
110.97
109.97
108.97
107.97
106.97
105.97
104.97
103.97
102.97
101.97
100.97
99.97
98.97
97.97
96.97
95.97
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
TOC Elev: : 147.967
Well: PW-03
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (35-45')
WELL CONSTRUCTION
Bentonite Grout : 0-31'Bentonite Seal : 31-33'Sand Filter Pack : 33-45'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-03.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/23/2019
Date Completed : 7/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-03
(Page 3 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 397339.809
Easting : 2050765.319
Completed Depth: : 45'
Boring Depth : 67'
Elevation/TOC : 144.968 / 147.967
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
DESCRIPTION
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.
54-58' CLAY:Black with blue mottling, firm, stiff, intermittent sand lenses, damp.
58-67' 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.
End of boring at 67'.USCSSM
CL
SP GRAPHICSurf.
Elev.
144.968
94.97
93.97
92.97
91.97
90.97
89.97
88.97
87.97
86.97
85.97
84.97
83.97
82.97
81.97
80.97
79.97
78.97
77.97
76.97
75.97
74.97
73.97
72.97
71.97
70.97
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
TOC Elev: : 147.967
Well: PW-03
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (35-45')
WELL CONSTRUCTION
Bentonite Grout : 0-31'Bentonite Seal : 31-33'Sand Filter Pack : 33-45'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-04.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/23/2019
Date Completed : 7/24/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-04
(Page 1 of 1)
NAD83 1983 : NC SP Coordinates
Northing : 394659.549
Easting : 2050940.657
Completed Depth: : 27'
Boring Depth : 32'
Elevation/TOC : 94.736 / 97.751
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
DESCRIPTION
USCSGRAPHICSurf.
Elev.
94.736
94.74
93.74
92.74
91.74
90.74
89.74
88.74
87.74
86.74
85.74
84.74
83.74
82.74
81.74
80.74
79.74
78.74
77.74
76.74
75.74
74.74
73.74
72.74
71.74
70.74
69.74
68.74
67.74
66.74
65.74
64.74
63.74
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
TOC Elev: : 97.751
Well: PW-04
BentoniteGrout
BentoniteSeal
SandFiler Pack
PVCCasing
ExpandablePlug
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (17-27')
WELL CONSTRUCTION
Bentonite Grout : 0-13'Bentonite Seal : 13-15'Sand Filter Pack : 15-27'
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.
Color change at 12', clean sand.
Reddish yellowish oxidation at 14'.
Color change to olive/dark brown and
becomes coarser grained at 17'.
18-27' SILTY SAND:Bluish light gray to olive, medium to
coarse grained, loose, soft, trace of mica, moist.
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'.
SP
SM
CL
SM
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-05.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
LOG OF BORING: PW-05
(Page 1 of 3)
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
DESCRIPTION
0-2' SILTY SAND: Brown, loose, damp.
2-12.5' CLAYEY SAND: Yellowish
brown (7.5YR 5/6), fine to medium
grained, loose, sub-angular blocky
grains, damp.
12.5-14' 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 fine
grained sand, loose, soft, damp.
Very pale brown (10YR 8/2) at 15'.
Yellow (10YR 8/6) at 16'.
Silt decreases with depth.
20-45.5' SAND WITH SILT:
Light gray (10YR 7/1), medium to coarse grained, intermittment orange oxidation layers.USCSSM
SC
ML
SM
SM GRAPHICSurf.
Elev.
147.158
147.16
146.16
145.16
144.16
143.16
142.16
141.16
140.16
139.16
138.16
137.16
136.16
135.16
134.16
133.16
132.16
131.16
130.16
129.16
128.16
127.16
126.16
125.16
124.16
123.16
122.16
121.16
120.16
119.16
118.16
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
TOC Elev: : 150.336
Well: PW-05
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (65-75')
WELL CONSTRUCTION
Bentonite Grout : 0-60.5'Bentonite Seal : 60.5-63'Sand Filter Pack : 63-75'
Date Started : 7/26/2019
Date Completed : 7/26/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
NAD83 1983 : NC SP Coordinates
Northing : 395873.1
Easting : 2047812.929
Completed Depth: : 75'
Boring Depth : 77'
Elevation/TOC : 147.158 / 150.336
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-05.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/26/2019
Date Completed : 7/26/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-05
(Page 2 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 395873.1
Easting : 2047812.929
Completed Depth: : 75'
Boring Depth : 77'
Elevation/TOC : 147.158 / 150.336
Depth
in
feet
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
DESCRIPTION
USCSGRAPHICSurf.
Elev.
147.158
117.16
116.16
115.16
114.16
113.16
112.16
111.16
110.16
109.16
108.16
107.16
106.16
105.16
104.16
103.16
102.16
101.16
100.16
99.16
98.16
97.16
96.16
95.16
94.16
93.16
92.16
91.16
90.16
89.16
88.16
Depth
in
feet
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
TOC Elev: : 150.336
Well: PW-05
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (65-75')
WELL CONSTRUCTION
Bentonite Grout : 0-60.5'Bentonite Seal : 60.5-63'Sand Filter Pack : 63-75'
Medium to coarse grained with depth.
Moisture content increases with depth.
45.5-52' SILTY CLAY:
Very dark gray (5Y 3/1) , trace amount of sand and mica present, soft, firm,
plastic, damp to moist.
52-70' SAND:
Yellowish brown (10YR 6/6), silt and mica present, well sorted, very fine to
fine grained, loose, soft, micaceous,
moist to saturated.
SM
CH
SP
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-05.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/26/2019
Date Completed : 7/26/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-05
(Page 3 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 395873.1
Easting : 2047812.929
Completed Depth: : 75'
Boring Depth : 77'
Elevation/TOC : 147.158 / 150.336
Depth
in
feet
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
DESCRIPTION
Color change to dark gray at 68'.
70-71' CLAY: Dark gray, firm.
71-75' SAND:Dark gray, well sorted, medium to coarse grained, very loose, micaceous, lignite with clay layer at 73', very moist.
75-77' CLAY.
End of boring at 77'.USCSSP
SP
CL
SP
CL GRAPHICSurf.
Elev.
147.158
87.16
86.16
85.16
84.16
83.16
82.16
81.16
80.16
79.16
78.16
77.16
76.16
75.16
74.16
73.16
72.16
71.16
70.16
69.16
68.16
67.16
66.16
65.16
64.16
63.16
62.16
61.16
60.16
59.16
58.16
Depth
in
feet
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
TOC Elev: : 150.336
Well: PW-05
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (65-75')
WELL CONSTRUCTION
Bentonite Grout : 0-60.5'Bentonite Seal : 60.5-63'Sand Filter Pack : 63-75'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-06.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
LOG OF BORING: PW-06
(Page 1 of 1)
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
DESCRIPTION
0-5' SILTY SAND:Light gray, poorly sorted.
5-27' SAND WITH SILT:Light grayish brown (10YR 6/2), loose, soft, fine to coarse grained, poorly sorted, damp to moist.
Coarseness increases with depth.
Orange oxidation layer at 16'.
Light tan, well sorted, very fine to fine
grained at 20'.
27-35' SILTY CLAY:Black to very dark brown (10YR 2/1), stiff, firm, plastic, damp to moist.
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'.USCSML
SP
SP
CH
SP GRAPHICSurf.
Elev.
144.755
144.76
143.76
142.76
141.76
140.76
139.76
138.76
137.76
136.76
135.76
134.76
133.76
132.76
131.76
130.76
129.76
128.76
127.76
126.76
125.76
124.76
123.76
122.76
121.76
120.76
119.76
118.76
117.76
116.76
115.76
114.76
113.76
112.76
111.76
110.76
109.76
108.76
107.76
106.76
105.76
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
TOC Elev: : 147.691
Well: PW-06
BentoniteGrout
BentoniteSeal
SandFiler Pack
PVCCasing
ExpandablePlug
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (19-29')
WELL CONSTRUCTION
Bentonite Grout : 0-15'Bentonite Seal : 15-17'Sand Filter Pack : 17-29'
Date Started : 7/29/2019
Date Completed : 7/29/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
NAD83 1983 : NC SP Coordinates
Northing : 392868
Easting : 2045288.765
Completed Depth: : 29'
Boring Depth : 37'
Elevation/TOC : 144.755 / 147.691
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-07.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/24/2019
Date Completed : 7/24/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-07
(Page 1 of 2)
NAD83 1983 : NC SP Coordinates
Northing : 390847.706
Easting : 2049258.256
Completed Depth: : 38
Boring Depth : 47'
Elevation/TOC : 144.9 / 148.16
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
DESCRIPTION
0-2.5' SILTY SAND:Red yellow (7.5YR 5/8), fine grained, damp.
2.5-7' SAND:
Red yellow (7.5YR 5/8), trace of clay,
intermittent clay lens throughout, damp.
7-10' SAND:
Brown (7.5YR 5/3), fine to medium
grained, wet.
10-27' SAND:Pinkish gray (7.5YR 8/2) to light gray at 14', fine to medium sand at 13' then back to fine sand at 14', intermittent clay lens 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.
Sandy clay at 20'.
White (8/1), very fine sand, heavy metals present.USCSSM
SP
SP
SP
SP
SP
SP GRAPHICSurf.
Elev.
144.9
144.9
143.9
142.9
141.9
140.9
139.9
138.9
137.9
136.9
135.9
134.9
133.9
132.9
131.9
130.9
129.9
128.9
127.9
126.9
125.9
124.9
123.9
122.9
121.9
120.9
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
TOC Elev: : 148.16
Well: PW-07
BentoniteGrout
BentoniteSeal
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (28-38')
WELL CONSTRUCTION
Bentonite Grout : 0-23.5Bentonite Seal : 23.5-26'Sand Filter Pack : 26-38'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-07.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/24/2019
Date Completed : 7/24/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-07
(Page 2 of 2)
NAD83 1983 : NC SP Coordinates
Northing : 390847.706
Easting : 2049258.256
Completed Depth: : 38
Boring Depth : 47'
Elevation/TOC : 144.9 / 148.16
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
DESCRIPTION
Red yellow (7.5YR 7/8), medium grained sand, coarse grained at 26.5'.Gray (7.5YR 7/1), wet.Heavy metals present.
27-37' SAND:
Gray (7.5YR 6/1), medium to coarse
grained, saturated.
At 32', pinkish white (7.5YR), sub-angular, medium grained, moist.
Light gray at 35'.
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.
40-46' CLAY WITH SAND:Dark gray, medium stiff, light gray with mica sand layers throughout.
Brown medium grained sand at 46-47'.
End of boring at 47'.USCSSP
SP
SP
ML
SC
SC GRAPHICSurf.
Elev.
144.9
119.9
118.9
117.9
116.9
115.9
114.9
113.9
112.9
111.9
110.9
109.9
108.9
107.9
106.9
105.9
104.9
103.9
102.9
101.9
100.9
99.9
98.9
97.9
96.9
95.9
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
TOC Elev: : 148.16
Well: PW-07
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (28-38')
WELL CONSTRUCTION
Bentonite Grout : 0-23.5Bentonite Seal : 23.5-26'Sand Filter Pack : 26-38'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-09.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
LOG OF BORING: PW-09
(Page 1 of 3)
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
DESCRIPTION
USCSGRAPHICSurf.
Elev.
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
TOC Elev: :
Well: PW-09
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (44-54')
WELL CONSTRUCTION
Bentonite Grout : 0-40'Bentonite Seal : 40-42'Sand Filter Pack : 42-54'
Date Started : 8/12/2019
Date Completed : 8/12/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 54'
Boring Depth : 69'
Elevation/TOC :
0-8' SILTY SAND: Light brown to tan, fine grained to 7',
medium grained at 8-9', loose, dry.
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.
11-18' SILTY SAND:
Brown, medium grained, trace of mica
from 11-15', wet throughout.
2" organic layer at 15', abundant mica
starting at 15'.
18-19': Brown, fine grained, abundant
mica, wet.
19-21.5': Brown to light brown, fine to
medium grained, abundant mica, wet.
21-5-22.5' SILTY SAND: Gray, fine to
medium grained, abundant mica, wet.
2" gray clay lens at 23' and 23.5', firm, damp.
24-29' SAND: Fine grained, abundant
organics, abundant mica.
SP
SP
SP
SM
SM
SM
SP
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-09.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/12/2019
Date Completed : 8/12/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-09
(Page 2 of 3)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 54'
Boring Depth : 69'
Elevation/TOC :
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
DESCRIPTION
2" clay lens at 28'.
29-31' SILTY SAND:
Brown, fine grained, mica present, wet.
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 fine
grained sand lens throughout.
35-39': Dark gray, fine sand layers throughout, stiff, mica rich, organic rich from 36-38', damp.
39-41' SAND WITH CLAY: Dark gray, medium to coarse grained, small clay lens throughout, wood fragments at 39.5', wet.41-42': Coarse grained sand, very loose, wet.42-43': Clayey sand, wood fragments, lignite present, approximate 2" clay lens at 42.5', wet.
43-46' SAND:Dark gray, fine grained, loose, mica
present, approximate 3" clay lens at
43.5', wet.
46-51.5' CLAY:
Dark gray, stiff, trace of mica, damp.USCSSP
SP
SM
ML
SC
CL
CL
SC
SP
CL GRAPHICSurf.
Elev.
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
TOC Elev: :
Well: PW-09
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (44-54')
WELL CONSTRUCTION
Bentonite Grout : 0-40'Bentonite Seal : 40-42'Sand Filter Pack : 42-54'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-09.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/12/2019
Date Completed : 8/12/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-09
