7606_Renewal Application_DIN26596_20160809

Offices Nationwide
FACILITY PLAN UPDATE
PTC and PTO Renewal Application
Gold Hill Road C&D Landfill
Solid Waste Permit 7606-CDLF-2001
Submitted to:
NCDEQ Division of Waste Management
Solid Waste Section
217 W Jones Street
Raleigh, NC 27603
Presented To:
Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, North Carolina 27203
Presented by:
SCS ENGINEERS, PC
322 Chapanoke Road, Suite 101
Raleigh, NC 27603
[phone]
March 2016
File No. 02214705.00
Offices Nationwide
www.scsengineers.com
7606-CDLF-2001 8/9/2016 26596
8/9/2016
SCS Engineers, P.C.
Environmental Consultants 322 Chapanoke Road 919 662-3015
and Contractors Suite 101 FAX [phone]
Raleigh, NC 27603-3415 www.scsengineers.com

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Offices Nationwide
March 8, 2016
File No. 02214705.00 Task 6

Mr. Ed Mussler, PE.
Permitting Branch, Solid Waste Section
NCDEQ Division of Waste Management
Green Square, 217 West Jones Street
Raleigh, North Carolina 27603

Subject: Facility Plan Update with Permit to Construct Application
Gold Hill Road C&D Landfill Phases 1A and 1B
NC Solid Waste Permit #76-06-CDLF- 2001 (Randolph County)

Dear Ed:

On behalf of Gold Hill Road C&D Landfill, SCS Engineers, PC (SCS) has prepared this application for a
Permit to Construct for Phases 1A and 1B, and a Permit to Operate renewal, including a Facility Plan
Update per North Carolina Solid Waste Rules 15A NCAC 13B .0531, et seq. The update was requested
in late 2015 by Mr. John Murray, PE of the Solid Waste Section. Key to this project is recognizing that
Phase 1 was permitted as a CDLF in 2009 by others, while Phase 2 has been operating as a CDLF since
2001 (approximately). The Facility management plans to remove stockpiled LCID from Phase 1 and
convert the airspace for C&D disposal in small increments. This application includes updates to the
Water Quality and Landfill Gas Monitoring Plans, in addition to an Updated Operation Plan that reflects
the recycling activities conducted at the facility.

If you have any questions about this work, or if we may be of further service, please contact us at your
earliest convenience.

Sincerely,

G. David Garrett, PG, PE H. James Law, PE, BCEE
Project Manager Project Director
SCS ENGINEERS, PC SCS ENGINEERS, PC
gdg/hjl 3/8/2016

Enclosures
cc: Mr. Al Morton - Owner/Operator
Mr. John Murray, PE - NCDEQ Division of Waste Management

C:\Users\3921gdg\Documents\Projects\02214705.00 Goldhill Road CDLF\T0006 2015 Permit Renewal\Working
Documents\Cover sheet and letter.docx
Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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FACILITY PLAN UPDATE
Gold Hill Road C&D Landfill
Solid Waste Permit 7606-CDLF-2001

Submitted to:
NCDEQ Division of Waste Management
Solid Waste Section
217 W Jones Street
Raleigh, NC 27603

Presented To:
Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, North Carolina 27203

Presented By:

SCS ENGINEERS
322 Chapanoke Road, Suite 101
Raleigh, NC 27603
[phone]

March 7, 2016
File No. 02214705.00
Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
i

Table of Contents

Section Page

FOREWORD......................................................................................................................................... iii
OWNER/OPERATOR INFORMATION ............................................................................................ iv
SITE LOCATION DATA ....................................................................................................................... iv
1.0 FACILITY PLAN ........................................................................................................................ 1
1.1 Regulatory Summary ............................................................................................................. 1
1.2 Facility Drawings .................................................................................................................... 1
1.2.1 Facility Layout ........................................................................................................... 1
1.2.2 Operational Sequence ............................................................................................ 2
1.3 FACILITY REPORT ........................................................................................................................ 2
1.3.1 Waste Stream ........................................................................................................... 2
1.3.2 Landfill Capacity ...................................................................................................... 3
1.3.3 Special Engineering Features ................................................................................. 5
1.3.4 Soil Volume Analysis ................................................................................................ 5
2.0 ENGINEERING PLAN ............................................................................................................. 6
2.1 Engineering Report ................................................................................................................ 6
2.1.1 Analytical Methods ................................................................................................... 6
2.1.2 Identified Critical Conditions .................................................................................. 7
2.1.3 Technical References ................................................................................................ 8
2.1.4 Location Restriction Demonstrations ....................................................................... 8
2.2 Construction Materials and Practices .................................................................................. 8
2.3 Design Hydrogeologic Report ............................................................................................. 9
2.4 Engineering Drawings ............................................................................................................ 9
2.4.1 Existing Conditions .................................................................................................... 9
2.4.2 Grading Plan ............................................................................................................. 9
2.4.3 Stormwater Segregation ....................................................................................... 9
2.4.4 Final Cap System ...................................................................................................... 9
2.4.5 Temporary and Permanent S&EC ......................................................................... 9
2.4.6 Vertical Separation ............................................................................................... 10
2.4.7 Other Features ....................................................................................................... 10
2.5 Engineering Calculations .................................................................................................... 10
2.5.1 Settlement ............................................................................................................... 10
2.5.2 Slope Stability ........................................................................................................ 11
2.5.2.1 Deep-seated stability ........................................................................................... 12
2.5.2.2 Veneer Stability ..................................................................................................... 13
2.5.3 Final Slope Ratios .................................................................................................. 14

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3.0 CONSTRUCTION PLAN ...................................................................................................... 15
3.1 Horizontal Separation ........................................................................................................ 15
3.1.1 Property Lines......................................................................................................... 15
3.1.2 Residences and Wells ........................................................................................... 15
3.1.3 Surface Waters ..................................................................................................... 15
3.1.4 Existing Landfill Units ............................................................................................ 15
3.2 Vertical Separation ............................................................................................................ 15
3.2.1 Settlement ............................................................................................................... 15
3.2.2 Soil Consistency ...................................................................................................... 16
3.3 Survey Control Benchmarks ............................................................................................... 16
3.4 Location Coordinates .......................................................................................................... 16
3.5 Landfill Subgrade ............................................................................................................... 16
3.5.1 Subgrade Inspection Requirement ...................................................................... 16
3.5.2 Division Notification ............................................................................................... 17
3.5.3 Vertical Separation Compliance ........................................................................ 17
3.6 Special Engineering Features ............................................................................................ 17
3.7 Sedimentation and Erosion Control .................................................................................. 17
4.0 FINANCIAL ASSURANCE .................................................................................................... 18
5.0 CERTIFICATION .................................................................................................................... 19

APPENDICES
1 Facility Plan Drawings
2 Design Hydrogeologic Report
3 Engineering Calculations
4 Construction Quality Assurance Plan
5 Operations Plan Update
6 Closure/Post-Closure Plan
7 Ground Water Monitoring Plan
8 Landfill Gas Monitoring Plan
Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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FOREWORD
This Facility Plan was prepared in accordance with North Carolina Solid Waste Rules
15A NCAC 13B .0531, et seq., in conjunction with a application for a minor modification
to the Operations Plan of the CDLF, Permit #76-06. The operational permit was renewed
in February 2014, at which time monitoring plans and financial assurance was approved.
At this time, the Facility needs additional disposal capacity and desires to construct and
operate Phase 1 in two subphases designated as Phase 1A and 1B. Phase 1A will be
operated in two cells designated at Phase 1A-1 and 1A-2, which are contiguous to the
current operational footprint (Phase 2). A vertical expansion designated Phase 1C is
included in this application, but there is future expansion potential not included.

A brief historical perspective is warranted. The facility began operations ca. 2001 as a
mixed LCID and C&D recycling and disposal facility. The original designations were
Phase 1 for the LCID side and Phase 2 for a separate CDLF footprint. Each phase was
constructed in accordance with approved plans and designed to maintain a minimum 4
feet of vertical separation between base grades and the seasonal high ground water levels.
In 2009 the facility permit underwent a substantial amendment (prepared by others),
which connected the footprints across a shallow drainage feature and designated the
entire 20.27 acre footprint as a C&D disposal unit.

This document serves as a Permit to Construct (PTC) application for Phase 1A, along
with renewal of the Permit to Operate (PTO) for Phase 2. Current plans are to excavate
the LCID from Phase 1 incrementally and convert this airspace to C&D. The excavation
will extend to the original permitted grades. Each constructed area will be evaluated to
verify compliance with current Solid Waste Rules for subgrade consistency and vertical
separation. Future PTO applications will be submitted for Phase 1A-1 and subsequent
cells as they are completed, including CQA documentation and updated Financial
Assurance, as required. Concurrent plans include incremental closure of Phase 2 and
future portions of Phase 1 as exterior slopes come to grade, keeping the bondable open
area at approximately 6 acres, consistent with current conditions (see Appendix 1).

