4406_BlueRidgePaper_Area6ESiteInvestigationPlan_27077_20161104

WORK PLAN
LANDFILL NO. 6
AREA E
SITE INVESTIGATION

Prepared for

BLUE RIDGE PAPER PRODUCTS INC.
DBA EVERGREEN PACKAGING
CANTON, NORTH CAROLINA

November 2016

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Sevee & Maher Engineers, Inc.
November 3, 2016

TABLE OF CONTENTS

Section No. Title Page No.

1.0 PROJECT LOCATION AND DESCRIPTION ......................................................................... 1 
2.0 SITE INVESTIGATION ........................................................................................................... 2 
2.1 Piezometer Installations ........................................................................................ 2 
2.2 Survey ................................................................................................................... 4 
2.3 Water Level Monitoring ......................................................................................... 4 
2.4 Piezometer Abandonments ................................................................................... 5 
3.0 REPORTING ........................................................................................................................... 5 
4.0 SCHEDULE ............................................................................................................................ 5

LIST OF APPENDICES

APPENDIX A FIGURES
FIGURE 1 - PROPOSED PIEZOMETER LOCATIONS
FIGURE 2 - TYPICAL NESTED PIEZOMETER INSTALLATION
SCHEMATIC
FIGURE 3 - WATER LEVEL DATA AREAS D AND E (2007-2008)
FIGURE 4 - WATER LEVEL DATA AREAS D AND E (2013)

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November 3, 2016
WORK PLAN
LANDFILL NO. 6
AREA E
SITE INVESTIGATION

1.0 PROJECT LOCATION AND DESCRIPTION

Blue Ridge Paper Products Inc. dba Evergreen Packaging (Evergreen) owns and operates a
landfill in Canton, North Carolina for deposit of their solid waste generated by the papermaking
process. The landfill, referred to as Landfill No. 6, is located approximately three miles north of
Canton. Evergreen operates the landfill in discrete areas and has two active areas open,
Area D South and Area D North, and nine closed areas. The approved solid waste footprint for
Landfill No. 6 includes the two active areas, Area D North and Area D South as well as an
undeveloped parcel, Area E.

Evergreen is proposing to develop Area E to meet future waste disposal demands resulting from
operations at their mill in Canton, North Carolina. Area E creates an additional solid waste
footprint of approximately 10.5 acres. Area D South was constructed in 2009 and is currently
filled to the rim. Area D North was constructed in 2013 and is currently active and will be at the
rim in early 2019. Evergreen has retained Sevee & Maher Engineers, Inc. (SME) to prepare a
Permit to Construct for Area E. This Work Plan describes the proposed supplemental hydro-
geologic investigation of Area E.

The purpose of this proposed site investigation is to gather additional hydrogeologic information
to supplement the previous hydrogeologic/geotechnical site characterizations completed for
Landfill No. 6, which include:

 “Design Hydrogeologic Report Addendum for Landfill No. 6 Area D North,
Canton, North Carolina” prepared by Sevee & Maher Engineers, Inc., August,
2013 (SME, 2013);
 “Hydrogeologic Report – Landfill No. 6 Areas D and E” prepared by Sevee &
Maher Engineers, Inc., October, 2008 (SME, 2008);
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 “Groundwater and Surface Water Assessment for Landfill No. 6” prepared by
Roy F. Weston; March 1995 (Weston, 1995);
 “Construction Documentation for Landfill 6A East Enhancement Project”
prepared by Sevee & Maher Engineers, Inc.; March 1995 (SME, 1995);
 “Geotechnical Report of Landfill No. 6 Expansion Area A” prepared by Sirrine
Environmental Consultants, October 1989 (Sirrine, 1989); and
 “Revised Report of Geotechnical Exploration and Evaluation and Conceptual Site
Development Recommendations, Landfill No. 6” prepared by Law Engineering
and Testing Company (Law), February 1982 (Law, 1982).

To date, there have been approximately 75 borings in and around the vicinity of Areas D and E.
In the 2007 Site Investigation (SME, 2008), 52 piezometers were installed in 28 borings. In the
Supplemental 2013 Site Investigation (SME, 2013), 18 piezometers were installed in 15 borings.
The 2013 hydrogeologic report presented a bedrock contour plan, groundwater contour plans,
flow nets, and a groundwater flow regime report for Areas D and E.

This investigation along with the completed investigations shall provide a minimum coverage of
one piezometer per acre of the Area E solid waste footprint. The site investigation shall also
provide and confirm adequate information to demonstrate compliance with Rule 15A NCAC
13B.0503 of the North Carolina Department of Environmental Quality (NCDEQ) for a minimum
groundwater separation from the base of the landfill.

The primary objective of the proposed site investigation is to obtain sufficient hydrogeologic data
to prepare a design for the development of Area E. The various components of the site
investigation and reporting are discussed in the following sections.

2.0 SITE INVESTIGATION

2.1 Piezometer Installations

In order to monitor groundwater levels in the area of the proposed Area E, five new borings
(designated B16-201 through B16-205) are planned at the locations shown on Figure 1. One
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November 3, 2016
existing boring and its associated piezometer, P-07-205 that was installed previously as part of
the 2008 Hydrogeologic Investigation for Areas D and E (SME, 2008) will be utilized along with
the proposed piezometers to provide the spatial coverage of one boring per acre required by
NCDEQ regulations. In addition to P-07-205, 8 borings with eleven previously abandoned
piezometers, 3 borings and 3 auger probes, were completed in Area E during previous
investigations. These locations are shown on Figure 1. NCDEQ requires a minimum 4-foot
separation between the bottom of the liner beneath a landfill, and the seasonal high water table.
Therefore, the new borings and their piezometers will be located within the footprint of Area E,
north of the active Area D North.