(Page 3 of 3)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 54'
Boring Depth : 69'
Elevation/TOC :
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
DESCRIPTION
51.5-53' CLAYEY SAND WITH SILT:Dark gray, coarse grained, 2" clay lens at 52', wet.
53-56' CLAY:
Dark gray, stiff, damp.
56-59' CLAYEY SAND WITH SILT:Light gray, fine to medium grained, trace of mica, damp.
59-62': Very fine to fine grained.
62-65.5' SILTY CLAY:
Light gray, stiff, mica present, damp.
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'.USCSCL
SC
CL
SC
CH
SC GRAPHICSurf.
Elev.
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
TOC Elev: :
Well: PW-09
SandFiler Pack
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (44-54')
WELL CONSTRUCTION
Bentonite Grout : 0-40'Bentonite Seal : 40-42'Sand Filter Pack : 42-54'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-10R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/8/2019
Date Completed : 8/9/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-10R
(Page 1 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 398516.115
Easting : 2051936.585
Completed Depth: : 68'
Boring Depth : 79'
Elevation/TOC : 73.28 / 75.9
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
DESCRIPTION
0-3.5' SILTY SAND:Brown, fine grained, loose, organic roots present, damp.
3.5-9' CLAYEY SAND:Light brown, fine grained, firm chunks that break apart, 3" clay lens at 8', dry.
9-11' CLAYEY SAND:
Gray, fine grained, mica present, damp.
11-15.5' SAND:Orange brown, medium grained, moist.
15.5-18' SAND: Gray, medium grained, lignite layers at 17.5' and 16', moist.
18-20' CLAY: Dark gray with light gray, fine sand lens throughout, firm.
20-21' SAND: Brown, medium grained,
wet.
21-34' CLAY: Dark gray clay with fine grained and light gray sand lens, firm.USCSSM
SC
SC
SP
SP
CL
SP
CL GRAPHICSurf.
Elev.
73.28
73.28
72.28
71.28
70.28
69.28
68.28
67.28
66.28
65.28
64.28
63.28
62.28
61.28
60.28
59.28
58.28
57.28
56.28
55.28
54.28
53.28
52.28
51.28
50.28
49.28
48.28
47.28
46.28
45.28
44.28
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
TOC Elev: 75.9
Well: PW-10R
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (57-67')
WELL CONSTRUCTION
Bentonite Grout : 0-52.5'Bentonite Seal : 52.5-54.5'Sand Filter Pack : 54.5-68'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-10R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/8/2019
Date Completed : 8/9/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-10R
(Page 2 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 398516.115
Easting : 2051936.585
Completed Depth: : 68'
Boring Depth : 79'
Elevation/TOC : 73.28 / 75.9
Depth
in
feet
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
DESCRIPTION
34-38.5' SAND: Dark gray, fine grained, moist, wood fragments at 35', abundant
mica, light gray layer at 37.5', wood
fragments at 38.5'.
38.5-39.5' CLAYEY SAND: Dark gray, fine grained, damp, wood fragment present, abundant mica.
39.5-42' CLAY: Dark gray, firm, sand layer at 41', wood fragments at 39.5', damp.
42-44.5': Layers of light gray, fine
sands, interbedded.
44.5-57': Fine sand from 45.5-45' and at
46', damp.
57-59' SAND: Dark gray, medium
grained, abundant mica, moist.
59-60' CLAY: Dark gray, firm, mica
present.USCSCL
SP
SC
CL
SP
CL GRAPHICSurf.
Elev.
73.28
43.28
42.28
41.28
40.28
39.28
38.28
37.28
36.28
35.28
34.28
33.28
32.28
31.28
30.28
29.28
28.28
27.28
26.28
25.28
24.28
23.28
22.28
21.28
20.28
19.28
18.28
17.28
16.28
15.28
14.28
Depth
in
feet
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
TOC Elev: 75.9
Well: PW-10R
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (57-67')
WELL CONSTRUCTION
Bentonite Grout : 0-52.5'Bentonite Seal : 52.5-54.5'Sand Filter Pack : 54.5-68'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-10R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/8/2019
Date Completed : 8/9/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-10R
(Page 3 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 398516.115
Easting : 2051936.585
Completed Depth: : 68'
Boring Depth : 79'
Elevation/TOC : 73.28 / 75.9
Depth
in
feet
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
DESCRIPTION
60-67.5' CLAYEY SAND: Light gray, medium grained, moist.
67.5-72' SILTY CLAY:
Light gray, hard.
72-75' CLAYEY SAND: Light gray, fine grained transitioning to medium grained at 75', firm from 72-74.5', loose at 75'.
75-78.5': Light gray, fine grained, firm.
78.5-79' SILTY CLAY: Light gray, hard.
End of boring at 79'.USCSSC
CH
SC
CH GRAPHICSurf.
Elev.
73.28
13.28
12.28
11.28
10.28
9.28
8.28
7.28
6.28
5.28
4.28
3.28
2.28
1.28
.28
-.72
-1.72
-2.72
-3.72
-4.72
-5.72
-6.72
-7.72
-8.72
-9.72
-10.72
-11.72
-12.72
-13.72
-14.72
-15.72
Depth
in
feet
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
TOC Elev: 75.9
Well: PW-10R
SandFiler PackScreen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (57-67')
WELL CONSTRUCTION
Bentonite Grout : 0-52.5'Bentonite Seal : 52.5-54.5'Sand Filter Pack : 54.5-68'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-11.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/25/2019
Date Completed : 7/26/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-11
(Page 1 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 394354.363
Easting : 2052226.721
Completed Depth: : 64'
Boring Depth : 77'
Elevation/TOC : 70.187 / 73.263
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
DESCRIPTION
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.
6-10' SILTY SAND WITH CLAY:Grayish brown (10YR 5/1), very fine to fine grained, sub-angular blocky, damp.
10-65' SAND WITH SILT:
Light yellowish brown (10YR 6/4), trace
of clay, loose, sub-angular, damp.
At 17, medium to coarse grained with depth, intermittent clay lenses.
At 24', intermittent light gray to light
yellowish brown.USCSSM
SP
SM
SP GRAPHICSurf.
Elev.
70.187
70.19
69.19
68.19
67.19
66.19
65.19
64.19
63.19
62.19
61.19
60.19
59.19
58.19
57.19
56.19
55.19
54.19
53.19
52.19
51.19
50.19
49.19
48.19
47.19
46.19
45.19
44.19
43.19
42.19
41.19
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
TOC Elev: : 73.263
Well: PW-11
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (53-63')
WELL CONSTRUCTION
Bentonite Grout : 0-49'Bentonite Seal : 49-51'Sand Filter Pack : 51-64'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-11.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/25/2019
Date Completed : 7/26/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-11
(Page 2 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 394354.363
Easting : 2052226.721
Completed Depth: : 64'
Boring Depth : 77'
Elevation/TOC : 70.187 / 73.263
Depth
in
feet
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
DESCRIPTION
At 32', color change to dark yellowish
brown (10YR 4/5), medium to coarse
grained increases with depth.
4" black clay layer at 44', firm, stiff,
damp.
At 46.5', sand with silt, medium to coarse grained, color change (10YR 3/1).
At 52', very dark gray, moist.
Thick lignite and clay layer.
At 56', intermittent organic matter, black color with wood chips present, lignite layers.USCSSP
SP
SP GRAPHICSurf.
Elev.
70.187
40.19
39.19
38.19
37.19
36.19
35.19
34.19
33.19
32.19
31.19
30.19
29.19
28.19
27.19
26.19
25.19
24.19
23.19
22.19
21.19
20.19
19.19
18.19
17.19
16.19
15.19
14.19
13.19
12.19
11.19
Depth
in
feet
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
TOC Elev: : 73.263
Well: PW-11
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (53-63')
WELL CONSTRUCTION
Bentonite Grout : 0-49'Bentonite Seal : 49-51'Sand Filter Pack : 51-64'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-11.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/25/2019
Date Completed : 7/26/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-11
(Page 3 of 3)
NAD83 1983 : NC SP Coordinates
Northing : 394354.363
Easting : 2052226.721
Completed Depth: : 64'
Boring Depth : 77'
Elevation/TOC : 70.187 / 73.263
Depth
in
feet
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
DESCRIPTION
USCSGRAPHICSurf.
Elev.
70.187
10.19
9.19
8.19
7.19
6.19
5.19
4.19
3.19
2.19
1.19
.19
-.81
-1.81
-2.81
-3.81
-4.81
-5.81
-6.81
-7.81
-8.81
-9.81
-10.81
-11.81
-12.81
-13.81
-14.81
-15.81
-16.81
-17.81
-18.81
Depth
in
feet
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
TOC Elev: : 73.263
Well: PW-11
SandFiler PackScreen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (53-63')
WELL CONSTRUCTION
Bentonite Grout : 0-49'Bentonite Seal : 49-51'Sand Filter Pack : 51-64'
65-75' SILTY SAND:Light bluish gray (2.5Y 6/1), clay and traces of mica present, sub-angular
blocky, very stiff and dense, damp to
moist.Friable when dry.
75-77' CLAYEY SILT: Bluish dark gray
(2.5Y 4/1), sand and trace of mica present, sub-angular, stiff, damp.
End of boring at 77'.
SP
SM
ML
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-12.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/30/2019
Date Completed : 8/1/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-12
(Page 1 of 5)
NAD83 1983 : NC SP Coordinates
Northing : 399500.447
Easting : 2047063.51
Completed Depth: : 119'
Boring Depth : 147'
Elevation/TOC : 148.054 / 150.61
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
DESCRIPTION
0-2' SILTY SAND:Light gray and tan, loose.
2-12' CLAYEY SAND:Yellowish brown (7.5YR 5/4), very fine to fine grained, soft, sub-angular blocky, damp.
Clay content decreases with depth.
12-35' SAND WITH SILT:Yellowish brown (7.5YR 6/3), very fine to fine grained, loose, soft, damp to moist.
At 16', changes to medium to coarse
grained, color lightens.
At 20', pale brown (10YR 6/3), coarse
grained sand.
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 oxidation veins, firm, stiff, damp.USCSSM
SC
SP GRAPHICSurf.
Elev.
148.054
148.05
147.05
146.05
145.05
144.05
143.05
142.05
141.05
140.05
139.05
138.05
137.05
136.05
135.05
134.05
133.05
132.05
131.05
130.05
129.05
128.05
127.05
126.05
125.05
124.05
123.05
122.05
121.05
120.05
119.05
118.05
117.05
116.05
115.05
114.05
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
TOC Elev: : 150.61
Well: PW-12
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (109-119')
WELL CONSTRUCTION
Bentonite Grout : 0-103'Bentonite Seal : 103-106'Sand Filter Pack : 106-119'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-12.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/30/2019
Date Completed : 8/1/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-12
(Page 2 of 5)
NAD83 1983 : NC SP Coordinates
Northing : 399500.447
Easting : 2047063.51
Completed Depth: : 119'
Boring Depth : 147'
Elevation/TOC : 148.054 / 150.61
Depth
in
feet
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
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.
44-82' SAND WITH SILT:Yellowish brown (10YR 5/6), fine to medium grained, loose, damp to moist.
Intermittent laminated silty clay, dark gray lenses throughout.
At 51.5', lignite layer, color change to
olive black/brownish black (5Y 2/1).
At 57', light olive gray (5Y 6/1), loose, saturated.
At 62.5', Lignite layer followed by interbedded laminated silty clay lenses/layers.
Lignite layer at 68'.
Very fine to fine grained at 68.5'.USCSSP
SC
SP GRAPHICSurf.
Elev.
148.054
113.05
112.05
111.05
110.05
109.05
108.05
107.05
106.05
105.05
104.05
103.05
102.05
101.05
100.05
99.05
98.05
97.05
96.05
95.05
94.05
93.05
92.05
91.05
90.05
89.05
88.05
87.05
86.05
85.05
84.05
83.05
82.05
81.05
80.05
79.05
Depth
in
feet
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
TOC Elev: : 150.61
Well: PW-12
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (109-119')
WELL CONSTRUCTION
Bentonite Grout : 0-103'Bentonite Seal : 103-106'Sand Filter Pack : 106-119'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-12.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/30/2019
Date Completed : 8/1/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-12
(Page 3 of 5)
NAD83 1983 : NC SP Coordinates
Northing : 399500.447
Easting : 2047063.51
Completed Depth: : 119'
Boring Depth : 147'
Elevation/TOC : 148.054 / 150.61
Depth
in
feet
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
DESCRIPTION
USCSGRAPHICSurf.
Elev.
148.054
78.05
77.05
76.05
75.05
74.05
73.05
72.05
71.05
70.05
69.05
68.05
67.05
66.05
65.05
64.05
63.05
62.05
61.05
60.05
59.05
58.05
57.05
56.05
55.05
54.05
53.05
52.05
51.05
50.05
49.05
48.05
47.05
46.05
45.05
44.05
Depth
in
feet
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
TOC Elev: : 150.61
Well: PW-12
BentoniteGrout
BentoniteSeal
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (109-119')
WELL CONSTRUCTION
Bentonite Grout : 0-103'Bentonite Seal : 103-106'Sand Filter Pack : 106-119'
Changes to medium to coarse grained with depth.
At 79', interbedded laminated silty clay layer then back to very fine to fine
grained.
84-94' CLAY:
Olive gray (5YR 2/1), stiff, plastic, firm, damp.
At 90', intermittent lignite and sand layer.
At 92', Lignite layer.
94-123' SAND WITH SILT:
Olive gray (5Y 4/1), very fine to fine
grained, interbedded laminated silty
clay.
SP
SP
CL
SP
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-12.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/30/2019
Date Completed : 8/1/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-12
(Page 4 of 5)
NAD83 1983 : NC SP Coordinates
Northing : 399500.447
Easting : 2047063.51
Completed Depth: : 119'
Boring Depth : 147'
Elevation/TOC : 148.054 / 150.61
Depth
in
feet
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
DESCRIPTION
Lignite layer at 108'.
Increasing grain size with depth.
Coarse grained 118-119'.
Large pieces of lignite with clay
119-122'.
Sand lense 122-123'.
123-130' CLAY:
Olive gray, stiff, plastic, firm, damp.