Earlier studies for the 2009 permitting included a design hydrogeologic evaluation for the
20.27-acre footprint: “Design Hydrogeologic Investigation Report Gold Hill Road Solid
Waste Management Facility, Cell 1 and Cell 2 Combination,” prepared by Cohesion,
Inc., revised March 2009 (see Appendix 2). Approved sedimentation and erosion control
(S&EC) measures appear to be functioning as planned, as are the monitoring wells. The
facility is permitted to accept up to 125 cubic yards (approximately 70 tons) per day of
C&D and LCID debris. Waste intake has been variable due to regional economic
conditions. The service area is defined as Randolph and all adjacent counties.
Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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Facility drawings, Operations Plan and Facility Plan have been updated for this permit
modification. This document includes an updated Closure/Post-Closure Plan and
preliminary Financial Assurance calculations, which have been updated to address the
operation plans and incremental closure schedule. This document updates the 2014 PTO
submittal and supersedes all previous versions. Within this document are the following
updates, prepared in accordance with Rule 15A NCAC 13B .0535:

 Facility Plan Update, prepared in accordance with Rule .0537
 Engineering Plan prepared in accordance with Rule .0539
 Operation Plan Update prepared in accordance with Rule .0541
 Closure and Post-Closure Plan Update prepared in accordance with
Rule .0543, which incorporates a Construction Quality Assurance Plan
as required by Rules .0543 and .0541
 Monitoring Plan Update prepared in accordance with Rule .0544.

OWNER/OPERATOR INFORMATION
Mr. Al Morton – Managing Member

Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, NC 27203 Tel. [phone]

SITE LOCATION DATA
LATTITUDE 35.71778 N
LONGITUDE -79.48895 E

PARCEL NUMBER 77611479668
Deed Date 1/17/1996 Randolph County, NC
Deed Book 002113 Deed Page 01392
Plat Book 53 Plat Page 64

Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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1.0 FACILITY PLAN
1.1 REGULATORY SUMMARY
15A NCAC 13B .0539 et seq. requires a comprehensive facility plan that identifies future
development in phases that correspond approximately to 5-year operational capacities.
The facility plan must identify and show all relevant permitted Solid Waste units and
activities conducted (or proposed) at the site.
The grading plan requirements emphasize vertical separation and minimum subgrade soil
type requirements. The operating C&D area meets or exceeds the 4-foot minimum
vertical separation requirement to groundwater and bedrock, and the recertification of the
area used for LCID will provide confirmation that the 4-foot separation requirement is
met. Confirmation will be provided via test pit investigation during construction.
No liner or leachate collection system is required under these rules. Subgrade soil types
identified in the 2009 Design Hydrogeologic Report exhibit predominately silt and sandy
silt material with a ML classification and silty gravel with sand with a GM classification.
The subgrade permeability is expected to be relatively low, providing the soils are
reworked and compacted (see Section 3.3.2).
1.2 FACILITY DRAWINGS
1.2.1 Facility Layout
A drawing set titled “Gold Hill Road Facility Plan,” dated February 2016, shows the
entire facility layout, along with interim grades for various phases, and relevant final
cover and S&EC details. The CDLF will continue to be developed in three ground
disturbing phases, with a future fourth phase vertical expansion over the first three
phases. Each phase is expected to provide approximately 5 years of operational capacity,
based on current waste stream projections.
Drawings E1 through E5 have been updated to depict current conditions and final grades
for Phases 1 and 2. The aerial limits are set to provide a minimum 200-foot buffer to the
facility boundary, and a 50-foot buffer to jurisdictional water bodies, per the rules that
were in effect when the project was initiated. Drawings E2 – E5 show the footprints and
estimated interim fill grades for Phases 1A, 1B and 1C, respectively.

Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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C&D recycling activities will continue to take place within the approved CDLF footprint
and adjacent to the footprint. These activities may be moved around as needed to remain
close to the working face. No part of the CDLF footprint contains identified floodplains
or jurisdictional wetlands (adjacent areas with these features will be avoided), unstable
areas or cultural resources that affect project development.
1.2.2 Operational Sequence
Phase 2 and associated S&EC measures have nearly reached capacity in the northern
portion of the CDLF footprint. The operational sequence for Phase 2 was divided into
two contiguous cells, or sub-phases (Phase 2A and 2B). Phase 2A is complete and Phase
2B is expected to last an estimated two-three years of duration. It should be noted that
Phase 2B has been built and certified for operations.
Phase 1 (the existing LCID area) will be cleared, recertified and utilized as a CDLF per
the existing operations plan.
Interim slopes will be maintained at 3H:1V, in accordance with Division requirements,
while upper surfaces shall be graded to promote positive drainage, ideally at a 5% slope.
Operational procedures are described more fully in Sections 5.0 – 7.0. Exterior slopes
will be closed – with simultaneous construction of erosion control benches – in Phase 2
(and future phases) in increments as the slopes come to grade (refer to Section 8.0).
1.3 FACILITY REPORT
1.3.1 Waste Stream
The following data is updated from the 2009 Application for Substantial Change, Facility
Plan with data furnished to Randolph County. Supporting data, e.g., population and
growth projection, are presented in Appendix 1.
The geographic area to be served by the franchisee may include the following
counties: Randolph, Guilford, Alamance, Chatham, Moore, Montgomery, and
Davidson. The annual waste intake is anticipated to vary from 15,000 to 20,000
tons per year – a daily intake up to 70 tons per day. The facility will accept C&D
and LCID waste.

Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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1.3.2 Landfill Capacity
A volumetric analysis for the CDLF, performed using the end-area projection method and
based on contour areas derived from the AutoCAD drawings, is discussed below.
Calculations in the 2009 permitting showed a total volumetric capacity of 1,114,400
cubic yards. Solid Waste rules allow an increase up to 110% of the permitted airspace
without a substantial amendment. This would allow a volume of 1,225,840 cubic yards
within a permit renewal application. The assumed unit weight is 0.56 ton/cubic yard.
An apparent annual consumption rate of 21,804 cy per year (12,210 tons per year) was
calculated based on as-built surveys and original base grades. The 2009 work anticipated
airspace consumption would be 35,000 cy per year, increasing over time to 50,000 cy per
year. Based on the history, the remaining airspace in Phase 2 has been recalculated using
21,804 cy per year.
Airspace consumption in Phases 1A has been calculated based on the original 35,000 cy
per year, and for Phases 1B and 1C the annual airspace consumption was calculated
based on 45,000 cy per year. The waste intake has varied significantly in recent years
due to economic trends, and fluctuations are expected to continue. Estimates of
remaining volumetric capacity and operational life are shown in the following tables.

CAPACITY PROJECTIONS Gold Hill Road Landfill (Permit #76-06)
Solid Waste Units Present C&D Recycling Facility, CDLF
Other Activities/Infrastructure Scales/Office, LCID Mining, LCID Processing
Facility Boundary Acreage ....................................................................................... 67.04 acres
Permitted Side Slope Ratios ..................................................................................... 3H:1V
Completed Remaining
CDLF Phases/Sub-Phases 1 2A 2B
New Ground Footprint Acreage 1 6.34 ac 1.99 ac
Interim Capacities (Sub-Phases) 2, 8 305,253 cy 60,926 cy
Interim Elevations (Sub-Phases) EL. 782 EL. 782
Constructed Footprint Acreage ................................................................................ 8.33 ac 4
Volumetric Capacity (all Phase 2) 2 ......................................................................... 366,179 cy
Final Cover Volume (3-ft thickness) 9 ...................................................................... 40,317 cy
Net Disposal Airspace (all Phase 2) ......................................................................... 325,861 cy
Remaining Life Expectancy ..................................................................................... 2.8 years 7
Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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FUTURE CONDITIONS New contiguous footprint under current PTC:
New CDLF Phases/Sub-Phases 1A-1 1 1A-2 1
New Ground Footprint Acreage, ac 4.70 3 2.35
Interim Capacities (Sub-Phases) 2, cy 128,965 177,918
Interim Elevations (Sub-Phases) EL. 792 EL. 792
Added Footprint (these phases) ............................................................................... 7.05 acres
Volumetric Capacity (these phases) ........................................................................ 306,883 cy
Final Cover Volume (these phases) 9 ........................................................................ 74,440 cy
Net Disposal Airspace (these phases) ....................................................................... 232,443 cy
Operational Life Expectancy (these phases) ............................................................ 6.6 years 6

Cumulative CDLF Footprint .................................................................................... 15.38 acres
Cumulative CDLF Volume 2 .................................................................................... 673,062 cy

FUTURE CONDITIONS New contiguous footprint under current PTC:
New CDLF Phases/Sub-Phases 1B 1C
New Ground Footprint Acreage, ac 5.12 3 0 5
Interim Capacities (Sub-Phases) 2, cy 411,179 141,599
Interim Elevations (Sub-Phases) EL. 798 EL. 798
Added Footprint (these phases) ............................................................................... 5.12 acres
Volumetric Capacity (these phases) ........................................................................ 552,778 cy
Final Cover Volume (these phases) 9 ........................................................................ 24,781 cy
Net Disposal Airspace (these phases) ....................................................................... 527,997 cy
Operational Life Expectancy (these phases) ............................................................ 11.7 years 6

Cumulative CDLF Footprint .................................................................................... 20.5 acres
Cumulative CDLF Volume 2 .................................................................................... 1,225,840 cy
Cumulative Net Disposal Volume 8 .......................................................................... 1,086,302 cy
Estimated Tonnage at Completion ........................................................................... 608,329 tons
Maximum Waste Thickness ..................................................................................... 48 feet