It is estimated that the borings will range from about 30 feet to 60 feet in total depth. Interpretive
geologic mapping using historical information from previously drilled borings indicates a bedrock
high in the northeastern portion of the site. The bedrock surface generally slopes downward
from northeast to the southwest. Most of the borings will be drilled to about 15 to 20 feet below
the interpreted high water table as presented in SME, 2013, to allow for the installation of
nested piezometers in each of the borings (i.e., two piezometers in each boring). Gradients and
flow nets for Area D North were provided in SME, 2008 and 2013. The new piezometers will be
used to supplement and confirm earlier data.

The overburden will be drilled using either hollow-stem-augers and/or water rotary drilling
techniques. Split-spoon soil samples will be collected at 5-foot intervals in each boring following
ASTM D 1586 procedures for standard penetration testing. The grain size distribution and
moisture content of the overburden will be determined in selected borings in accordance with
ASTM D 422 and ASTM D 2216, respectively. Bedrock will be cored with a double-tube core
barrel equipped with either HQ (2.5-inch diameter), NX (2.16-inch diameter) or NQ-2 (2.0-inch
diameter) diamond coring bit in accordance with ASTM D 2113. Descriptive soil boring and
bedrock core logs will be prepared from visual logging of the retrieved soil and rock core
samples.

Each boring will be completed as a nested piezometer having two ¾-inch or 1-inch diameter
flush-joint Schedule 40 polyvinylchloride (PVC) riser and a 2.5 and a 10-foot-long PVC 0.01-inch
slotted well screen per ASTM D 5092. A washed filter sand pack will extend 1 to 2 feet above
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the top of the well screen and the remaining annular space will be sealed with either solid
bentonite chips or an appropriate hydrated powdered bentonite grout. A typical nested
piezometer installation schematic is shown in Figure 2. A steel protective surface casing
secured with a keyed padlock will be installed around the portion of the riser pipe extending
above the ground surface. Water for drilling will be obtained from the Evergreen mill.

2.2 Survey

The ground surface elevation and horizontal coordinates of each piezometer will be surveyed to
the nearest 0.1 foot and 1 foot, respectively, using existing site benchmarks and control points.
The top of the PVC riser pipe will also be surveyed to the nearest 0.01 foot. Elevations will be
referenced to National Geodetic Vertical Datum of 1929 (NGVD 29). Horizontal locations will be
reported relative to the site grid coordinates.

2.3 Water Level Monitoring

Groundwater levels will be measured during the drilling program, and periodically after all the
new piezometers are installed to ensure that a static water level condition has been attained.
Thereafter, water level monitoring in the new piezometers and several existing site
piezometers/wells will continue on a monthly basis for about six months, through the end of
June 2017. The water level data from 2007-2008 and 2013 showed the seasonal high water
levels occur in the spring. Therefore, water levels will be monitored monthly from installation
through June 2017; and more frequently throughout the spring season at selected piezometer
locations. Historical graphs of water levels measured near Area E are shown on Figures 3 and
4, as presented in SME, 2008 and 2013, respectively. Groundwater levels will be measured to
the nearest 0.01 foot from the top of the PVC riser pipe, and referenced to NAVD. The new
water level data will be used to confirm the seasonal high water elevation in the Area E.

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2.4 Piezometer Abandonments

All of the piezometers planned for this next field investigation will be situated within the
boundary of the proposed Area E. The piezometers will eventually have to be abandoned prior
to construction, in accordance with applicable regulations. The PVC well material will be pulled
from the boring or removed by grinding, to the greatest extent possible. The boring will then be
backfilled with either solid bentonite or a bentonite grout sealant.

3.0 REPORTING

The findings from the Area E site investigation will be documented in a Permit to Construct
report. The submittal will contain SME’s interpretive boring logs, piezometer installation details,
water level measurements, geologic considerations and a plan showing surveyed locations of
the installed piezometers. Results from physical property testing (standard penetration
resistance, grain size distribution, and water content) of the overburden will also be
summarized. An interpretive groundwater phreatic surface map will be generated for the wet-
season conditions based on the data collected from water level monitoring and historical data.
An interpretive bedrock surface contour map for the area beneath proposed Area E will also be
prepared along with stratigraphic cross sections. The previously completed saturated hydraulic
conductivity testing performed for Areas D and E (SME, 2008 and 2013) provides a large data
set that adequately characterizes Area E will be included. This information will be used to
develop a design for landfill construction.

4.0 SCHEDULE

The start of the Area E field investigation is contingent on receiving NCDEQ approval of the
Work Plan herein, and authorization from Evergreen to proceed. SME estimates the drilling,
piezometer installation and site investigation program will take 1 to 2 weeks to complete once
initiated. Thereafter, water levels will be monitored monthly for six months and more frequently
during the spring of 2017.

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November 3, 2016
The landfill design will be based on the site investigation findings and will take approximately
three months to complete. A Permit to Construct application will follow the design to the
NCDEQ, which is expected to be submitted in the third quarter of 2017. The permit process
would be followed by construction, contingent on receiving NCDEQ approval.

APPENDIX A

FIGURES
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P‐07‐207 P‐07‐213 P13‐101 P13‐102 P13‐103 P13‐104 P13‐105 P13‐106
P13‐107A P13‐108 P13‐109 P13‐110B P13‐111 P13‐112 P13‐113 P13‐114A