Coarse grained sand layer at 126'.Lignite layer from 127-129'.
Silty clay from 129-130'.
130-143' CLAYEY SAND WITH SILT:Light olive gray, very fine to fine grained, loose, moist.
Clay lense at 139'.USCSSP
SP
CL
SC GRAPHICSurf.
Elev.
148.054
43.05
42.05
41.05
40.05
39.05
38.05
37.05
36.05
35.05
34.05
33.05
32.05
31.05
30.05
29.05
28.05
27.05
26.05
25.05
24.05
23.05
22.05
21.05
20.05
19.05
18.05
17.05
16.05
15.05
14.05
13.05
12.05
11.05
10.05
9.05
Depth
in
feet
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
TOC Elev: : 150.61
Well: PW-12
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (109-119')
WELL CONSTRUCTION
Bentonite Grout : 0-103'Bentonite Seal : 103-106'Sand Filter Pack : 106-119'
DRAFT - Pending
09-10-2019 F:\Logs\Fayetteville\PW-12.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 7/30/2019
Date Completed : 8/1/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Danielle Delgado
Boring Log By : Danielle Delgado
LOG OF BORING: PW-12
(Page 5 of 5)
NAD83 1983 : NC SP Coordinates
Northing : 399500.447
Easting : 2047063.51
Completed Depth: : 119'
Boring Depth : 147'
Elevation/TOC : 148.054 / 150.61
Depth
in
feet
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
DESCRIPTION
143-147' SILTY CLAY WITH SAND:
Olive gray (5Y 4/1), firm, hard, damp.
End of boring at 147'.USCSSC
CH GRAPHICSurf.
Elev.
148.054
8.05
7.05
6.05
5.05
4.05
3.05
2.05
1.05
.05
-.95
-1.95
-2.95
-3.95
-4.95
-5.95
-6.95
-7.95
-8.95
-9.95
-10.95
-11.95
-12.95
-13.95
-14.95
-15.95
-16.95
-17.95
-18.95
-19.95
-20.95
-21.95
-22.95
-23.95
-24.95
-25.95
Depth
in
feet
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
161
162
163
164
165
166
167
168
169
170
171
172
173
174
175
TOC Elev: : 150.61
Well: PW-12
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (109-119')
WELL CONSTRUCTION
Bentonite Grout : 0-103'Bentonite Seal : 103-106'Sand Filter Pack : 106-119'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-13.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
LOG OF BORING: PW-13
(Page 1 of 6)
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
DESCRIPTION
0-5' CLAYEY SAND:Brown, medium dense, trace of gravel, poorly sorted, medium grained, moist.
5-7' SANDY CLAY:Brown, stiff, slightly plastic, moist.
7-20' SAND:
Tan, loose, fine grained, well sorted,
moist.
Becoming coarse grained and medium
dense at 17'.
20-27' SAND:Brown and tan, medium dense, coarse
grained, well sorted, moist.USCSSC
CL
SW
SW GRAPHICSurf.
Elev.
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
TOC Elev: :
Well: PW-13
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (120-130')
WELL CONSTRUCTION
Bentonite Grout : 0-115'Bentonite Seal : 115-118'Sand Filter Pack : 118-130'
Date Started : 8/20/2019
Date Completed : 8/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Bret Nemeth
Boring Log By : Bret Nemeth
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 130'
Boring Depth : 147'
Elevation/TOC :
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-13.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/20/2019
Date Completed : 8/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Bret Nemeth
Boring Log By : Bret Nemeth
LOG OF BORING: PW-13
(Page 2 of 6)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 130'
Boring Depth : 147'
Elevation/TOC :
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
DESCRIPTION
27-28.75' SAND: Brown, medium dense, coarse grained, well sorted with trace
of gravel, moist.
28.75-29.5' CLAY: Brown, highly
plastic, soft, wet.
29.5-40' SAND: Brown, loose, coarse grained, well sorted, moist.Becoming more tan at 30.5'.
Becoming more brown at 32'.
Becoming more tan at 33'.
Becomes brown/tan mottled at 38.75'.
40-45.5': Brown/tan mottled, loose, well sorted, coarse grained, moist.
45.5-47' CLAYEY SAND: Brown, medium dense, well sorted, medium grained, moist.
47-51' SAND: Brown, loose, well
sorted, coarse grained, moist.
Becoming red/brown/tan mottled at 49'.USCSSW
SW
CH
SW
SC
SW GRAPHICSurf.
Elev.
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
TOC Elev: :
Well: PW-13
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (120-130')
WELL CONSTRUCTION
Bentonite Grout : 0-115'Bentonite Seal : 115-118'Sand Filter Pack : 118-130'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-13.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/20/2019
Date Completed : 8/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Bret Nemeth
Boring Log By : Bret Nemeth
LOG OF BORING: PW-13
(Page 3 of 6)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 130'
Boring Depth : 147'
Elevation/TOC :
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
DESCRIPTION
51-62' SILTY SAND: Red, medium dense, coarse grained, well sorted, moist.
At 55.5', becoming more brown, wet.
At 57', becoming reddish brown.
60-62': Reddish brown, medium dense, coarse grained, well sorted, trace of clay at 61'.
62-64' CLAY: Gray, stiff, moderately
plastic, moist.
64-66.5' SAND: Gray, dense, medium grained, well sorted, trace of silt, moist.
66.5-67' CLAY: Dark gray, stiff, highly
plastic, moist.
67-69' SILTY SAND: Dark gray, dense,
medium grained, well sorted, wet.
69-79.5' CLAY: Gray, stiff, highly plastic, moist.
At 70', dark gray, very stiff, micaceous.USCSSW
SM
CH
SW
CH
SM
CH GRAPHICSurf.
Elev.
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
TOC Elev: :
Well: PW-13
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (120-130')
WELL CONSTRUCTION
Bentonite Grout : 0-115'Bentonite Seal : 115-118'Sand Filter Pack : 118-130'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-13.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/20/2019
Date Completed : 8/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Bret Nemeth
Boring Log By : Bret Nemeth
LOG OF BORING: PW-13
(Page 4 of 6)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 130'
Boring Depth : 147'
Elevation/TOC :
Depth
in
feet
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
DESCRIPTION
Gray to dark gray, very stiff, highly plastic, micaceous, moist.
79.5-81' SILTY SAND: Dark gray, dense, coarse grained, well sorted, wet.
81-82.75' CLAY: Dark gray, very stiff, highly plastic, micaceous, moist.
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 with trace of clay, moist.
86.5-91' CLAY: Dark gray, very stiff, highly plastic, micaceous, moist.
91-97' SILTY SAND: Gray, dense,
coarse grained, well sorted, trace of
organic erratics, moist.
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.USCSCH
SM
CH
SM
CH
SM
CH
SM
CH
SM GRAPHICSurf.
Elev.
Depth
in
feet
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
TOC Elev: :
Well: PW-13
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (120-130')
WELL CONSTRUCTION
Bentonite Grout : 0-115'Bentonite Seal : 115-118'Sand Filter Pack : 118-130'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-13.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/20/2019
Date Completed : 8/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Bret Nemeth
Boring Log By : Bret Nemeth
LOG OF BORING: PW-13
(Page 5 of 6)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 130'
Boring Depth : 147'
Elevation/TOC :
Depth
in
feet
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
DESCRIPTION
100-110.5': Dark gray silty sand with some clay, dense, coarse grained, well sorted, wet.
110.5-111.5' CLAY: Dark gray, very stiff, highly plastic, micaceous, moist.
111.5-112' SAND WITH CLAY: Dark gray, dense, medium grained, well sorted, wet.
112-115' CLAY: Dark gray, very stiff,
highly plastic, micaceous, moist.
115-117.75' SAND: Light gray, medium dense, medium grained, well sorted, moist.
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.
118.75-125.5' CLAY: Dark gray, very stiff, highly plastic, micaceous, moist.
Becoming wet at 125'.USCSSM
CH
SC
CH
SW
CH
SW
CH GRAPHICSurf.
Elev.
Depth
in
feet
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
TOC Elev: :
Well: PW-13
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (120-130')
WELL CONSTRUCTION
Bentonite Grout : 0-115'Bentonite Seal : 115-118'Sand Filter Pack : 118-130'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-13.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/20/2019
Date Completed : 8/23/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Bret Nemeth
Boring Log By : Bret Nemeth
LOG OF BORING: PW-13
(Page 6 of 6)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 130'
Boring Depth : 147'
Elevation/TOC :
Depth
in
feet
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
DESCRIPTION
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.
130-140' SILTY CLAY: Gray, stiff, moderately plastic, moist.
Cape Fear Confining at 132'.Becoming light gray.
140-142' SILTY CLAY: Light gray, stiff, moderately plastic, moist.
142-142.5' SILTY SAND: Light gray,
dense, fine grained, well sorted, wet.
142.5-147' SILTY CLAY: Light gray,
stiff, moderately plastic, moist.
End of boring at 147' bgs.USCSCH
SM
CH
SM
CL
CL
SM
CL GRAPHICSurf.
Elev.
Depth
in
feet
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
TOC Elev: :
Well: PW-13
SandFiler Pack
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (120-130')
WELL CONSTRUCTION
Bentonite Grout : 0-115'Bentonite Seal : 115-118'Sand Filter Pack : 118-130'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-14.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
LOG OF BORING: PW-14
(Page 1 of 8)
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
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.
2-3': Orangish brown fine sand with
very little clay, damp.
3-4': Orangish brown with few rocks,
fine grained sand with little orange
mottling, slightly damp.
4-7': Fine to medium grained sand with very little silt, loose, no organics, slightly damp.
7-7.5': Tan, fine to medium grained with
little clay, damp.7.5-8': Orange, medium grained, damp.8-8.25': Tan, fine grained, damp.
8.25-12' SAND:Gray, fine grained with very little silt, damp.
12-15' SAND: Light tan, fine to medium grained, saturated.
15-16' SAND/SANDY CLAY: Orangish brown fine to coarse sand with very little clay, saturated, grades to fine to medium grained sandy clay, soft.
16-17' CLAY: Dark gray with decreasing sand.
17-17.5' CLAYEY SAND: Tan, fine to medium grained, damp.
17.5-22' CLAY:
Dark gray, stiff, slightly damp.USCSSP
SP
SP
SP
SP
SC
CL
SC
CL GRAPHICSurf.
Elev.
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
TOC Elev: :
Well: PW-14
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (136-146')
WELL CONSTRUCTION
Bentonite Grout : 0-131'Bentonite Seal : 131-134'Sand Filter Pack : 134-146'
Date Started : 8/26/2019
Date Completed : 8/27/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Ken Stuart/Bret Nemeth
Boring Log By : Ken Stuart/Bret Nemeth
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 146'
Boring Depth : 157'
Elevation/TOC :
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-14.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/26/2019
Date Completed : 8/27/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Ken Stuart/Bret Nemeth
Boring Log By : Ken Stuart/Bret Nemeth
LOG OF BORING: PW-14
(Page 2 of 8)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 146'
Boring Depth : 157'
Elevation/TOC :
Depth
in
feet
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
DESCRIPTION
20-22' CLAY: Dark gray, stiff, slightly damp.
22-22.5': Little silt present.
22.5-27': Slightly stiff, slightly damp.
27-28': Fine sand and organic material, black throughout.
28-29.5': Dark gray, fine sandy clay with black organic material, wood and sand, orange and black.
29.5-35': Dark gray, stiff, slightly damp.
35-36.5': Micaceous, very fine sandy clay.
36.5-37.5': SAND: Light tan, loose,
medium grained with very few orangish brown clay nodules.
37.5-38': SANDY CLAY: Dark gray, fine grained, slightly damp.
38-40' SAND: Gray, loose, fine to medium grained, micaceous, damp.USCSCL
SP
CL
SP GRAPHICSurf.
Elev.
Depth
in
feet
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
TOC Elev: :
Well: PW-14
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (136-146')
WELL CONSTRUCTION
Bentonite Grout : 0-131'Bentonite Seal : 131-134'Sand Filter Pack : 134-146'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-14.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/26/2019
Date Completed : 8/27/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Ken Stuart/Bret Nemeth
Boring Log By : Ken Stuart/Bret Nemeth
LOG OF BORING: PW-14
(Page 3 of 8)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 146'
Boring Depth : 157'
Elevation/TOC :
Depth
in
feet
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
DESCRIPTION
40-41.5': Stiff clay with fine sand.
41.5-46.5' SILTY SAND:Light gray, fine grained, micaceous, loose.
46.5-52' CLAY:Dark gray, tight, slightly damp.
52-53.25' CLAYEY SAND:Dark gray, slightly damp. Fine to medium grained, damp.
53.25-56.5': Medium to coarse grained.
56.5-62' CLAY: Dark gray, stiff.USCSCL
ML
CL
SC
CL GRAPHICSurf.
Elev.
Depth
in
feet
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
TOC Elev: :
Well: PW-14
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (136-146')
WELL CONSTRUCTION
Bentonite Grout : 0-131'Bentonite Seal : 131-134'Sand Filter Pack : 134-146'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-14.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/26/2019
Date Completed : 8/27/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Ken Stuart/Bret Nemeth
Boring Log By : Ken Stuart/Bret Nemeth
LOG OF BORING: PW-14
(Page 4 of 8)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 146'
Boring Depth : 157'
Elevation/TOC :
Depth
in
feet