1 Corresponding to 5-year Operating Capacity
2 Includes Final Cap System and Operational Cover
3 Covered by current this Permit to Construct application
4 Permitted acreage stated as 9.0 acres in post-2009 permit correspondence, 8.33 acres measured from site plan
5 Vertical Expansion – not actual ground disturbance (does not add to total footprint area)
6 Per February 2009 PTC – assumed airspace consumption was 35,000 cy per year, 45,000 after 10 years
7 Based on a remaining airspace and 21,804 cy of annual airspace consumption
8 Subtract final cover volume from previous phases for net airspace
9 Calculated for financial assurance purposes
Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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1.3.3 Special Engineering Features
Underdrain - A former drainage feature between Phases 1 and 2 has been diverted around
the south side of Phase 2. The former drainage feature occupies most of the future Phase
1A area, which has been built to the approved design grades (subject to verification). An
evaluation of the subgrade will be performed during the upcoming recertification, to
identify any soft spots or wet features. At this time, no special attention is expected to be
required. If the future subgrade evaluation indicates the need, plans for any remedial
measures, e.g., underdrains or undercut and replacement, will be submitted to NC DEQ
prior to implementation.
1.3.4 Soil Volume Analysis
The following soil data was developed using the airspace calculations (discussed above)
and the permitted grading plan (relative to regulatory vertical buffer requirements). A
majority of the proposed base grading has been completed. Nominal fill may be required.
The following analysis assumes that approximately 6 acres has been closed in Phase 2,
leaving approximately 2 acres currently open. Assume 20% shrinkage on final cap.
Total Permitted Footprint 20.5 acres

Final Cover Required Phase 2B
(3' x 2.33 ac x 1613 cy/ac/ft x 1.2) 13,530 cy
Intermediate Cover (5% Volume)* 3,046 cy

Final Cover Required Phase 1A
(3' x 7.05 ac x 1613 cy/ac/ft x 1.2) 40,938 cy
Intermediate Cover (5% Volume) 15,344 cy

Final Cover Required Phase 1B, and 1C
(3' x 5.12 ac x 1613 cy/ac/ft x 1.2) 29,731 cy
Intermediate Cover (5% Volume) 27,639 cy

Total Required Soil 130,228 cy

*Based on remaining airspace in Phase 2

Likely Phase 1 contains an unquantified volume of soil which can be recovered
An estimated 300,000 cubic yards of soil is available on one or more adjacent sites

Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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2.0 ENGINEERING PLAN
2.1 ENGINEERING REPORT
This section of the report describes the physical aspects of the facility design, per rule
15A NCAC 13B .0539, with emphasis on waste containment and environmental control
systems, based on the hydrogeologic data discussed in 2009 Design Hydrogeologic
report. The design was prepared by a qualified Professional Engineer, who is licensed to
practice in North Carolina and is familiar with the requirements of the North Carolina
Division of Waste Management (Division) rules. Phase 2B is set to provide
approximately 2.8 years of capacity, in keeping with rules.

Also, in keeping with the intent of 15A NCAC 13B .0531 - .0547, there is no liner or
leachate collection system proposed for this facility since the site meets the rule
requirements for soil types present within two feet below planned base grades, and there
is at least 4 feet of vertical separation between the waste and seasonal high ground water
and/or bedrock (Rule .0540 (2)). Outer slopes will have maximum slope ratios of
3H:1V, which have been demonstrated to be stable.

2.1.1 Analytical Methods
The facility design incorporates elements that are consistent with Division rules and
guidelines, as well as sound engineering practice. Various analyses used in the design of
the facility include evaluations of soil conditions, i.e., the consistency of subgrade soils
and the availability of suitable soils for constructing stable embankments and other
earthen structures (discussed below), and ground water characteristics, i.e., flow
directions and seasonal water depth fluctuations. Soil properties testing used to facilitate
these evaluations included grain size analysis, shear strength, consolidation, and
compaction characteristics (see 2001 Site Suitability study).

Stability and settlement of foundation soils were considered in setting base grades, as was
outer slope stability for the final cover system (see Appendix 2). Other analyses
included a detailed evaluation of S&EC and storm water management systems,
previously approved by NC DENR Division of Land Resources, Land Quality Section,
which were presented in the 2002 Permit to Construct application – relevant
calculations are presented in Appendix 3.

Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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2.1.2 Identified Critical Conditions
No inherent foundation stability or long-term settlement problems are anticipated. Some
considerations that are both generic to landfills and specific to the on-site soils, learned
through practical experience with the construction of other landfills in the region, are
discussed below.

 Subsurface conditions consist of metavolcanic schist and gneiss, which can vary
in density within short lateral and horizontal distances and which exhibits a
differential weathering pattern. Conditions that produce “auger refusal” can be
localized and may not be apparent during open excavations. The grading plan is
based on auger refusal and may not reflect the actual excavation characteristics.

 Ground water is typically deeper than bedrock within the eastern portions of the
site, shallower than bedrock within the western portion of the site – that is,
groundwater depths govern the vertical separation requirements for the base
grading plan within the western half of the site (approximately), bedrock
elevations govern within the eastern portion of the site.

 Minor occurrences of rock-like materials may be encountered above the permitted
grades, which may require ripping for removal.

 Required soil types for the upper two (2) feet of base grades include SM, SC, ML,
MH, CL, and CH classifications. Based on first-hand observation and the earlier
geotechnical study, the required soil types are expected to be present at (and
below) the permitted final grades. These soils are abundant on the site.

 Soils for final cover construction, i.e. capable of being compacted to permeability
no greater than 1 x 10-5 cm/sec, are available in sufficient quantities, but the
operator will need to segregate and reserve these soils.

 Soil compaction is dependent on both compaction effort (i.e., the right equipment)
and working within the correct range of near-optimum moisture.

 Properly compacted embankments are expected to be stable due to high soil
strength and stable foundation conditions. Outer slope stability (relative to final
cover) will also rely on adequate compaction and observation of proper slope
ratios, due to the strength considerations.
Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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 Another consideration is potential soil erosion susceptibility, which can be
counteracted with good cover construction practices and vegetative cover. The
on-site soils have moderate field capacity and poor nutrient value, which may
require additional effort to establish vegetation. These conditions pose
operational considerations but require no special design accommodations.

2.1.3 Technical References
Calculations found in Appendix 3 are referenced within each analysis. All engineering
calculations were performed in accordance with accepted standards of practice.

2.1.4 Location Restrictions
The site was granted a Site Suitability determination in accordance with 15A NCAC 13B
.0531 et seq. based on work completed in 2001, i.e., the site characteristics were
determined suitable for a C&D landfill. Relative to Rule .0536 pertaining to C&D
landfills, the site has no disqualifying conditions with respect to zoning, setbacks from
residences or potable wells, historic or cultural sites, state or nature preserves, 100-year
floodplains, wetlands, water supply critical areas, or endangered species. Documentation
pertaining to these site selection criteria is found in the 2001 Site Suitability Report.

2.2 CONSTRUCTION MATERIALS AND PRACTICES
Based on the 2009 Design Hydrogeologic investigation, on-site soils available for
embankment and subgrade recertification consist chiefly of variably silty sand exhibiting
Unified Soil Classification System classifications of mostly clayey silt (ML) with silty
gravel (GM). First hand observation indicates the presence of silty sand SM and silty
clay CL soils. These soils meet the requirements for the upper two feet beneath the
landfill subgrade referenced in 15A NCAC 13B .0540 (2).

The soils exhibit adequate compaction characteristics and shear strength (when properly
compacted) to build stable embankments and subgrade that will not undergo excessive
settlement. Some selective use of soils and/or field evaluation will be required to place
the correct soil types within the upper two (2) feet beneath the subgrade elevations. Good
construction practices for embankments and subgrade include compaction using steel-
wheel rollers, sheep foot rollers, and/or smooth-drum rollers of sufficient weight – not
dozers – making a minimum numbers of passes (typically three to five passes) in two
perpendicular directions in order to achieve the desired strength properties for stability.

Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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Past experience at the site indicates that proper material selection and/or blending soils to
negate the effects of wet or slick soils will produce satisfactory results. The targeted
compaction criterion is 95% of standard Proctor maximum dry density (ASTM D-698).
Critical embankment and subgrade areas should be tested to ensure proper compaction in
accordance with the criteria outlined in the CQA Plan.

2.3 DESIGN HYDROGEOLOGIC REPORT
The Design Hydrogeologic Investigation Report prepared in February 2008 and revised
in March 2009 by Cohesion, Inc. was approved by the Division in 2009. Excerpts of this
report are reproduced in Appendix 2. No further hydrogeologic study is needed.

2.4 ENGINEERING DRAWINGS
Refer to the rolled plan set that accompanies this report. All relevant criteria required by
the rules (except as noted) are depicted on the plans.

2.4.1 Existing Conditions
See Drawing E1 in the Facility Plan Drawings.
2.4.2 Grading Plan/Sequence Plan
See Drawings E2-E5.
2.4.3 Stormwater Segregation
See Drawing SC1. Good practices for water management include maintaining
slopes with positive drainage and orderly waste placement, which is required to
minimize contact with runoff, hence minimization of leachate.

2.4.4 Final Cap System
See Drawing E5 for final contours and placement of drainage measures, and
Drawing SC1 for final cover details.

2.4.5 Temporary and Permanent S&EC
See Drawing SC1 for temporary sedimentation and erosion control (S&EC)
measures and permanent measures. An S&EC plan was submitted to the NC
DENR Division of Land Resources, pursuant to the 2009 Construction permit.
Morton and Sewell Land Company, LLC (Permit 76-06)
Facility Plan Update
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2.4.6 Vertical Separation
Vertical separation was established for base grades in the 2009 Design
Hydrogeologic report. Separation to groundwater and bedrock are depicted on
Drawings D5 and D8 in the 2009 design Hydro report (Appendix 2), which
present cross sections based on the original permitting work.

2.4.7 Other Features
This rule pertains to liners and leachate collection systems, if proposed (none are).

2.5 ENGINEERING CALCULATIONS
Calculations for settlement and slope stability were performed using site specific data.
The calculations can be found in Appendix 3, along with key supporting geotechnical lab
data. More complete lab data are found in the 2001 Site Suitability Report and/or the
2009 Design Hydrogeologic Report. The following is brief description of the analyses.