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
DESCRIPTION
USCSGRAPHICSurf.
Elev.
Depth
in
feet
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
TOC Elev: :
Well: PW-14
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (136-146')
WELL CONSTRUCTION
Bentonite Grout : 0-131'Bentonite Seal : 131-134'Sand Filter Pack : 134-146'
62-62.5': Fine to medium grained sandy clay with lignite at last 2" (chunks >1"), soft, damp.
62.5-69' SAND:
Loose, fine to medium grained, very damp to wet.
69-71': Gray, fine to medium sand with many lignite chunks throughout and little
clay lens, loose, damp.
Dark gray silty clay with mica present at
71-71.5', stiff.
71.5-72.25': Medium to coarse grained, loose, micaceous.
72.25-77' SILTY CLAY:
Dark gray, stiff.
77-89.5' CLAY: Dark gray, moderately plastic, very stiff, fissile, micaceous,
moist.
CL
CL
SC
CL
CH
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-14.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/26/2019
Date Completed : 8/27/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Ken Stuart/Bret Nemeth
Boring Log By : Ken Stuart/Bret Nemeth
LOG OF BORING: PW-14
(Page 5 of 8)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 146'
Boring Depth : 157'
Elevation/TOC :
Depth
in
feet
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
DESCRIPTION
80-89.5' CLAY:Dark gray, moderately plastic, very stiff, fissile, micaceous, moist.
89.5-90': Becomes wet, medium stiff.
90-92': Becomes moist and stiff.
92-93': Becomes medium stiff, wet.
93-94.5' SAND: Gray, coarse grained, well sorted, dense, moist.
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:USCSCH
SW
CH
SW
CH
SW
CH GRAPHICSurf.
Elev.
Depth
in
feet
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
TOC Elev: :
Well: PW-14
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (136-146')
WELL CONSTRUCTION
Bentonite Grout : 0-131'Bentonite Seal : 131-134'Sand Filter Pack : 134-146'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-14.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/26/2019
Date Completed : 8/27/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Ken Stuart/Bret Nemeth
Boring Log By : Ken Stuart/Bret Nemeth
LOG OF BORING: PW-14
(Page 6 of 8)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 146'
Boring Depth : 157'
Elevation/TOC :
Depth
in
feet
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
DESCRIPTION
Dark gray, medium stiff, highly plastic, fissile, micaceous, wet.
101-108' SAND: Gray, medium grained, dense, well sorted, micaceous, wet.
Becoming lighter gray at 103.5'.
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.
111-121.5' CLAY: Dark gray, very stiff,
highly plastic, fissile, micaceous, moist.
Becomes stiff at 117'.USCSCH
SW
CH
CL
CH
SC
CH GRAPHICSurf.
Elev.
Depth
in
feet
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
TOC Elev: :
Well: PW-14
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (136-146')
WELL CONSTRUCTION
Bentonite Grout : 0-131'Bentonite Seal : 131-134'Sand Filter Pack : 134-146'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-14.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/26/2019
Date Completed : 8/27/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Ken Stuart/Bret Nemeth
Boring Log By : Ken Stuart/Bret Nemeth
LOG OF BORING: PW-14
(Page 7 of 8)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 146'
Boring Depth : 157'
Elevation/TOC :
Depth
in
feet
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
DESCRIPTION
Dark gray clay, very stiff to stiff, highly plastic, fissile, micaceous, moist.
121.5-132' SAND: Light gray, medium dense, medium grained, well sorted, micaceous, moist.
132-136.5' SILTY SAND:Dark gray, medium dense, medium grained, well sorted, micaceous, moist.
136.5-139.75' CLAY:Dark gray, stiff, highly plastic, fissile, micaceous, moist.
139.75-143' SILTY SAND:USCSCH
SW
SM
CH
SM GRAPHICSurf.
Elev.
Depth
in
feet
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
TOC Elev: :
Well: PW-14
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (136-146')
WELL CONSTRUCTION
Bentonite Grout : 0-131'Bentonite Seal : 131-134'Sand Filter Pack : 134-146'
DRAFT - Pending
09-11-2019 F:\Logs\Fayetteville\PW-14.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/26/2019
Date Completed : 8/27/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : James Smith
Lead Driller License # : 4472-A
Geologist : Ken Stuart/Bret Nemeth
Boring Log By : Ken Stuart/Bret Nemeth
LOG OF BORING: PW-14
(Page 8 of 8)
NAD83 1983 : NC SP Coordinates
Northing :
Easting :
Completed Depth: : 146'
Boring Depth : 157'
Elevation/TOC :
Depth
in
feet
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
DESCRIPTION
139.75-143' SILTY SAND: Gray, medium dense, coarse grained, well sorted, becomes medium grained and micaceous at 140.5', wet.
143-146' CLAYEY SAND: Light gray,
medium dense, medium to fine grained,
well sorted, wet.
146-150' SILTY CLAY: Light gray, very
stiff, moderately plastic with fine
grained sand, moist.
150-157': Stiff, slightly plastic with fine sand, moist to wet.
End of boring at 157' bgs.USCSSM
SC
CL GRAPHICSurf.
Elev.
Depth
in
feet
140
141
142
143
144
145
146
147
148
149
150
151
152
153
154
155
156
157
158
159
160
TOC Elev: :
Well: PW-14
SandFiler Pack
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (136-146')
WELL CONSTRUCTION
Bentonite Grout : 0-131'Bentonite Seal : 131-134'Sand Filter Pack : 134-146'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-15R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/13/2019
Date Completed : 8/14/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-15R
(Page 1 of 6)
NAD83 1983 : NC SP Coordinates
Northing : 398900.875
Easting : 2051011.753
Completed Depth: : 120'
Boring Depth : 139'
Elevation/TOC : 133.33 / 136.14
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
DESCRIPTION
0-4' SILTY SAND: Tan, fine grained, very loose, dry.
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'.
Stiff, crumbles from 11-12'.
Dark gray clay interbedded sand layer, medium coarse, trace of organics, wet
at 14'.
19-25':Dark gray, medium stiff, organic rich at 19-21'.
Light gray, interbedded fine sands at 22-23' (>1mm), damp.USCSSM
SC
SC
CL
CL
CL
CL GRAPHICSurf.
Elev.
133.33
133.33
132.33
131.33
130.33
129.33
128.33
127.33
126.33
125.33
124.33
123.33
122.33
121.33
120.33
119.33
118.33
117.33
116.33
115.33
114.33
113.33
112.33
111.33
110.33
109.33
Depth
in
feet
0
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
TOC Elev: 136.14
Well: PW-15R
BentoniteGrout
PVCCasing
ExpandablePlug
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (110-120')
WELL CONSTRUCTION
Bentonite Grout : 0-106'Bentonite Seal : 106-108'Sand Filter Pack : 108-120'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-15R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/13/2019
Date Completed : 8/14/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-15R
(Page 2 of 6)
NAD83 1983 : NC SP Coordinates
Northing : 398900.875
Easting : 2051011.753
Completed Depth: : 120'
Boring Depth : 139'
Elevation/TOC : 133.33 / 136.14
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
DESCRIPTION
25-29':Light gray, damp.
29-31' CLAYEY SAND:
Dark gray, medium grained, wet.
31-32' SAND:Gray to greenish gray, medium to coarse grained, loose.
32-33': Light brown, moist.
33-36':
White to tan fine grained sand, very
loose.
1" clay lens at 36', dry.
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 lens throughout (>1"), wet.
41-45' CLAY:
Dark gray, medium stiff, interbedded
with fine sand (>1mm).
45-49' CLAYEY SAND:Brown, clay lens throughout, ranging from >1mm to 1".
49-51.5' SILTY SAND: Brown, tan, orange-yellowish, mica rich, moist, medium to fine grained at bottom.USCSCL
SC
SP
SP
SP
SM
SP
CL
SC
SM GRAPHICSurf.
Elev.
133.33
108.33
107.33
106.33
105.33
104.33
103.33
102.33
101.33
100.33
99.33
98.33
97.33
96.33
95.33
94.33
93.33
92.33
91.33
90.33
89.33
88.33
87.33
86.33
85.33
84.33
Depth
in
feet
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
TOC Elev: 136.14
Well: PW-15R
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (110-120')
WELL CONSTRUCTION
Bentonite Grout : 0-106'Bentonite Seal : 106-108'Sand Filter Pack : 108-120'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-15R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/13/2019
Date Completed : 8/14/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-15R
(Page 3 of 6)
NAD83 1983 : NC SP Coordinates
Northing : 398900.875
Easting : 2051011.753
Completed Depth: : 120'
Boring Depth : 139'
Elevation/TOC : 133.33 / 136.14
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
DESCRIPTION
51.5-52': Tan, light brown, very fine grained.52-52.5': Gray color.
52.5-62' CLAY:
Dark gray, stiff, interbedded very fine
light gray sand, damp.
62-69' CLAYEY SAND:
Dark gray, fine to medium grained, mica
rich. Loose sand layers, medium
grained at 65' and 67', both layers are 1'
thick, moist.
69-75' SILTY SAND:Dark gray, medium grained, moist.2" organic layer at 70'.5" clay lens at 71'.Very fine sand at 72'.
3" clay lens at 73'.
7" clay lens at 75'.USCSSM
SM
CL
SC
SM GRAPHICSurf.
Elev.
133.33
83.33
82.33
81.33
80.33
79.33
78.33
77.33
76.33
75.33
74.33
73.33
72.33
71.33
70.33
69.33
68.33
67.33
66.33
65.33
64.33
63.33
62.33
61.33
60.33
59.33
Depth
in
feet
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
TOC Elev: 136.14
Well: PW-15R
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (110-120')
WELL CONSTRUCTION
Bentonite Grout : 0-106'Bentonite Seal : 106-108'Sand Filter Pack : 108-120'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-15R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/13/2019
Date Completed : 8/14/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-15R
(Page 4 of 6)
NAD83 1983 : NC SP Coordinates
Northing : 398900.875
Easting : 2051011.753
Completed Depth: : 120'
Boring Depth : 139'
Elevation/TOC : 133.33 / 136.14
Depth
in
feet
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
DESCRIPTION
75-79' SILTY SAND:Organic rich layer at 78.5'.
79-88' CLAY:Dark gray, stiff, mica present, interbedded fine sand layers >1mm throughout, damp.
88-97' SILTY SAND:
Dark gray to light gray, medium grained,
trace of micas, poorly sorted, moist.
97-99': Fine grained.
99-103': Light gray to gray, medium grained, mica present.USCSSM
CL
SM
SM GRAPHICSurf.
Elev.
133.33
58.33
57.33
56.33
55.33
54.33
53.33
52.33
51.33
50.33
49.33
48.33
47.33
46.33
45.33
44.33
43.33
42.33
41.33
40.33
39.33
38.33
37.33
36.33
35.33
34.33
Depth
in
feet
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
TOC Elev: 136.14
Well: PW-15R
BentoniteGrout
Riser
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (110-120')
WELL CONSTRUCTION
Bentonite Grout : 0-106'Bentonite Seal : 106-108'Sand Filter Pack : 108-120'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-15R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/13/2019
Date Completed : 8/14/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-15R
(Page 5 of 6)
NAD83 1983 : NC SP Coordinates
Northing : 398900.875
Easting : 2051011.753
Completed Depth: : 120'
Boring Depth : 139'
Elevation/TOC : 133.33 / 136.14
Depth
in
feet
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
DESCRIPTION
103-109' SILTY SAND:
Trace of clay at 103'.
109-119':Gray to light gray, medium grained, mica present, moist, 2" clay lens at 118'.
Clay lens at 118'.
119-120': Fine grained.
120-121' CLAY: Dark gray, stiff.
121-123' SILTY SAND:
Dark gray to gray, fine grained, mica
present, moist, approximately 1" clay
lens at 122.5'.
123-125': Medium grained, moist.USCSSM
SM
SM
CL
MS GRAPHICSurf.
Elev.
133.33
33.33
32.33
31.33
30.33
29.33
28.33
27.33
26.33
25.33
24.33
23.33
22.33
21.33
20.33
19.33
18.33
17.33
16.33
15.33
14.33
13.33
12.33
11.33
10.33
9.33
Depth
in
feet
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
TOC Elev: 136.14
Well: PW-15R
BentoniteGrout
BentoniteSeal
SandFiler Pack
Riser
Screen
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (110-120')
WELL CONSTRUCTION
Bentonite Grout : 0-106'Bentonite Seal : 106-108'Sand Filter Pack : 108-120'
DRAFT - Pending
09-24-2019 F:\Logs\Fayetteville\PW-15R.borPARSONS INFRASTRUCTURE
4704 Hedgemore Drive
Charlotte, North Carolina 28209
P16 - P18 Delineation Well Drilling Project
Fayetteville
The Chemours Company FC, LLC
Project Number: 449338
Date Started : 8/13/2019
Date Completed : 8/14/2019
Drilling Method : Sonic
Sampling Method : Continuous Core
Drilling Firm : Cascade
Lead Driller : Vern Olsen
Lead Driller License # : 2774-A
Geologist : Brandon Weidner
Boring Log By : Brandon Weidner
LOG OF BORING: PW-15R
(Page 6 of 6)
NAD83 1983 : NC SP Coordinates
Northing : 398900.875
Easting : 2051011.753
Completed Depth: : 120'
Boring Depth : 139'
Elevation/TOC : 133.33 / 136.14
Depth
in
feet
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
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.
Finer grained at 132'.
132-136' SILTY CLAY:
Light gray, trace of very fine sand, stiff,
damp.
136-139': Light gray, stiff, damp.
End of boring at 139'.USCSCL
SM
CL
SM
CL GRAPHICSurf.
Elev.
133.33
8.33
7.33
6.33
5.33
4.33
3.33
2.33
1.33
.33
-.67
-1.67
-2.67
-3.67
-4.67
-5.67
-6.67
-7.67
-8.67
-9.67
-10.67
-11.67
-12.67
-13.67
-14.67
-15.67
Depth
in
feet
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
144
145
146
147
148
149
150
TOC Elev: 136.14
Well: PW-15R
Well Construction
Information
WELL RISER
Material : PVCDiameter : 2"
WELL SCREEN
Material : Schedule 40 PVCDiameter : 2"Slot Size : 0.010"Length : 10' (110-120')
WELL CONSTRUCTION
Bentonite Grout : 0-106'Bentonite Seal : 106-108'Sand Filter Pack : 108-120'
DRAFT - Pending
TR0795