2.5.1 Settlement
Settlement is a concern at landfills for maintaining vertical separation between the bottom
of the waste (or base liner) and the maximum long-term seasonal high water table.
Settlements of the foundation soils result from time-dependent strain, i.e., a change in
thickness within the various soil layers due to the vertical stress (weight of the landfill)
applied at the surface, accompanied by drainage of the various soil layers.

Vertical stresses beneath landfills gradually increase as the waste becomes thicker over
long periods of time; strain-induced settlements within sands and/or well drained silts and
clays are relatively short-term, thus long-term settlements are not typically a concern
unless thick uniform clay deposits are present (which tend to drain slowly) – such is not
the case at the subject landfill. This landfill site is excavated into residual saprolite,
derived from the underlying bedrock, thus settlement is not expected to be a concern.

Nonetheless, settlements were calculated using elastic methods adapted from the US
Federal Highway Administration (FHWA) for highway embankments. Ostensibly, a
landfill is a large flexible embankment with the highest stresses impinging on the
foundation soils near the center. The FHWA settlement calculation is based on the work
of Hough (1959) and others, which considers both the material type and overburden
depth for determining a “correction factor” for standard penetration test (SPT) values,
from which the compressibility and load-induced strain of each soil layer can be
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evaluated. For sandy soils conventional sampling via Shelby tubes and laboratory
consolidation testing is infeasible. No Shelby tube samples were acquired for laboratory
consolidation tests, because the soils were too sandy and dense.

A spreadsheet facilitates the settlement calculation (see Appendix 3). The maximum
vertical stress increase calculated using the maximum embankment height of 110 feet and
an average unit weight of 1000 pounds per cubic yard (37 pcf), then applying a depth-
related “influence factor” based on elastic stress distribution theory. Next a subsurface
stress distribution was developed for original and post-construction (final height)
conditions, based on the depth and average unit weight of the soil layers, plus the added
vertical stresses. The SPT correction factor was applied to determine the compressibility
factor and strain within each layer, differentiating between sand and clay layers based on
empirical data. Strain in the individual layers was summed up to estimate the total
settlement. Time-dependent settlement was not considered due to the well-drained
conditions indicated by the subsurface data.

Assuming fairly uniform subsurface conditions within the footprint – as confirmed by the
test borings – a representative subsurface profile was used to estimate the maximum
settlements beneath the center of the landfill. Settlements along the edges of the landfill
are negligible, and settlements beneath the slopes would fall in between the maximum
and minimum values. The calculations confirm that the base grade design, which
typically provides more than the minimum required 4 feet of separation, is sufficient to
accommodate the anticipated settlement. Differential settlement within the footprint is
not a concern. The maximum estimated foundation settlement is 0.4 feet, or less.

2.5.2 Slope Stability
Two primary concerns exist for landfills with respect to slope stability: deep-seated or
global stability involving a deep layer in the foundation or along the base of the landfill,
which could potentially result in catastrophic slope failure, and veneer stability (sliding of
the cover), which can expose the waste but is typically more of a maintenance issue
relative to repairs in the event of a failure (veneer stability can also be catastrophic).

Subsurface conditions identified at this site are relatively sandy (high strength soils) with
interspersed thin clay layers with sand seams that are expected to drain readily under the
applied embankment loads – only “effective” stresses (i.e., drained conditions) were
considered. The site is not earthquake prone, so liquefaction is not a concern. No
extremely soft layers that would pose stability concerns were identified by the SPT
testing, but the foundation is expected to undergo a strain-hardening strength increase as
settlement occurs, i.e., the foundation soils will become even more stable with time.
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2.5.2.1 Deep-seated stability – Limit-equilibrium methods, i.e., the STABL-5M model
used for this project, evaluate the balance of forces driving a slide (weight of the porous
material and contained water) against the forces resisting a slide (shear strength,
expressed as cohesion and friction) along a theoretical failure surface, which can be either
a circular surface or a series of intersecting planar surfaces.

A “static” analysis considers just the weight of the materials and the shear strength (tie-
back loads may be considered for reinforced embankments); a “dynamic” analysis might
consider external loads, such as linear loads at the top of the embankment (i.e., traffic
forces) or additional horizontal loads to represent earthquakes (expressed as a fraction of
the normal gravity field, specific to the region of interest).

The balance of forces – the sum of the resisting forces divided by the sum of the driving
forces – is expressed as a ratio, e.g., 1.5:1, or simply 1.5, which is called the “safety
factor.” Ratios less than unity (safety factor <1) indicate unstable conditions. Typical
minimum safety factors for maintaining stable embankment conditions throughout the
life of a project are 1.5 for static conditions, 1.0 for seismic conditions.

Shear strength inputs to the STABL-5M model were developed from the drilling and
laboratory data (see the 2009 Design Hydrogeologic Report). A circular failure surface
and a block analysis were analyzed with the Janbu method of slices. A representative soil
profile was developed from the drilling data. A side slope ratio of 3H:1V was modeled.
Shear strength parameters were derived empirically from the standard penetration
resistance values, based on familiarity with local soils and engineering experience.

Typically, the in-situ soil exhibits a high shear strength value, expressed in engineering
terms as the cohesion (in units of force/area) and the internal friction angle (expressed in
degrees). The following table summarizes the soil strength input values.

Soil
Layer
Layer
Thickness
(feet)
Soil Layer Description
Saturated
Unit Weight
(pcf)
Drained
Cohesion
(psf)*
Drained
Friction
Angle (deg)
1 110 Waste 64 100 25
2 10 Silty sand
N = 17 110 100 35
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3 25 Silt-Clay
N = 20-50 135 300 34
4 40 Silty sand
N = 100 130 40 35
5 40 Bedrock 145 5000 45

*Apparent cohesion for silty sands and waste is based on retrogression analysis from other
projects (past experience). The water table was modeled at a depth of 5 feet below ground
surface, i.e., the base of the waste, which reflects seasonal high conditions.

Based on the analysis presented in Appendix 3, the minimum safety factors calculated
for this project are summarized below:
Failure Analysis Seismic* Non-Seismic
Block 1.49>1.0 1.77>1.5
Circular 1.47>1.0 1.71>1.5
*A horizontal static load of 0.04g was applied to represent regional seismicity,
consistent with the protocols of the STABL5M computer program – the region is
not within a seismic impact zone as defined by NC DENR Solid Waste Rules

2.5.2.2 Veneer Stability – Sliding of the final cover (or veneer failure) is dependent on
slope angle, material strength, i.e., the interface friction angle and cohesion within the
soils and between the soils and synthetic components (if any), and the degree of
saturation. Veneer failure occurs when the pore pressures build up along a critical
interface in excess of available shear strength. The severity of failure can range from
minor sloughing of small areas (maintenance nuisances) to large-scale slides requiring
complete replacement of large sections – this type of failure is expensive to repair,
especially when synthetic components are involved. The analysis is typically performed
for preliminary design conditions to anticipate (and try to avoid) the large-scale failures.

The regulatory minimum cover includes 18 inches of vegetative support soil overlying a
compacted soil barrier. Given the regional soil types, the upper 18 inches could include a
high permeability sand layer near the base, and ample soil resources are available for the
compacted soil barrier (maximum 1 x 10-5 cm/sec permeability). North Carolina Solid
Waste regulations allow alternative final covers, subject to approval by the Solid Waste
Section, but specific interface testing will be required to verify future designs.

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Even when native soil covers are used, drainage is still important relative to veneer
stability, so a final cover section should include higher permeability sand layer next to the
barrier to prevent the soils above the barrier from becoming saturated. Assuming a
regulatory minimum cover soil profile is used, the critical interface for veneer stability
exists within a low-cohesion sand layer overlying the compacted soil barrier at full
saturation on a 3H:1V slope (i.e., the angle measured from the horizontal is 18 degrees).
While a minimum cohesion could be assumed along the sand layer and the compacted
soil barrier, the stresses near the base of the sand layer would control stability.

A veneer stability analysis (Appendix 3) adapted from Matasovic (1991)1 was performed
to evaluate four conditions: static unsaturated and saturated conditions (with a required
safety factor of 1.5) and seismic unsaturated and saturated conditions (with a safety factor
of 1.1). For this site, the static (non-seismic) saturated case is the critical condition for
design because of the higher required safety factor. The calculations start with the given
slope geometry and saturation state, then for a given safety factor the required friction
(with or without cohesion) is back-calculated to provide the desired safety factor.

The analysis assumed full saturation of the vegetation support layer (upper cover soil is at
field capacity) with a 1-year, 60-minute design storm impinging, resulting in a head of
just over 12 inches acting on the base of the upper soil layer. Assuming the deeper
compacted soil layer is stronger (due to cohesion) a minimum friction angle of 31
degrees is required within the upper soil layer. Select soils are available in the region
(including the borrow sites on the premises) capable of providing this minimum friction
angle, combined with the required high permeability for drainage. The CQA program for
the final closure should verify the available friction angles for the actual cover
components (including alternative cover designs, if these are to be used).

2.5.3 Final Slope Ratios
Both the deep-seated stability analysis (Section 2.5.2.1) and the veneer stability analysis
(Section 2.5.2.2) assumed a 3H:1V slope ratio. These analyses demonstrate that stability
safety factors meet the minimum acceptable requirement of 1.5 for static (non-seismic)
conditions. The use of 3H:1V slope ratios will result in stable slopes, providing that the
drainage requirements are accommodated, and assuming proper vegetation maintenance.

1 Geotechnical and Stability Analyses for Ohio Waste Containment Facilities, Geotechnical Resource
Group, Ohio Environmental Protection Agency, Columbus, Ohio, September 2004, pg. 9-12.

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3.0 CONSTRUCTION PLAN
This section demonstrates compliance of the facility design with the requirements of the
C&D Rules, 15A NCAC 13B .0537 - .0540. Reference is made to the construction plan
set and various appendices.

3.1 HORIZONTAL SEPARATION
The following regulatory criteria are addressed in project drawings specified below.
Refer to the rolled plan set that accompanies this report.

3.1.1 Property Lines
The minimum setback to property lines is 200 feet (Drawings E1 – E5).

3.1.2 Residences and Wells
The minimum setback to residences and wells is 500 feet (Drawings E1 – E5).

3.1.3 Surface Waters
The minimum setback to surface waters is 50 feet (Drawings E1 – E5).

3.1.4 Existing Landfill Units
There are no other landfill units present on the site.

3.2 VERTICAL SEPARATION
3.2.1 Settlement
Maximum waste thicknesses are approximately 60 feet; the waste density is
approximately 0.56 tons/cubic yard. Foundation soils are very dense residual silty sand
and gravelly sand and silt (all saprolite). Settlement calculations (see Appendix 2)
indicate maximum post-construction settlements on the order of 0.4 feet (3 inches), or
less. Discussion of the assumptions and procedures behind the calculations is presented
in Section 2.5.

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3.2.2 Soil Consistency
Based on the laboratory data summary table (see Appendix 2), a majority of the on-site
soils generally classify as silty sands (SM), silt (ML) or dual classify as sand-silt (SM-
ML). A relatively small fraction of the near surface soils consist of low plasticity silty
clay (CL), and there are minor high plasticity silty clay (MH-CH) soil types present.
Based on the data, these soil types are prevalent and will be present – either in-situ or
within compacted subgrade – to meet the requirements of Rule .0540 (2) (b) for the
upper two feet beneath the subgrade. No modification of the soils, i.e., admixtures, will
be required to meet this rule requirement, but reworking to blend the soils to a more
uniform consistency and proper compaction moisture may be required. The soil types in
the subgrade shall be documented in the CQA program.

3.3 SURVEY CONTROL BENCHMARKS
A permanent benchmark is located along Gold Hill Road (see facility drawings), with the
following information:

NAD 83 Coordinates N 817,233.63456
E 1,749,238.54876
NGVD 29 El. 783.30
3.4 SITE LOCATION COORDINATES
The latitude and longitude coordinates of the center of the site are approximately:

LATTITUDE 35.71778 N
LONGITUDE -79.48895 E

Reference: http://earthexplorer.usgs.gov/

3.5 LANDFILL SUBGRADE
3.5.1 Subgrade Inspection Requirement
The Owner/Operator shall have the subgrade inspected by a qualified engineer or
geologist upon completion of the excavation, in accordance with Rule .0534 (b) and
Rule .0539. Said inspection is required by the Division to verify that subgrade conditions
are consistent with expected conditions based on the Design Hydrogeologic Report.

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3.5.2 Division Notification
The Owner/Operator shall notify the Division at least 24 hours in advance of the
subgrade inspection.

3.5.3 Vertical Separation Compliance
The subgrade inspection shall verify to the Division that the minimum vertical separation
requirements are met and that required subgrade soil types are present.

3.6 SPECIAL ENGINEERING FEATURES
This section of the rules generally pertains to liners and leachate collection systems, if
any are present (none will be). A ground water and surface water diversion installed ca.
2009 may require modification or removal to accommodate future construction.

3.7 SEDIMENTATION AND EROSION CONTROL
The sedimentation and erosion control structures were permitted by the NC DENR
Division of Land Resources, Land Quality Section and have been designed to
accommodate the 25-year, 24-hour storm event, per the North Carolina Sedimentation
Pollution Control Law (15A NCAC 04). Required measures are depicted in the Facility
plan set (see Drawing SC1). Existing sediment traps shall be cleaned out and upgraded
as needed; other measures shall be maintained throughout the life of the facility. Basin
function will be evaluated and modifications made as needed.

Morton and Sewell Land Company, LLC (Permit 76-06)
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4.0 FINANCIAL ASSURANCE
15A NCAC 13B .0546 requires that Owners/Operators demonstrate financial assurance
for closure and post-closure activities. Typically, for local government-owned facilities,
said demonstration is based on a local government test. For private facilities, the posting
of a performance bond or insurance policy is typically acceptable to the Division.

Cost estimates for closure and post-closure of CDLF Phases 1A and 2 are presented in
Appendix 6. The following is a detailed analysis of the closure and post closure costs,
based on the preceding, all in 2016 dollars, projected over the anticipated life of the
landfill and 30 years of post-closure care. The Financial Assurance obligation should be
recalculated for future years to account for inflation using annual multipliers furnished by
NCDEQ.

It should be realized that the bond requirement is for the whole landfill that has a Permit
to Operate – the liabilities both increase and decrease with time as phases are opened and
others are closed. Thus, the amount of the post-closure instrument should be adjusted on
an annual basis, consistent with Division policy. Acceptable financial assurance
instruments include performance bonds, insurance policies, cash deposits and irrevocable
letters of credit. The following costs pertain to Phase 1A and Phase 2, only, and assumes
a maximum open acreage of 6.1 acres.

SUMMARY OF CLOSURE AND POST-CLOSURE COST (2016 dollars)

1. Final Closure Construction (see Table A in Appendix 6) $ 317,680
2. Projected Post-Closure Costs (see Table C in Appendix 6)* $ 624,960
TOTAL CLOSURE/POST-CLOSURE COST $ 942,640
3. Potential Assessment Corrective Action (PACA)** $1,000,000
TOTAL REQUIRED FINANCIAL ASSURANCE $1,942,640
Per Division rules, Owners/Operators must furnish an acceptable financial assurance
instrument (e.g., performance bond, irrevocable letter of credit, insurance policy, other
fiduciary instrument) within 30 days of notification of approval.

*Assumes 30 years
*Statutory changes enacted ca. 2008 and revised ca. 2010 require a separate bond for Potential Assessment
and Corrective Action, also referred to as PACA. The minimum bond amount is currently $1M.
Morton and Sewell Land Company, LLC (Permit 76-06)
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5.0 CERTIFICATION
This engineering plan for the Gold Hill Road C&D Landfill Phases 1 and 2 disposal unit
has been prepared by, or under the responsible charge of, a North Carolina Licensed
Professional Engineer to meet the requirements of 15A NCAC 13B .0539. The individual
signature and seal below attests to compliance with this rule requirement.

Signed ___________________________

Printed _G. David Garrett____________

Date __January 29, 2016____________

Not valid unless this document bears the seal of the above-named licensed professional.