APPENDIX E
Slug Test Data

TABLE E-1 ESTIMATED HYDRAULIC CONDUCTIVITYChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.Test 1Test 2 3Test 3 3Test 4 3Test 5 3Test 1 Test 2Test 3 3Test 4 3Test 5 3Test 6 3Test 1 2Test 2 2Test 3 2Test 4 2Manual Manual Manual Manual Manual Manual Manual Manual Manual Manual Manual Manual Manual Manual ManualSlug Out Slug Out Slug Out Slug Out Slug Out Slug In Slug Out Slug In Slug Out Slug In Slug Out Slug In Slug In Slug Out Slug In2.08 2.24 2.10 2.13 2.14 -3.06 2.03 -2.82 2.62 -3.00 2.53 -3.13 -3.10 2.28 -2.56Bouwer-Rice (1976) K (cm/sec)6.10E-04 1.44E-04 1.81E-04 1.12E-04 2.03E-04 1.30E-03 1.66E-03 1.26E-04 1.40E-04 1.23E-041.28E-041.43E-05 8.39E-05 3.70E-05 1.05E-04Hvorslev (1951) K (cm/sec)8.99E-04 1.94E-04 2.41E-04 1.79E-04 2.68E-04 2.91E-03 3.34E-03 3.02E-04 3.12E-04 2.00E-042.76E-042.04E-05 1.17E-04 4.62E-05 1.49E-04Geometric Mean K (cm/sec)Geometric Mean K (feet/day)0.55.43E-0513LTW-01 LTW-03 LTW-0430Well InformationWell Diameter (in)22Initial Boring Diameter (in)66Screen interval (ft BTOC)Confined or Unconfined AquiferUnconfined UnconfinedAquifer UnitFloodplain Deposits Floodplain Deposits11-26 15-30Well Depth (ft BTOC)2651.22 50.3352.910.1 0.1TOC Elevation (ft NAVD 88)53.83Static Water Level (ft BTOC)16.24 12.85Static Water Level (ft BLS)13.63 10.27AQTESOLV InputInitial Displacement (ft) [AQTESOLV H(0)]Static Water Column Height (ft) [AQTESOLV H]9.76 17.15Formation Saturated Thickness (ft) [AQTESOLV b]15 15162.15Screen Length (ft) [AQTESOLV "L"]Vertical-to-Horizontal hydraulic conductivity anisotropy ratio [AQTESOLV Kv/Kh]Well Skin Radius (ft) [AQTESOLV r(sk)]0.5 0.5Inside Radius of Well Casing (ft) [AQTESOLV r(c)]0.17 0.17Radius of Well (ft) [AQTESOLV r(w)]0.5 0.5Ground Surface ElevationWater level above top of well screen [AQTESOLV d]-5.242612-270.170.518.29410.13.2915UnconfinedFloodplain Deposits49.34278.7151.866.19Slug Test Results0.691.190.152.43E-044.20E-04TR0795Page 1 of 5September 2019
TABLE E-1 ESTIMATED HYDRAULIC CONDUCTIVITYChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.Bouwer-Rice (1976) K (cm/sec)Hvorslev (1951) K (cm/sec)Geometric Mean K (cm/sec)Geometric Mean K (feet/day)Well InformationWell Diameter (in)Initial Boring Diameter (in)Screen interval (ft BTOC)Confined or Unconfined AquiferAquifer UnitWell Depth (ft BTOC)TOC Elevation (ft NAVD 88)Static Water Level (ft BTOC)Static Water Level (ft BLS)AQTESOLV InputInitial Displacement (ft) [AQTESOLV H(0)]Static Water Column Height (ft) [AQTESOLV H]Formation Saturated Thickness (ft) [AQTESOLV b]Screen Length (ft) [AQTESOLV "L"]Vertical-to-Horizontal hydraulic conductivity anisotropy ratio [AQTESOLV Kv/Kh]Well Skin Radius (ft) [AQTESOLV r(sk)]Inside Radius of Well Casing (ft) [AQTESOLV r(c)]Radius of Well (ft) [AQTESOLV r(w)]Ground Surface ElevationWater level above top of well screen [AQTESOLV d]Slug Test ResultsTest 12Test 2 Test 3 Test 4 Test 5 Test 6 Test 7 Test 8 Test 9 Test 1 Test 2 Test 3 Test 4 Test 5Manual Manual Manual Manual Manual Manual Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic PneumaticSlug In Slug Out Slug In Slug Out Slug In Slug Out psi psi psi psi psi psi psi psi-2.41 1.91 -2.89 1.91 -2.56 1.91 2.67 3.55 3.44 3.99 3.57 3.89 3.34 4.432.15E-02 1.72E-02 2.67E-03 4.05E-03 3.84E-03 4.14E-03 1.72E-02 1.60E-02 1.49E-02 9.45E-03 1.09E-02 1.05E-02 1.04E-021.12E-022.88E-02 2.40E-02 3.56E-03 5.55E-03 5.19E-03 5.64E-03 2.25E-02 2.17E-02 2.03E-02 1.30E-02 1.37E-02 1.32E-02 1.32E-021.30E-0227.69150.117.69100.174.01100.170.50.50.50.5628-3838ConfinedBlack Creek Aquifer50.03ConfinedBlack Creek Aquifer116.33LTW-022688-9898SMW-1283.9986.6010.317.86113.72214.012052.480.128.3833.321.00E-021.18E-02TR0795Page 2 of 5September 2019
TABLE E-1 ESTIMATED HYDRAULIC CONDUCTIVITYChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.Bouwer-Rice (1976) K (cm/sec)Hvorslev (1951) K (cm/sec)Geometric Mean K (cm/sec)Geometric Mean K (feet/day)Well InformationWell Diameter (in)Initial Boring Diameter (in)Screen interval (ft BTOC)Confined or Unconfined AquiferAquifer UnitWell Depth (ft BTOC)TOC Elevation (ft NAVD 88)Static Water Level (ft BTOC)Static Water Level (ft BLS)AQTESOLV InputInitial Displacement (ft) [AQTESOLV H(0)]Static Water Column Height (ft) [AQTESOLV H]Formation Saturated Thickness (ft) [AQTESOLV b]Screen Length (ft) [AQTESOLV "L"]Vertical-to-Horizontal hydraulic conductivity anisotropy ratio [AQTESOLV Kv/Kh]Well Skin Radius (ft) [AQTESOLV r(sk)]Inside Radius of Well Casing (ft) [AQTESOLV r(c)]Radius of Well (ft) [AQTESOLV r(w)]Ground Surface ElevationWater level above top of well screen [AQTESOLV d]Slug Test ResultsTest 1 Test 2 Test 3 Test 4 Test 5 Test 6 Test 7 Test 8 Test 1 Test 2 Test 3 Test 4 Test 5Manual Manual Manual Manual Manual Manual Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic PneumaticSlug In Slug Out Slug In Slug Out Slug In Slug Out psi psi psi psi psi psi psi-1.99 1.99 -2.22 1.82 -2.45 2.01 4.29 3.72 6.72 3.97 3.84 3.90 4.991.78E-03 1.89E-03 2.67E-03 1.78E-032.40E-03 1.38E-03 1.57E-03 1.46E-034.60E-03 3.39E-03 7.97E-03 1.94E-03 3.57E-032.25E-03 2.32E-03 3.26E-03 1.99E-032.99E-03 1.71E-03 2.01E-03 1.81E-035.23E-03 3.62E-03 9.45E-03 2.11E-03 3.85E-032629-4444ConfinedFloodplain Deposits / Black Creek Aquifer49.2952.016.909.620.519.38150.170.5LTW-0534.38380.1BCA-0126101-91101ConfinedBlack Creek Aquifer143.26146.3057.9654.9343.04310.133.04100.170.511.540.54.07E-035.732.02E-03TR0795Page 3 of 5September 2019
TABLE E-1 ESTIMATED HYDRAULIC CONDUCTIVITYChemours Fayetteville Works, North CarolinaGeosyntec Consultants of NC P.C.Bouwer-Rice (1976) K (cm/sec)Hvorslev (1951) K (cm/sec)Geometric Mean K (cm/sec)Geometric Mean K (feet/day)Well InformationWell Diameter (in)Initial Boring Diameter (in)Screen interval (ft BTOC)Confined or Unconfined AquiferAquifer UnitWell Depth (ft BTOC)TOC Elevation (ft NAVD 88)Static Water Level (ft BTOC)Static Water Level (ft BLS)AQTESOLV InputInitial Displacement (ft) [AQTESOLV H(0)]Static Water Column Height (ft) [AQTESOLV H]Formation Saturated Thickness (ft) [AQTESOLV b]Screen Length (ft) [AQTESOLV "L"]Vertical-to-Horizontal hydraulic conductivity anisotropy ratio [AQTESOLV Kv/Kh]Well Skin Radius (ft) [AQTESOLV r(sk)]Inside Radius of Well Casing (ft) [AQTESOLV r(c)]Radius of Well (ft) [AQTESOLV r(w)]Ground Surface ElevationWater level above top of well screen [AQTESOLV d]Slug Test ResultsTest 1 Test 2 Test 3 Test 4 Test 5 Test 1 Test 2 Test 3 Test 4 Test 5Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic Pneumatic Pneumaticpsi psi psi psi psi psi psi psi psi psi4.52 4.31 6.80 4.99 5.10 3.93 3.72 3.52 3.49 3.867.97E-03 6.93E-03 5.80E-03 5.80E-03 5.47E-03 2.48E-02 2.69E-02 2.66E-02 2.67E-022.60E-029.77E-03 8.64E-03 7.11E-03 7.11E-03 6.71E-03 3.06E-02 2.96E-02 2.92E-02 2.93E-022.86E-02BCA-02BCA-042266102-92104-94102104ConfinedConfinedBlack Creek Aquifer Black Creek Aquifer145.20 147.069148.42 150.24173.40 27.5270.18 24.3528.60 76.4833 340.1 0.118.60 66.4810 100.17 0.170.5 0.519.90 78.740.5 0.57.02E-03 2.78E-02TR0795Page 4 of 5September 2019
TABLE E-1 ESTIMATED HYDRAULIC CONDUCTIVITYChemours Fayetteville Works, North CarolinaGeosyntec 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 secondft BLS - feet below land surfaceNAVD 88 - North American Vertical Datum 1988ft BTOC - feet below top of casingin - inchesft - feetft/day - feet per dayK - hydraulic conductivityTR0795Page 5 of 5September 2019
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.0046 cm/sec y0 = 3.532 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.005228 cm/sec y0 = 3.275 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.003392 cm/sec y0 = 1.561 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.003621 cm/sec y0 = 1.359 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.007972 cm/sec y0 = 3.63 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.009452 cm/sec y0 = 3.547 ft
0. 80. 160. 240. 320. 400.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.001941 cm/sec y0 = 0.7547 ft
0. 80. 160. 240. 320. 400.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.002112 cm/sec y0 = 0.7329 ft
0. 80. 160. 240. 320. 400.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.003568 cm/sec y0 = 1.893 ft
0. 80. 160. 240. 320. 400.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 43.04 ft
Total Well Penetration Depth: 43.04 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.003847 cm/sec y0 = 1.724 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.007974 cm/sec y0 = 4.522 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.009772 cm/sec y0 = 4.52 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.006933 cm/sec y0 = 4.115 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.008641 cm/sec y0 = 4.234 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.005797 cm/sec y0 = 6.741 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.007108 cm/sec y0 = 6.741 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.005799 cm/sec y0 = 4.926 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.007111 cm/sec y0 = 4.926 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.005472 cm/sec y0 = 5.132 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 28.6 ft
Total Well Penetration Depth: 28.6 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.006709 cm/sec y0 = 5.132 ft
0. 30. 60. 90. 120. 150.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.02481 cm/sec y0 = 3.756 ft