Appendix 1
Facility Plan Drawings

Appendix 2
2009 Design Hydrogeologic Report

Appendix 3
Engineering Calculations
CUT & FILL VOLUMES BY AVERAGE AREA METHOD Page 1/4
BASED ON DEPTH CONTOURS (ISOPACHS)
Contour interval (feet) = 2 10
PHASE 2 FILL VOLUME - BASE TO EXISTING
Cut Contour Contour Increment Accum. Accum.
Depth Area, sf Area, ac. Vol., cf Vol., cf Vol., cy
728 28,907.7 0.66 104,262.4 104,262.4 3,861.6
730 75,354.7 1.73 198,708.2 302,970.6 11,221.1
732 123,353.5 2.83 271,942.7 574,913.3 21,293.1
734 148,589.2 3.41 312,127.6 887,040.9 32,853.4
736 163,538.4 3.75 342,340.1 1,229,381.0 45,532.6
738 178,801.7 4.10 390,624.8 1,620,005.8 60,000.2
740 211,823.1 4.86 438,149.4 2,058,155.2 76,228.0
742 226,326.3 5.20 465,233.7 2,523,388.9 93,458.8
744 238,907.4 5.48 486,536.0 3,009,924.9 111,478.7
746 247,628.6 5.68 498,340.6 3,508,265.5 129,935.8
748 250,712.0 5.76 496,621.9 4,004,887.4 148,329.2
750 245,909.9 5.65 482,338.5 4,487,225.9 166,193.6
752 236,428.6 5.43 458,664.5 4,945,890.4 183,181.1
754 222,235.9 5.10 430,429.9 5,376,320.3 199,123.0
756 208,194.0 4.78 402,536.9 5,778,857.2 214,031.7
758 194,342.9 4.46 375,315.4 6,154,172.6 227,932.3
760 180,972.5 4.15 346,072.4 6,500,245.0 240,749.8
762 165,099.9 3.79 315,134.7 6,815,379.7 252,421.5
764 150,034.8 3.44 285,329.3 7,100,709.0 262,989.2
766 135,294.5 3.11 256,187.9 7,356,896.9 272,477.7
768 120,893.4 2.78 227,326.2 7,584,223.1 280,897.2
770 106,432.8 2.44 199,127.1 7,783,350.2 288,272.2
772 92,694.3 2.13 171,591.3 7,954,941.5 294,627.5
774 78,897.0 1.81 132,634.0 8,087,575.5 299,539.8
776 66005.7 1.23 95,563.9 8,183,139.4 303,079.2
778 53,737.0 0.96 50,255.6 8,233,395.0 304,940.6
780 41,826.9 0.19 8,428.7 8,241,823.7 305,252.7 In Place
782 8,428.7 0.00 0.0 8,241,823.7 305,252.7
784 0.0 0.00 0.0 8,241,823.7 305,252.7
PHASE 2 FILL VOLUME - EXISTING TO INTERIM FINAL
746 530.8 0.01 4,164.6 4,164.6 154.2
748 3,633.8 0.08 12,987.7 17,152.3 635.3
750 9,353.9 0.21 27,853.8 45,006.1 1,666.9
752 18,499.9 0.42 48,124.1 93,130.2 3,449.3
754 29,624.2 0.68 69,735.1 162,865.3 6,032.0
756 40,110.9 0.92 90,609.4 253,474.7 9,388.0
758 50,498.5 1.16 111,236.0 364,710.7 13,507.8
760 60,737.5 1.39 128,210.0 492,920.7 18,256.3
762 67,472.5 1.55 139,387.7 632,308.4 23,418.8
764 71,915.2 1.65 145,939.1 778,247.5 28,824.0
766 74,023.9 1.70 147,182.7 925,430.2 34,275.2
768 73,158.8 1.68 144,299.9 1,069,730.1 39,619.6
770 71,141.1 1.63 139,722.8 1,209,452.9 44,794.6
772 68,581.7 1.57 129,412.7 1,338,865.6 49,587.6
774 65190.0 1.40 116,118.4 1,454,984.0 53,888.3
776 60,831.0 1.27 104,004.2 1,558,988.2 57,740.3
778 55,287.4 1.12 66,389.5 1,625,377.7 60,199.2
780 48,716.8 0.41 18,648.8 1,644,026.5 60,889.9
782 17,672.7 0.41 976.1 1,645,002.6 60,926.0 Remaining
784 976.1 0.02 0.0 1,645,002.6 60,926.0
786 0.0 0.00 0.0 1,645,002.6 60,926.0
SCS Engineers, PC 3-8-2016 Gold Hill Road CDLF Phases 1-2
PHASE 1A1 FILL VOLUME - BASE TO INTERIM FINAL Page 2/4
Cut Contour Contour Increment Accum. Accum.
Depth Area, sf Area, ac. Vol., cf Vol., cf Vol., cy
746 7,134.5 0.16 25,266.7 25,266.7 935.8
748 18,132.2 0.42 49,447.8 74,714.5 2,767.2
750 31,315.6 0.72 83,497.4 158,211.9 5,859.7
752 52,181.8 1.20 128,712.5 286,924.4 10,626.8
754 76,530.7 1.76 174,731.1 461,655.5 17,098.4
756 98,200.4 2.25 216,125.0 677,780.5 25,103.0
758 117,924.6 2.71 247,985.0 925,765.5 34,287.6
760 130,060.4 2.99 264,951.5 1,190,717.0 44,100.6
762 134,891.1 3.10 274,348.2 1,465,065.2 54,261.7
764 139,457.1 3.20 281,087.6 1,746,152.8 64,672.3
766 141,630.5 3.25 281,573.0 2,027,725.8 75,101.0
768 139,942.5 3.21 278,091.4 2,305,817.2 85,400.6
770 138,148.9 3.17 267,230.6 2,573,047.8 95,298.1
772 129,081.7 2.96 249,037.2 2,822,085.0 104,521.7
774 119,955.5 2.75 230,849.2 3,052,934.2 113,071.6
776 110,893.7 2.55 158,154.2 3,211,088.4 118,929.2
778 101,399.2 2.33 117,301.2 3,328,389.6 123,273.7
780 90,503.5 2.08 90,503.5 3,418,893.1 126,625.7
782 47,260.5 1.08 47,260.5 3,466,153.6 128,376.1
784 15,902.0 0.37 15,902.0 3,482,055.6 128,965.0 Subtract
PHASE 1A FILL VOLUME - BASE TO INTERIM FINAL
Cut Contour Contour Increment Accum. Accum.
Depth Area, sf Area, ac. Vol., cf Vol., cf Vol., cy
730 4,631.7 0.11 15,409.4 15,409.4 570.7
732 10,777.7 0.25 29,917.2 45,326.6 1,678.8
734 19,139.5 0.44 48,560.6 93,887.2 3,477.3
736 29,421.1 0.68 70,662.5 164,549.7 6,094.4
738 41,241.4 0.95 89,891.1 254,440.8 9,423.7
740 48,649.7 1.12 116,228.5 370,669.3 13,728.5
742 67,578.8 1.55 144,484.0 515,153.3 19,079.8
744 76,905.2 1.77 168,066.0 683,219.3 25,304.4
746 91,160.8 2.09 202,951.9 886,171.2 32,821.2
748 111,791.1 2.57 241,733.2 1,127,904.4 41,774.2
750 129,942.1 2.98 278,001.6 1,405,906.0 52,070.6
752 148,059.5 3.40 320,622.9 1,726,528.9 63,945.5
754 172,563.4 3.96 366,885.6 2,093,414.5 77,533.9
756 194,322.2 4.46 408,762.3 2,502,176.8 92,673.2
758 214,440.1 4.92 440,914.8 2,943,091.6 109,003.4
760 226,474.7 5.20 460,218.4 3,403,310.0 126,048.5
762 233,743.7 5.37 471,328.1 3,874,638.1 143,505.1
764 237,584.4 5.45 476,786.7 4,351,424.8 161,163.9
766 239,202.3 5.49 476,634.8 4,828,059.6 178,817.0
768 237,432.5 5.45 470,283.2 5,298,342.8 196,234.9
770 232,850.7 5.35 456,988.9 5,755,331.7 213,160.4
772 224,138.2 5.15 439,252.7 6,194,584.4 229,429.1
774 215,114.5 4.94 421,446.3 6,616,030.7 245,038.2
776 206,331.8 4.74 403,411.5 7,019,442.2 259,979.3
778 197,079.7 4.52 391,480.8 7,410,923.0 274,478.6
780 194,401.1 4.46 335,491.5 7,746,414.5 286,904.2
782 141,090.4 3.24 236,212.2 7,982,626.7 295,652.8
784 95,121.8 2.18 154,430.2 8,137,056.9 301,372.5
786 59,308.4 1.36 90,802.6 8,227,859.5 304,735.5
788 31,494.2 0.72 43,214.8 8,271,074.3 306,336.1
790 11,720.6 0.27 13,236.5 8,284,310.8 306,826.3
792 1,515.9 0.03 1,515.9 8,285,826.7 306,882.5 Available
794 0.0 0.00 0.0 8,285,826.7 306,882.5
796 0.0 0.00 0.0 8,285,826.7 306,882.5
798 0.0 0.00 0.0 8,285,826.7 306,882.5
800 0.0 0.00 0.0 8,285,826.7 306,882.5
SCS Engineers, PC 3-8-2016 Gold Hill Road CDLF Phases 1-2
PHASE 1B FILL VOLUME - BASE TO INTERIM FINAL Page 3/4
Cut Contour Contour Increment Accum. Accum.
Depth Area, sf Area, ac. Vol., cf Vol., cf Vol., cy
738 5,285.8 0.12 25,320.7 25,320.7 937.8
740 20,034.9 0.46 56,761.2 82,081.9 3,040.1
742 36,726.3 0.84 88,553.9 170,635.8 6,319.8
744 51,827.6 1.19 122,086.4 292,722.2 10,841.6
746 70,258.8 1.61 169,941.4 462,663.6 17,135.7
748 99,682.6 2.29 239,627.1 702,290.7 26,010.8
750 139,944.5 3.21 317,559.4 1,019,850.1 37,772.2
752 177,614.9 4.08 394,591.8 1,414,441.9 52,386.7
754 216,976.9 4.98 461,959.0 1,876,400.9 69,496.3
756 244,982.1 5.62 510,303.0 2,386,703.9 88,396.4
758 265,320.9 6.09 548,076.1 2,934,780.0 108,695.6
760 282,755.2 6.49 582,153.0 3,516,933.0 130,256.8
762 299,397.8 6.87 616,598.9 4,133,531.9 153,093.8
764 317,201.1 7.28 634,630.6 4,768,162.5 176,598.6
766 317,429.5 7.29 634,535.4 5,402,697.9 200,099.9
768 317,105.9 7.28 633,390.2 6,036,088.1 223,558.8
770 316,284.3 7.26 627,901.7 6,663,989.8 246,814.4
772 311,617.4 7.15 618,387.7 7,282,377.5 269,717.7
774 306,770.3 7.04 608,604.8 7,890,982.3 292,258.6
776 301,834.5 6.93 598,691.1 8,489,673.4 314,432.3
778 296,856.6 6.81 588,693.5 9,078,366.9 336,235.8
780 291,836.9 6.70 530,348.7 9,608,715.6 355,878.4
782 238,511.8 5.48 430,179.1 10,038,894.7 371,810.9
784 191,667.3 4.40 341,860.8 10,380,755.5 384,472.4
786 150,193.5 3.45 263,356.8 10,644,112.3 394,226.4
788 113,163.3 2.60 193,726.2 10,837,838.5 401,401.4
790 80,562.9 1.85 132,932.7 10,970,771.2 406,324.9
792 52,369.8 1.20 81,014.0 11,051,785.2 409,325.4
794 28,644.2 0.66 39,291.0 11,091,076.2 410,780.6
796 10,646.8 0.24 10,703.0 11,101,779.2 411,177.0
798 56.2 0.00 56.2 11,101,835.4 411,179.1 Available
800 0.0 0.00 0.0 11,101,835.4 411,179.1
802 0.0 0.00 0.0 11,101,835.4 411,179.1
804 0.0 0.00 0.0 11,101,835.4 411,179.1
806 0.0 0.00 0.0 11,101,835.4 411,179.1
808 0.0 0.00 0.0 11,101,835.4 411,179.1
SCS Engineers, PC 3-8-2016 Gold Hill Road CDLF Phases 1-2
PHASE 1C FILL VOLUME - INTERIM FINAL TO FINAL Page 4/4
Cut Contour Contour Increment Accum. Accum.
Depth Area, sf Area, ac. Vol., cf Vol., cf Vol., cy
780 311,237.6 7.15 690,839.8 690,839.8 25,586.7
782 379,602.2 8.71 666,391.3 1,357,231.1 50,267.8
784 286,789.1 6.58 496,291.0 1,853,522.1 68,649.0
786 209,501.9 4.81 354,159.4 2,207,681.5 81,766.0
788 144,657.5 3.32 236,941.0 2,444,622.5 90,541.6
790 92,283.5 2.12 146,169.2 2,590,791.7 95,955.2
792 53,885.7 1.24 82,529.9 2,673,321.6 99,011.9
794 28,644.2 0.66 39,291.0 2,712,612.6 100,467.1
796 10,646.8 0.24 10,703.0 2,723,315.6 100,863.5
798 56.2 0.00 412,475.2 3,135,790.8 116,140.4 Subtract
780 412,419.0 9.47 807,299.3 3,943,090.1 146,040.4
782 394,880.3 9.07 772,588.3 4,715,678.4 174,654.8
784 377,708.0 8.67 738,610.1 5,454,288.5 202,010.7
786 360,902.1 8.29 705,403.8 6,159,692.3 228,136.8
788 344,501.7 7.91 673,466.8 6,833,159.1 253,080.0 Permitted max
790 328,965.1 7.55 642,872.6 7,476,031.7 276,890.1
792 313,907.5 7.21 613,162.1 8,089,193.8 299,599.8
794 299,254.6 6.87 584,258.6 8,673,452.4 321,239.0
796 285,004.0 6.54 556,152.8 9,229,605.2 341,837.2
798 271,148.8 6.22 528,837.0 9,758,442.2 361,423.8
800 257,688.2 5.92 502,304.1 10,260,746.3 380,027.6
802 244,615.9 5.62 476,489.4 10,737,235.7 397,675.4
804 231,873.5 5.32 481,321.6 11,218,557.3 415,502.1
806 249,448.1 5.73 456,787.6 11,675,344.9 432,420.2
808 207,339.5 4.76 402,887.4 12,078,232.3 447,341.9
810 195,547.9 4.49 379,621.1 12,457,853.4 461,402.0
812 184,073.2 4.23 356,988.6 12,814,842.0 474,623.8
814 172,915.4 3.97 334,990.0 13,149,832.0 487,030.8
816 162,074.6 3.72 313,622.3 13,463,454.3 498,646.5
818 151,547.7 3.48 292,851.0 13,756,305.3 509,492.8
820 141,303.3 3.24 272,636.3 14,028,941.6 519,590.4
822 131,333.0 3.01 252,969.9 14,281,911.5 528,959.7
824 121,636.9 2.79 233,856.9 14,515,768.4 537,621.1
826 112,220.0 2.58 215,318.2 14,731,086.6 545,595.8
828 103,098.2 2.37 197,375.3 14,928,461.9 552,906.0
830 94,277.1 2.16 180,038.9 15,108,500.8 559,574.1
832 85,761.8 1.97 163,314.3 15,271,815.1 565,622.8
834 77,552.5 1.78 147,201.6 15,419,016.7 571,074.7
836 69,649.1 1.60 131,700.7 15,550,717.4 575,952.5
838 62,051.6 1.42 116,811.7 15,667,529.1 580,278.9
840 54,760.1 1.26 86,627.1 15,754,156.2 583,487.3
842 31,867.0 0.73 46,447.4 15,800,603.6 585,207.5
844 14,580.4 0.33 18,307.2 15,818,910.8 585,885.6
846 3,726.8 0.09 3,728.1 15,822,638.9 586,023.7 Subtotal
848 1.3 0.00 1.3 15,822,640.2 586,023.7
850 0.0 0.00 0.0 15,822,640.2 586,023.7
852 0.0 0.00 0.0 15,822,640.2 586,023.7
469,883.3 Available
SCS Engineers, PC 3-8-2016 Gold Hill Road CDLF Phases 1-2
Project: Gold Hill Road CDLF and Processing Facility Calc'd by: OJH Date: 2/4/2016
Landfill Subgrade and Soil Liner Settlement Calculations Chk'd by: GDG Date: 2/5/2016
Location: Gold Hill Landfill Asheboro, NC
Prepared by: SCS ENGINEERS, PC
Date: February 4, 2016
2ft
110 pcf
2ft
100 pcf
1.5 ft
110 pcf
1.5 ft
110 pcf
∆σ(soil liner+soil cap+protective cover) =750 psf
110 pcf
1ft
110 pcf
25 ft
75 pcf
∆σ(waste) =1875 psf
∆σ(total) =2625 psf
Elevation Depth N γs σo σo/2000 N'/N N'Cc'HoZc
783-780 3 NA 110 165 NA NA NA 100 3 0.037
780-773 6 74 120 360 0.18 1.41 104.3 240 6 0.023
773-769 4 88 120 240 0.12 1.44 126.7 240 4 0.018
769-759 10 500 120 600 0.30 1.35 675.0 300 10 0.024
759
Subgrade Total ∆Z 0.102 feet
Zc(soil liner)0.29 feet Total Zc 0.39 feet
Cc Ho eo γclay σo ∆σ(waste)∆σ(overburden)∆σ(total)Zc(soil liner)
(feet) (pcf) (psf) (psf) (psf) (psf) (feet)
Cell 2I East Bottom of Sump 0.17 2 0.603 110 110 1875 530 2405 0.29
Common Parameters for all Locations:
Low Perm Bottom Liner Soil Depth (hclay) =
Low Perm Bottom Liner Soil Density (γclay) =
Protective Cover Depth (hpc) =
Protective Cover Density (γpc) =
Low Perm Cap Soil Depth (hlpc) =
Cap Cover Soil Density (γccs) =
Soil Fill Height (hfill) =
Soil Fill Density (γfill) =
Final Waste Height (hwaste) =
Compacted Waste Density (γwaste) =
Low Perm Cap Soil Density (γlpc) =
Cap Cover Soil Depth (hccs) =
Auger Refusal
Phase 1 and 2 Peak Depth of Fill - Subgrade Elevation 783' - (Use Boring MW-19)
Location
Estimated Soil Liner Primary Consolidation Settlement (24" of Clay Soils)
Added Soil Structural Fill (γsf) =
C:\Users\3921gdg\Documents\Projects\02214705.00 Goldhill Road CDLF\T0006 2015 Permit Renewal\SCS Engineering Calcs\Landfill_Settlement_2-05-16Landfill_Settlement_2-05-161 of 1
Calculation of Veneer Stability for Static and Seismic Conditions
Saturated and Unsaturated Cases
Project: Gold Hill Road C&D Landfill Phase 1 3H:1V slope ratio
Reference:Geotechnical and Stability Analyses for Ohio Waste Containment Facilitie
Ohio EPA Geotechnical Resource Group, Guidance Document 660, September 2004
http://www.epa.state.oh.us/dsiwm/document/guidance/gd_660.pdf
The described method calculates the factor of safety against final cover sliding with varying depths of water (head) above barrier layer,
e.g., an upper vegetation-support layer above a synthetic membrane or compacted soil; precipitation depth can be specified (design storm),
or for a given desired factor of safety, the minimum required friction angle can be determined (after Matasovic, 1991)
For saturated conditions, assume a minimum 10-year, 60-min design storm impinges on surface soils at field capacity
The following assumes a 3H:1V slope ratio, with 18 inches of vegetative cover soil above a compacted soil barrier (10^-5 cm/sec)
A mimimal amount of cohesion may be assumed for a soil-to-soil interface - if a flexible membrane barrier is to be used, no cohesion is
assumed and a synthetic drain layer or free draining sand must be used!
The assumed design condition places a bench or diversion berm every 25 to 30 vertical feet, thus the slope length of interest is 75 feet
The basic equation for the safety factor is:
FS = {c/Gam-c*Zc*Cos^2Beta + tanPhi[1 - Gam-w(Zc - Dw)/(Gam-c*Zc)] - Ng*tanBeta*tanPhi } / Ng+tanBeta Eq. 9.1
where: Fs = 1.5 = Factor of Safety (for static case use 1.5, for seismic use 1.1)
Ng = 0 = peak horizontal acceleration, %g (specific to region)
Gam-c = 120 = unit weight of cover material, pcf (assume saturated)
Gam-w = 62.4 = unit weight of water, pcf
c = 0 = cohesion along failure surface, psf
Phi = = internal angle of friction, degrees
Beta = 18.43 = angle of slope (degrees), for 3H:1V slopes = 18.43
Zc = 1.5 = depth of cover soil, ft.
Dw = = depth of water (assume parallel to slope), see Eq. 9.2 below
Turned around, the equation becomes:
Phi = tan^-1 {Fs*(Ng + tanBeta) - (c/Gam-c*Zc*Cos^2Beta) / [1 - (Gam-w*(Zc-Dw)/(Gam-c*Zc)] - Ng*tanBeta]} = 30.50 degrees
See Summary
The calculation of head follows:
Havg = P(1-RC)*(L*cosBeta) / Kd*sinBeta = 13.3 cm = 0.44 feet Eq. 9.2
where: Havg = average head on failure surface
P = precipitation, in/hr = 2.75 = 1.94E-03 (cm/sec)
L = slope length, ft = 75 = 2286 (cm)
RC = runoff coefficient = 0
Kd = permeability of drainage layer = 1 (cm/sec)
thus, Dw = Zc - Havg = 1.06 feet Eq. 9.4
SUMMARY OF REQUIRED DESIGN PARAMETERS
THE FOLLOWING ANALYSES ASSUME NO INTERFACE COHESION
For unsaturated, static conditions, required minimum friction angle for a safety factor of 1.5 is 26.56 degrees
For unsaturated, seismic conditions, required min. friction angle for a safety factor of 1.1 is 21.23 degrees
For saturated, static conditions, required minimum friction angle for a safety factor of 1.5 is 30.50 degrees CRITICAL
For saturated, seismic conditions, required minimum friction angle for a safety factor of 1.1 is 24.60 degrees
INTERFACE TESING SHALL BE PERFORMED AS A CQA REQUIREMENT FOR ACTUAL FIELD CONDITIONS
David Garrett, PG, PE 2/29/2016
** PCSTABL5M3 **