0. 30. 60. 90. 120. 150.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.03059 cm/sec y0 = 3.992 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.02691 cm/sec y0 = 3.77 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02957 cm/sec y0 = 3.769 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.02661 cm/sec y0 = 3.511 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02924 cm/sec y0 = 3.511 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.02671 cm/sec y0 = 3.49 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02934 cm/sec y0 = 3.49 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.026 cm/sec y0 = 3.958 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 76.48 ft
Total Well Penetration Depth: 76.48 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02857 cm/sec y0 = 3.959 ft
0. 140. 280. 420. 560. 700.
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0006097 cm/sec y0 = 0.4163 ft
0. 140. 280. 420. 560. 700.
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0008987 cm/sec y0 = 0.4312 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0001438 cm/sec y0 = 0.302 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0001935 cm/sec y0 = 0.2922 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0001814 cm/sec y0 = 0.3695 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0002405 cm/sec y0 = 0.3523 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0001787 cm/sec y0 = 0.3372 ft
0. 300. 600. 900. 1.2E+3 1.5E+3
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0002025 cm/sec y0 = 0.4146 ft
0. 300. 600. 900. 1.2E+3 1.5E+3
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 9.76 ft
Total Well Penetration Depth: 15. ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0002677 cm/sec y0 = 0.412 ft
0. 40. 80. 120. 160. 200.
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.009449 cm/sec y0 = 3.104 ft
0. 40. 80. 120. 160. 200.
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.01296 cm/sec y0 = 3.292 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.01088 cm/sec y0 = 3.022 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.01366 cm/sec y0 = 2.92 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.0105 cm/sec y0 = 3.24 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.01319 cm/sec y0 = 3.255 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.01039 cm/sec y0 = 3.255 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.01322 cm/sec y0 = 3.239 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.0112 cm/sec y0 = 3.853 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 27.69 ft
Total Well Penetration Depth: 27.69 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.01299 cm/sec y0 = 3.609 ft
0. 60. 120. 180. 240. 300.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.001303 cm/sec y0 = -1.604 ft
0. 60. 120. 180. 240. 300.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.002914 cm/sec y0 = -1.63 ft
0. 60. 120. 180. 240. 300.
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.001657 cm/sec y0 = 1.824 ft
0. 60. 120. 180. 240. 300.
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.003344 cm/sec y0 = 1.808 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 4.128E-6 ft/sec y0 = -0.2622 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 9.924E-6 ft/sec y0 = -0.3112 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0001401 cm/sec y0 = 0.3456 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0003117 cm/sec y0 = 0.3735 ft
0. 800. 1.6E+3 2.4E+3 3.2E+3 4.0E+3
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0001225 cm/sec y0 = -0.3784 ft
0. 800. 1.6E+3 2.4E+3 3.2E+3 4.0E+3
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0001996 cm/sec y0 = -0.3345 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0001277 cm/sec y0 = 0.3572 ft
0. 600. 1.2E+3 1.8E+3 2.4E+3 3.0E+3
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 17.15 ft
Total Well Penetration Depth: 17.15 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0002756 cm/sec y0 = 0.3743 ft
0. 1.8E+3 3.6E+3 5.4E+3 7.2E+3 9.0E+3
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0001168 cm/sec y0 = -0.9781 ft
0. 4.0E+3 8.0E+3 1.2E+4 1.6E+4 2.0E+4
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 1.387E-5 cm/sec y0 = -0.7751 ft
0. 4.0E+3 8.0E+3 1.2E+4 1.6E+4 2.0E+4
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 2.038E-5 cm/sec y0 = -0.8037 ft
0. 1.8E+3 3.6E+3 5.4E+3 7.2E+3 9.0E+3
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 8.393E-5 cm/sec y0 = -1.046 ft
0. 1.8E+3 3.6E+3 5.4E+3 7.2E+3 9.0E+3
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0001168 cm/sec y0 = -0.9781 ft
0. 1000. 2.0E+3 3.0E+3 4.0E+3 5.0E+3
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 3.7E-5 cm/sec y0 = 0.9612 ft
0. 1000. 2.0E+3 3.0E+3 4.0E+3 5.0E+3
0.1
1.
10.
Time (sec)Displacement (ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 4.618E-5 cm/sec y0 = 0.8823 ft
0. 1000. 2.0E+3 3.0E+3 4.0E+3 5.0E+3
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 0.0001048 cm/sec y0 = -1.664 ft
0. 1000. 2.0E+3 3.0E+3 4.0E+3 5.0E+3
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 18.29 ft
Total Well Penetration Depth: 18.29 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Unconfined Solution Method: Hvorslev
K = 0.0001486 cm/sec y0 = -1.676 ft
0. 25. 50. 75. 100. 125.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.001779 cm/sec y0 = -0.8232 ft
0. 25. 50. 75. 100. 125.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.00225 cm/sec y0 = -0.8289 ft
0. 100. 200. 300. 400. 500.
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.001892 cm/sec y0 = 1.689 ft
0. 100. 200. 300. 400. 500.
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.002321 cm/sec y0 = 1.7 ft
0. 80. 160. 240. 320. 400.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.002668 cm/sec y0 = -1.032 ft
0. 80. 160. 240. 320. 400.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.003257 cm/sec y0 = -0.9884 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.001779 cm/sec y0 = 1.558 ft
0. 40. 80. 120. 160. 200.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.001991 cm/sec y0 = 1.339 ft
0. 120. 240. 360. 480. 600.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.002398 cm/sec y0 = -1.09 ft
0. 120. 240. 360. 480. 600.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.002991 cm/sec y0 = -1.08 ft
0. 80. 160. 240. 320. 400.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.001384 cm/sec y0 = 1.321 ft
0. 80. 160. 240. 320. 400.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.001707 cm/sec y0 = 1.303 ft
0. 60. 120. 180. 240. 300.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.001573 cm/sec y0 = 3.322 ft
0. 60. 120. 180. 240. 300.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.002012 cm/sec y0 = 3.345 ft
0. 80. 160. 240. 320. 400.
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.001464 cm/sec y0 = 2.902 ft
0. 80. 160. 240. 320. 400.
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 34.38 ft
Total Well Penetration Depth: 34.38 ft Screen Length: 15. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.001812 cm/sec y0 = 2.858 ft
0. 10. 20. 30. 40. 50.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.02152 cm/sec y0 = -1.245 ft
0. 10. 20. 30. 40. 50.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02875 cm/sec y0 = -1.212 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.01714 cm/sec y0 = 2.105 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02401 cm/sec y0 = 2.137 ft
0. 50. 100. 150. 200. 250.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.002666 cm/sec y0 = -1.228 ft
0. 50. 100. 150. 200. 250.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.003558 cm/sec y0 = -1.19 ft
0. 30. 60. 90. 120. 150.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.004046 cm/sec y0 = 1.866 ft
0. 30. 60. 90. 120. 150.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.00555 cm/sec y0 = 1.8 ft
0. 60. 120. 180. 240. 300.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.003837 cm/sec y0 = -1.005 ft
0. 60. 120. 180. 240. 300.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.005193 cm/sec y0 = -0.9749 ft
0. 60. 120. 180. 240. 300.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.004144 cm/sec y0 = 1.868 ft
0. 60. 120. 180. 240. 300.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.005641 cm/sec y0 = 1.795 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.01718 cm/sec y0 = 2.659 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02253 cm/sec y0 = 2.448 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.01596 cm/sec y0 = 3.469 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02167 cm/sec y0 = 3.421 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Bouwer-Rice
K = 0.01487 cm/sec y0 = 3.18 ft
0. 20. 40. 60. 80. 100.
0.001
0.01
0.1
1.
Time (sec)Normalized Head (ft/ft)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 Static Water Column Height: 14.01 ft
Total Well Penetration Depth: 14.01 ft Screen Length: 10. ft
Casing Radius: 0.17 ft Well Radius: 0.5 ft
SOLUTION
Aquifer Model: Confined Solution Method: Hvorslev
K = 0.02034 cm/sec y0 = 3.163 ft
TR0795

APPENDIX F
Well Permits and Certifications

Geosyntec Consultants of NC, PC 2501 Blue Ridge Road, Suite 430 Raleigh, North Carolina 27607 PH 919.870.0576 www.geosyntec.com
18 July 2019
Mr. Charles Miller
District Engineer
NCDOT
872 NC 711 Highway
Lumberton, NC 28360

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 the
following 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 Primary
and Secondary Highways (Form R/W 16.1A –January 1981).

Geosyntec is an environmental consulting firm working for Chemours to assess the horizontal and
vertical 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 [phone] 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 TRANSPORTATION
ROY COOPER JAMES H. TROGDON, III
GOVERNOR SECRETARY
Mailing Address: NC DEPARTMENT OF TRANSPORTATION DIVISION SIX / DISTRICT TWO POST OFFICE BOX 1150 FAYETTEVILLE, NC 28302
Telephone: [phone]
Fax: [phone]
Customer Service: 1-877-368-4968

Website: www.ncdot.gov
Location: 600 SOUTHERN AVENUE FAYETTEVILLE, NC 28306

August 23, 2019
Mr. Christel E. Compton The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT: Encroachment Agreement on SR 2229 (Matt Hair Road) for the installation of
two (2) groundwater monitoring wells in Cumberland County
(E062-026-19-00211).
Dear Sir:

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-located
flush 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 the
attached plans (Geosyntec project #TR0795 SR2229).
Location:
Route At a point Towards
SR 2229 3,609’± southwest the intersection of SR 2229 (Matt Hair Road) and SR 2023 (Tabor Church Road) SR 2230
This encroachment is approved subject to the following:
1. Within ninety (90) days of the completion of the proposed utility installation, an As-Built drawing(s) and a executed Contractor Certification Memo shall be submitted to the District Office (online encroachment database). The As-Built drawing(s) shall depict the horizontal and vertical locations of all utilities and associated appurtenances.
2. The Cumberland County Maintenance Engineer at [phone] and Mr. Troy L. Baker, Senior Assistant District Engineer at [phone] 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 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.

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 with the 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. Associated appurtenances will not be allowed to be placed in the ditch line or on the shoulder of the road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance with
the latest version of the AASHTO Roadside Design Guide or made breakaway in
accordance 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 accordance
with the latest NCDOT Standard Specifications for Roads and Structures and
Roadway Standard Drawings 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.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed in
accordance with the latest NCDOT Standard Specifications for Roads and Structures and Roadway 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 NCDOT Standard 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 shall be an approved NCDOT Class B mix. All materials testing results shall be provided to the District 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 for Roads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) and Amendment 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” of B 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 patch with 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 the
existing 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 depth
of 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 with
AASHTO T99 as modified by the department. The subgrade shall be compacted at a
moisture 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 the
subgrade when required to provide a uniformly compacted and acceptable subgrade. The
trench backfill material shall meet the Statewide Borrow criteria. The trench should be
backfilled 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, road closures, 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 and
Amendments 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 the Division 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 attached specifications for erosion control.
19. An executed copy of this encroachment agreement shall be present at the construction site at 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 of way.
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 be strictly 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, nor will it be responsible for any claim for damages brought by any property owner by reason of 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 site
at 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 of
way.
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 be
strictly 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 non-working hours, equipment shall be parked as close to the right of way line as possible and shall 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, nor will it be responsible for any claim for damages brought by any property owner by reason of 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 the bottom 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 trench
should be backfilled in accordance with Section 300-7 of the latest NCDOT
Standard Specifications for Roads and Structures, which basically requires the backfill material to be placed in layers not to exceed 6 inches loose and compacted at least 95% of the density obtained by compacting a sample in accordance with AASHTO T99 as modified by the NCDOT.
 All trench excavation inside the limits of the theoretical 1:1 slope, as defined by the
policy, should be completely backfilled and compacted at the end of each
construction 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 lane closure on the opposite side of the travel way. Perform work only when weather and visibility 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 directed by the District Engineer.
39. All driveways altered during construction shall be returned to a state comparable with the condition of the driveways prior to construction.
40. All roadway signs which are removed which are removed due to construction shall be
reinstalled 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 not
constitute approval of any proposed driveway connections. For further information,
contact Mr. Troy L. Baker, Senior Assistant District Engineer at [phone].
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 such action.
44. It shall be the responsibility of the encroaching party to determine the location of other utilities 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 the utility contractor) should make arrangements to have a qualified inspector under the supervision of a Professional Engineer registered in North Carolina, on site at all times. The Registered Engineer should be required to certify that the structures have
been 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) 364-
0606. 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, be certified through the NCDOT Pavement Marking Technician Certification Process. For more information please contact the Work Zone Traffic Control Unit at [phone] 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 the pavement 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, and vaults is available at the following site: https://apps.dot.state.ns.us.vendor/approvedproducts . If any proposed structure is not of a design pre-approved by NCDOT, the encroaching party shall submit details and
calculations 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, or in 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 PROGRAM
All 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) insidethe highway right of way requires qualified and trained Work Zone Flaggers. Training for this certification 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 and installations 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 [phone] or [e-mail] or Roger Garrett at [phone] or [e-mail], 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 [phone].
Sincerely,

Greg W. Burns, PE
Division Engineer

GWB:tlb

cc: https://connect.ncdot.gov/site/Permits/Pages/All-Submissions.aspx
FORM R/W 16.1A (January, 1981)
STATE OF NORTH CAROLINA
ROUTE SR 2229 PROJECT COUNTY OF Cumberland
DEPARTMENT OF TRANSPORTATION
-AND-
RIGHT OF WAY ENCROACHMENT AGREEMENT FOR NON-UTILITY ENCROACHMENTS ON
PRIMARY AND SECONDARY HIGHWAYS The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
THIS AGREEMENT, made and entered into this the day of , 20 19 , by and between the Department
of Transportation, party of the first part; and The Chemours Company, FC LLC -
Fayetteville Works party of the second part,
W I T N E S S E T H
THAT WHEREAS, the party of the second part desires to encroach on the right of way of the public road designated as
Route(s) SR 2229 , located In Cumberland County
At / near intersection of Matt Hair Road (SR 2229) and Chislehurst Street
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, and the party of the first part in the exercise of authority conferred upon it by statute, is willing to permit the encroachment 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 and
special 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 safe and 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 the second part binds himself, his successors and assigns, to promptly remove or alter the said facilities, in order to conform to the said 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 and regulations 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 and maintenance operations.
That the party of the second part agrees to restore all areas disturbed during installation and maintenance to the satisfaction of the Division Engineer of the party of the first part. The party of the second part agrees to exercise every reasonable precaution 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 to pollution 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 to meet 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 of this 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 the second 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 cost to 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.
23 Aug.
Division Engineer
Proposed Location for Monitoring Well Installation
Purdie-Hall Rd. & Chickenfoot Rd. Chemours Fayetteville Works, North Carolina
Path: (Raleigh-01/Data) N:\TR0795\Encroachment Agreement\Purdie-Hall Road and Chickenfoot Road\F1_Purdie-Hall.mxd 12 July 2019 RED³
Figure
1Raleigh, NC July 2019
Notes:1. Aerial imagery provided by ArcMap10.5, ESRI2. Parcel information provided by Bladen County(http://data.nconemap.gov/downloads/vector/parcels/).
Legend
NC Bladen Parcel Boundary
Proposed Well Location
0 110 220 330 44055
FeetPurdie-Hall Rd (SR 1005)C
h
i
c
k
e
n
f
o
o
t

R
d

(
S
R

1
3
0
0
)

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 the
encroachment 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 the
intersection 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, whichever
is 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 by
station 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 such
information 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 and
support vehicles will be located entirely on the road shoulder.
15. The Department’s Division Engineer should be given notice by the applicant prior
to actual starting of installation included in this agreement.
• Noted
16. 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
18 July 2019
Mr. Lee Hines
District Engineer
NCDOT
600 Southern Ave.
Fayetteville, NC 28306-1524

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 the
following 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 Primary
and 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 and
vertical 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 like
to commence drilling by August 12, 2019.

Your cooperation in this matter is appreciated. Please contact me at [phone] 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 TRANSPORTATION
ROY COOPER JAMES H. TROGDON, III
GOVERNOR SECRETARY
Mailing Address: NC DEPARTMENT OF TRANSPORTATION DIVISION SIX / DISTRICT TWO POST OFFICE BOX 1150 FAYETTEVILLE, NC 28302
Telephone: [phone]
Fax: [phone]
Customer Service: 1-877-368-4968

Website: www.ncdot.gov
Location: 600 SOUTHERN AVENUE FAYETTEVILLE, NC 28306

August 22, 2019
Mr. Christel E. Compton The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT: 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).
Dear Sir:

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-located
flush 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 As-Built drawing(s) and a executed Contractor Certification Memo shall be submitted to the District Office (online encroachment database). The As-Built drawing(s) shall depict the horizontal and vertical locations of all utilities and associated appurtenances.
2. The Cumberland County Maintenance Engineer at [phone] and Mr. Troy L. Baker, Senior Assistant District Engineer at [phone] 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 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 the engineer. Traffic shall be maintained at all times.

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 with the 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 the shoulder of the road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance with
the latest version of the AASHTO Roadside Design Guide or made breakaway in
accordance 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 accordance
with the latest NCDOT Standard Specifications for Roads and Structures and
Roadway Standard Drawings 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.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed in
accordance with the latest NCDOT Standard Specifications for Roads and Structures and Roadway 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 NCDOT Standard 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 shall be an approved NCDOT Class B mix. All materials testing results shall be provided to the District 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 for Roads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) and Amendment 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” of B 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 patch with 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 the
existing 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 depth
of 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 with
AASHTO T99 as modified by the department. The subgrade shall be compacted at a
moisture 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 the
subgrade when required to provide a uniformly compacted and acceptable subgrade. The
trench backfill material shall meet the Statewide Borrow criteria. The trench should be
backfilled 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, road closures, 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 and
Amendments 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 the Division 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 attached specifications for erosion control.
19. An executed copy of this encroachment agreement shall be present at the construction site at 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 of way.
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 be strictly 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, nor will it be responsible for any claim for damages brought by any property owner by reason of 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 site
at 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 of
way.
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 be
strictly 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 non-working hours, equipment shall be parked as close to the right of way line as possible and shall 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, nor will it be responsible for any claim for damages brought by any property owner by reason of 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 the bottom 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 trench
should be backfilled in accordance with Section 300-7 of the latest NCDOT
Standard Specifications for Roads and Structures, which basically requires the backfill material to be placed in layers not to exceed 6 inches loose and compacted at least 95% of the density obtained by compacting a sample in accordance with AASHTO T99 as modified by the NCDOT.
 All trench excavation inside the limits of the theoretical 1:1 slope, as defined by the
policy, should be completely backfilled and compacted at the end of each
construction 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 lane closure on the opposite side of the travel way. Perform work only when weather and visibility 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 directed by the District Engineer.
39. All driveways altered during construction shall be returned to a state comparable with the condition of the driveways prior to construction.
40. All roadway signs which are removed which are removed due to construction shall be
reinstalled 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 not
constitute approval of any proposed driveway connections. For further information,
contact Mr. Troy L. Baker, Senior Assistant District Engineer at [phone].
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 such action.
44. It shall be the responsibility of the encroaching party to determine the location of other utilities 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 the utility contractor) should make arrangements to have a qualified inspector under the supervision of a Professional Engineer registered in North Carolina, on site at all times. The Registered Engineer should be required to certify that the structures have
been 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) 364-
0606. 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, be certified through the NCDOT Pavement Marking Technician Certification Process. For more information please contact the Work Zone Traffic Control Unit at [phone] 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 the pavement 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, and vaults is available at the following site: https://apps.dot.state.ns.us.vendor/approvedproducts . If any proposed structure is not of a design pre-approved by NCDOT, the encroaching party shall submit details and
calculations 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, or in 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 PROGRAM
All 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) insidethe highway right of way requires qualified and trained Work Zone Flaggers. Training for this certification 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 and installations 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 [phone] or [e-mail] or Roger Garrett at [phone] or [e-mail], 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 [phone].
Sincerely,

Greg W. Burns, PE
Division Engineer

GWB:tlb

cc: https://connect.ncdot.gov/site/Permits/Pages/All-Submissions.aspx
FORM R/W 16.1A (January, 1981)
STATE OF NORTH CAROLINA
ROUTE NC-53 PROJECT COUNTY OF Cumberland
DEPARTMENT OF TRANSPORTATION
-AND-
RIGHT OF WAY ENCROACHMENT AGREEMENT FOR NON-UTILITY ENCROACHMENTS ON
PRIMARY AND SECONDARY HIGHWAYS The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
THIS AGREEMENT, made and entered into this the day of , 20 19 , by and between the Department
of Transportation, party of the first part; and The Chemours Company, FC LLC -
Fayetteville Works party of the second part,
W I T N E S S E T H
THAT WHEREAS, the party of the second part desires to encroach on the right of way of the public road designated as
Route(s) NC-53 , located In Cumberland County
Approximately 50 feet south Johnson Road (SR 2228)
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, and the party of the first part in the exercise of authority conferred upon it by statute, is willing to permit the encroachment 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 and
special 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 safe and 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 the second part binds himself, his successors and assigns, to promptly remove or alter the said facilities, in order to conform to the said 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 and regulations 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 and maintenance operations.
That the party of the second part agrees to restore all areas disturbed during installation and maintenance to the satisfaction of the Division Engineer of the party of the first part. The party of the second part agrees to exercise every reasonable precaution 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 to pollution 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 to meet 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 of this 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 the second 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 cost to 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.
22 Aug.
Division Engineer
Proposed Location for Monitoring Well Installation
NC-53 and Johnson RdChemours Fayetteville Works, North Carolina
Path: (Raleigh-01/Data) N:\TR0795\Encroachment Agreement\NC-53 and Johnson Road\F1_NC-53 and Johnson Rd.mxd 12 July 2019 RED³
Figure
1Raleigh, NC July 2019
Notes:1. Aerial imagery provided by ArcMap10.5, ESRI2. Parcel information provided by Cumberland County(http://data.nconemap.gov/downloads/vector/parcels/).
Legend
NC Cumberland Parcel Boundary
Proposed Well Location
0 75 150 225 30037.5
Feet
Johnson Rd (SR 2228)
N
C
-
5
3

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 the
encroachment 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 the
intersection 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, whichever
is 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 by
station 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 such
information 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 and
support vehicles will be located entirely on the road shoulder.
15. The Department’s Division Engineer should be given notice by the applicant prior
to actual starting of installation included in this agreement.
• Noted
16. 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
18 July 2019
Mr. Lee Hines
District Engineer
NCDOT
600 Southern Ave.
Fayetteville, NC 28306-1524

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 the
following 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 Primary
and 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 and
vertical 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) 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 [phone] 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 TRANSPORTATION
ROY COOPER JAMES H. TROGDON, III
GOVERNOR SECRETARY
Mailing Address: NC DEPARTMENT OF TRANSPORTATION DIVISION SIX / DISTRICT TWO POST OFFICE BOX 1150 FAYETTEVILLE, NC 28302
Telephone: [phone]
Fax: [phone]
Customer Service: 1-877-368-4968

Website: www.ncdot.gov
Location: 600 SOUTHERN AVENUE FAYETTEVILLE, NC 28306

August 23, 2019
Mr. Christel E. Compton The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT: Encroachment Agreement on NC Highway 242 for the installation of two (2)
groundwater monitoring wells in Cumberland County (E062-026-19-00207).
Dear Sir:

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-located
flush mount environmental groundwater monitoring wells on NC Highway 242 as associated
with the Chemours Fayetteville Works project in Cumberland County as shown on the attached
plans (Geosyntec project #TR0795 NC210-NC242).
Location:
Route At a point Towards
NC 242 75’± 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 As-Built drawing(s) and a executed Contractor Certification Memo shall be submitted to the District Office (online encroachment database). The As-Built drawing(s) shall depict the horizontal and vertical locations of all utilities and associated appurtenances.
2. The Cumberland County Maintenance Engineer at [phone] and Mr. Troy L. Baker, Senior Assistant District Engineer at [phone] 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 the engineer. Traffic shall be maintained at all times.

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 with the 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. Associated appurtenances will not be allowed to be placed in the ditch line or on the shoulder of the road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance with
the latest version of the AASHTO Roadside Design Guide or made breakaway in
accordance 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 accordance
with the latest NCDOT Standard Specifications for Roads and Structures and
Roadway Standard Drawings 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.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed in
accordance with the latest NCDOT Standard Specifications for Roads and Structures and Roadway 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 NCDOT Standard 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 shall be an approved NCDOT Class B mix. All materials testing results shall be provided to the District 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 for Roads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) and Amendment 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” of B 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 patch with 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 the
existing 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 depth
of 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 with
AASHTO T99 as modified by the department. The subgrade shall be compacted at a
moisture 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 the
subgrade when required to provide a uniformly compacted and acceptable subgrade. The
trench backfill material shall meet the Statewide Borrow criteria. The trench should be
backfilled 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, road closures, 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 and
Amendments 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 the Division 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 attached specifications for erosion control.
19. An executed copy of this encroachment agreement shall be present at the construction site at 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 of way.
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 be strictly 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, nor will it be responsible for any claim for damages brought by any property owner by reason of 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 site
at 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 of
way.
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 be
strictly 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 non-working hours, equipment shall be parked as close to the right of way line as possible and shall 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, nor will it be responsible for any claim for damages brought by any property owner by reason of 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 the bottom 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 trench
should be backfilled in accordance with Section 300-7 of the latest NCDOT
Standard Specifications for Roads and Structures, which basically requires the backfill material to be placed in layers not to exceed 6 inches loose and compacted at least 95% of the density obtained by compacting a sample in accordance with AASHTO T99 as modified by the NCDOT.
 All trench excavation inside the limits of the theoretical 1:1 slope, as defined by the
policy, should be completely backfilled and compacted at the end of each
construction 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 lane closure on the opposite side of the travel way. Perform work only when weather and visibility 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 directed by the District Engineer.
39. All driveways altered during construction shall be returned to a state comparable with the condition of the driveways prior to construction.
40. All roadway signs which are removed which are removed due to construction shall be
reinstalled 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 not
constitute approval of any proposed driveway connections. For further information,
contact Mr. Troy L. Baker, Senior Assistant District Engineer at [phone].
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 such action.
44. It shall be the responsibility of the encroaching party to determine the location of other utilities 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 the utility contractor) should make arrangements to have a qualified inspector under the supervision of a Professional Engineer registered in North Carolina, on site at all times. The Registered Engineer should be required to certify that the structures have
been 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) 364-
0606. 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, be certified through the NCDOT Pavement Marking Technician Certification Process. For more information please contact the Work Zone Traffic Control Unit at [phone] 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 the pavement 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, and vaults is available at the following site: https://apps.dot.state.ns.us.vendor/approvedproducts . If any proposed structure is not of a design pre-approved by NCDOT, the encroaching party shall submit details and
calculations 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, or in 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 PROGRAM
All 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) insidethe highway right of way requires qualified and trained Work Zone Flaggers. Training for this certification 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 and installations 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 [phone] or [e-mail] or Roger Garrett at [phone] or [e-mail], 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 [phone].
Sincerely,

Greg W. Burns, PE
Division Engineer

GWB:tlb

cc: https://connect.ncdot.gov/site/Permits/Pages/All-Submissions.aspx
FORM R/W 16.1A (January, 1981)
STATE OF NORTH CAROLINA
ROUTE NC-242 PROJECT COUNTY OF Cumberland
DEPARTMENT OF TRANSPORTATION
-AND-
RIGHT OF WAY ENCROACHMENT AGREEMENT FOR NON-UTILITY ENCROACHMENTS ON
PRIMARY AND SECONDARY HIGHWAYS The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
THIS AGREEMENT, made and entered into this the day of , 20 19 , by and between the Department
of Transportation, party of the first part; and The Chemours Company, FC LLC -
Fayetteville Works party of the second part,
W I T N E S S E T H
THAT WHEREAS, the party of the second part desires to encroach on the right of way of the public road designated as
Route(s) NC-242 and NC-210 , located In Cumberland County
Approximately 75 feet north of the intersection of NC-242 and NC-210
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, and the party of the first part in the exercise of authority conferred upon it by statute, is willing to permit the encroachment 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 and
special 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 safe and 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 the second part binds himself, his successors and assigns, to promptly remove or alter the said facilities, in order to conform to the said 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 and regulations 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 and maintenance operations.
That the party of the second part agrees to restore all areas disturbed during installation and maintenance to the satisfaction of the Division Engineer of the party of the first part. The party of the second part agrees to exercise every reasonable precaution 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 to pollution 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 to meet 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 of this 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 the second 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 cost to 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.
23 Aug.
Division Engineer
Proposed Location for Monitoring Well Installation
Hwy 210 and Hwy 242Chemours Fayetteville Works, North Carolina
Path: (Raleigh-01/Data) N:\TR0795\Encroachment Agreement\Hwy 210 & Hwy 242\F1_Hwy 210 and Hwy 242.mxd 15 July 2019 RED³
Figure
1Raleigh, NC July 2019
Notes:1. Aerial imagery provided by ArcMap10.5, ESRI2. Parcel information provided by Cumberland County(http://data.nconemap.gov/downloads/vector/parcels/).
Legend
NC Cumberland Parcel Boundary
Proposed Well Location
0 40 80 120 16020
FeetHwy 242Hwy 2
1
0

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 the
encroachment 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 the
intersection 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, whichever
is 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 by
station 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 such
information 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 and
support vehicles will be located entirely on the road shoulder.
15. The Department’s Division Engineer should be given notice by the applicant prior
to actual starting of installation included in this agreement.
• Noted
16. 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
18 July 2019
Mr. Lee Hines
District Engineer
NCDOT
600 Southern Avenue
Fayetteville, NC 28306-1524

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 the
following 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 Primary
and 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 and
vertical 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 like
to commence drilling by August 12, 2019.

Your cooperation in this matter is appreciated. Please contact me at [phone] 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 TRANSPORTATION
ROY COOPER JAMES H. TROGDON, III
GOVERNOR SECRETARY
Mailing Address: NC DEPARTMENT OF TRANSPORTATION DIVISION SIX / DISTRICT TWO POST OFFICE BOX 1150 FAYETTEVILLE, NC 28302
Telephone: [phone]
Fax: [phone]
Customer Service: 1-877-368-4968

Website: www.ncdot.gov
Location: 600 SOUTHERN AVENUE FAYETTEVILLE, NC 28306

August 23, 2019
Mr. Christel E. Compton The Chemours Company, FC LLC – Fayetteville Works
22828 NC Highway 87 W
Fayetteville, NC 28306
SUBJECT: Encroachment Agreement on SR 1121 (McDonald Road) for the installation of
two (2) groundwater monitoring wells in Cumberland County
(E062-026-19-00209).
Dear Sir:

Attached is an approved R/W form 16.1A and plans for the installation of two (2) co-located
flush mount environmental groundwater monitoring wells on SR 1121 (McDonald Road) as
associated with the Chemours Fayetteville Works project in Cumberland County as shown on the
attached plans (Geosyntec project #TR0795 SR1121-SR1118).
Location:
Route At a point Towards
SR 1121 50’± south the intersection of SR 1121 (McDonald Road) and SR 1118 (Parkton Road) US 301
This encroachment is approved subject to the following:
1. Within ninety (90) days of the completion of the proposed utility installation, an As-Built drawing(s) and a executed Contractor Certification Memo shall be submitted to the District Office (online encroachment database). The As-Built drawing(s) shall depict the horizontal and vertical locations of all utilities and associated appurtenances.
2. The Cumberland County Maintenance Engineer at [phone] and Mr. Troy L. Baker, Senior Assistant District Engineer at [phone] 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 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.

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 with the 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. Associated appurtenances will not be allowed to be placed in the ditch line or on the shoulder of the road.
7. Luminaire and utility poles shall be outside the Clear Recovery Area in accordance with
the latest version of the AASHTO Roadside Design Guide or made breakaway in
accordance 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 accordance
with the latest NCDOT Standard Specifications for Roads and Structures and
Roadway Standard Drawings 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.
9. All concrete sidewalk installed within NCDOT rights of way shall be constructed in
accordance with the latest NCDOT Standard Specifications for Roads and Structures and Roadway 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 NCDOT Standard 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 shall be an approved NCDOT Class B mix. All materials testing results shall be provided to the District 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 for Roads and Structures and Roadway Standard Drawings (Std. Dwg. No. 846.01) and Amendment 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” of B 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 patch with 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 the
existing 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 depth
of 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 with
AASHTO T99 as modified by the department. The subgrade s