by Purdue University 1985
rev. for SCS Engineers HVA 2008
1

--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer`s Method of Slices

Run Date: 2/29/2016
Time of Run: 02:39PM
Run By: James Law
Input Data Filename: C:gheb10a.in
Output Filename: C:gheb10a.OUT
Unit: ENGLISH
Plotted Output Filename: C:gheb10a.PLT

PROBLEM DESCRIPTION GOLD HILL ROAD CDLF GLOBAL STABILITY,
MOUNDING IN WASTE, SEISMIC = 0.04g, BLK

BOUNDARY COORDINATES

7 Top Boundaries
16 Total Boundaries

Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd

1 0.00 60.00 68.00 77.00 5
2 68.00 77.00 121.00 90.00 4
3 121.00 90.00 126.00 92.00 3
4 126.00 92.00 142.00 98.00 2
5 142.00 98.00 168.00 98.00 2
6 168.00 98.00 325.00 150.00 1
7 325.00 150.00 666.00 180.00 1
8 168.00 98.00 192.00 98.00 2
9 192.00 98.00 666.00 140.00 2
10 126.00 92.00 192.00 98.00 3
11 192.00 98.00 666.00 132.00 3
12 121.00 90.00 192.00 98.00 3
13 121.00 90.00 192.00 93.00 4
14 192.00 93.00 666.00 126.00 4
15 68.00 77.00 192.00 86.00 5
16 192.00 86.00 666.00 86.00 5
1

ISOTROPIC SOIL PARAMETERS

5 Type(s) of Soil

Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.

1 64.0 110.0 100.0 25.0 0.00 0.0 2
2 125.0 135.0 300.0 34.0 0.00 0.0 2
3 120.0 130.0 40.0 35.0 0.00 0.0 1
4 125.0 135.0 200.0 36.0 0.00 0.0 1
5 145.0 155.0 5000.0 45.0 0.00 0.0 1
1

2 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED

Unit Weight of Water = 62.40

Piezometric Surface No. 1 Specified by 3 Coordinate Points

Point X-Water Y-Water
No. (ft) (ft)

1 68.00 77.00
2 192.00 94.00
3 666.00 124.00

Piezometric Surface No. 2 Specified by 2 Coordinate Points

Point X-Water Y-Water
No. (ft) (ft)

1 198.00 108.00
2 666.00 160.00

A Horizontal Earthquake Loading Coefficient
Of0.040 Has Been Assigned

A Vertical Earthquake Loading Coefficient
Of0.000 Has Been Assigned

Cavitation Pressure = 0.0 (psf)
1

A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.

1000 Trial Surfaces Have Been Generated.

2 Boxes Specified For Generation Of Central Block Base

Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 15.0

Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)

1 185.00 94.00 200.00 96.00 10.00
2 250.00 100.00 350.00 110.00 10.00
1

Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.

* * Safety Factors Are Calculated By The Modified Janbu Method * *

Failure Surface Specified By 6 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 185.79 103.89
2 192.15 98.19
3 274.80 106.42
4 285.39 117.04
5 292.34 130.33
6 300.35 141.84

*** 1.493 ***

Individual data on the 7 slices

Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 6.4 2733.3 842.9 3155.1 0.0 0.0 109.3 0.0 0.0
2 5.8 5455.2 250.1 3348.4 0.0 0.0 218.2 0.0 0.0
3 76.8 122714.9 0.0 46288.6 0.0 0.0 4908.6 0.0 0.0
4 10.6 18480.6 0.0 5019.2 0.0 0.0 739.2 0.0 0.0
5 0.4 474.1 0.0 16.9 0.0 0.0 19.0 0.0 0.0
6 6.6 5911.6 0.0 0.0 0.0 0.0 236.5 0.0 0.0
7 8.0 2270.4 0.0 0.0 0.0 0.0 90.8 0.0 0.0

Failure Surface Specified By 6 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 185.79 103.89
2 192.15 98.19
3 274.80 106.42
4 285.39 117.04
5 292.34 130.33
6 300.35 141.84

*** 1.493 ***

1

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 185.76 103.88
2 191.36 99.36
3 296.09 109.35
4 306.37 120.27
5 316.48 131.35
6 319.99 145.93
7 320.29 148.44

*** 1.527 ***

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 185.76 103.88
2 191.36 99.36
3 296.09 109.35
4 306.37 120.27
5 316.48 131.35
6 319.99 145.93
7 320.29 148.44

*** 1.527 ***

1

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 185.76 103.88
2 191.36 99.36
3 296.09 109.35
4 306.37 120.27
5 316.48 131.35
6 319.99 145.93
7 320.29 148.44

*** 1.527 ***

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 176.59 100.84
2 187.32 97.53
3 316.01 110.99
4 326.62 121.59
5 333.49 134.93
6 343.61 146.00
7 349.78 152.18

*** 1.527 ***

1

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 176.59 100.84
2 187.32 97.53
3 316.01 110.99
4 326.62 121.59
5 333.49 134.93
6 343.61 146.00
7 349.78 152.18

*** 1.527 ***

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 180.93 102.28
2 185.08 98.23
3 321.60 109.83
4 332.16 120.49
5 340.92 132.66
6 346.84 146.44
7 349.49 152.15

*** 1.551 ***

1

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 180.93 102.28
2 185.08 98.23
3 321.60 109.83
4 332.16 120.49
5 340.92 132.66
6 346.84 146.44
7 349.49 152.15

*** 1.551 ***

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 180.93 102.28
2 185.08 98.23
3 321.60 109.83
4 332.16 120.49
5 340.92 132.66
6 346.84 146.44
7 349.49 152.15

*** 1.551 ***

1

Y A X I S F T

0.00 83.25 166.50 249.75 333.00 416.25

X 0.00 +------*--+---------+---------+---------+---------+
-
-
-
-
- *
83.25 +
-
-
- *
- *
- ..
A 166.50 + .*
- .1.
- ***W
-
-
-
X 249.75 + .....
- .....
- .1...
- .31.1.
- ..3..1.
- .6..3.*
I 333.00 + ..866..
- ...8.6
- .....
- .....
- ..
-
S 416.25 +
-
-
-
-
-
499.50 +
-
-
-
-
-
F 582.75 +
-
-
-
-
-
T 666.00 + * *** W *
** PCSTABL5M3 **

by Purdue University 1985
rev. for SCS Engineers HVA 2008
1

--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer`s Method of Slices

Run Date: 2/29/2016
Time of Run: 02:53PM
Run By: James Law
Input Data Filename: C:ghec10a.in
Output Filename: C:ghec10a.OUT
Unit: ENGLISH
Plotted Output Filename: C:ghec10a.PLT

PROBLEM DESCRIPTION GOLD HILL ROAD CDLF GLOBAL STABILITY,
MOUNDING IN WASTE, SEISMIC = 0.04g, CIR

BOUNDARY COORDINATES

7 Top Boundaries
16 Total Boundaries

Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd

1 0.00 60.00 68.00 77.00 5
2 68.00 77.00 121.00 90.00 4
3 121.00 90.00 126.00 92.00 3
4 126.00 92.00 142.00 98.00 2
5 142.00 98.00 168.00 98.00 2
6 168.00 98.00 325.00 150.00 1
7 325.00 150.00 666.00 180.00 1
8 168.00 98.00 192.00 98.00 2
9 192.00 98.00 666.00 140.00 2
10 126.00 92.00 192.00 98.00 3
11 192.00 98.00 666.00 132.00 3
12 121.00 90.00 192.00 98.00 3
13 121.00 90.00 192.00 93.00 4
14 192.00 93.00 666.00 126.00 4
15 68.00 77.00 192.00 86.00 5
16 192.00 86.00 666.00 86.00 5
1

ISOTROPIC SOIL PARAMETERS

5 Type(s) of Soil

Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.

1 64.0 110.0 100.0 25.0 0.00 0.0 2
2 125.0 135.0 300.0 34.0 0.00 0.0 2
3 120.0 130.0 40.0 35.0 0.00 0.0 1
4 125.0 135.0 200.0 36.0 0.00 0.0 1
5 145.0 155.0 5000.0 45.0 0.00 0.0 1
1

2 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED

Unit Weight of Water = 62.40

Piezometric Surface No. 1 Specified by 3 Coordinate Points

Point X-Water Y-Water
No. (ft) (ft)

1 68.00 77.00
2 192.00 94.00
3 666.00 124.00

Piezometric Surface No. 2 Specified by 2 Coordinate Points

Point X-Water Y-Water
No. (ft) (ft)

1 198.00 108.00
2 666.00 160.00

A Horizontal Earthquake Loading Coefficient
Of0.040 Has Been Assigned

A Vertical Earthquake Loading Coefficient
Of0.000 Has Been Assigned

Cavitation Pressure = 0.0 (psf)
1

A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.

2000 Trial Surfaces Have Been Generated.

40 Surfaces Initiate From Each Of 50 Points Equally Spaced
Along The Ground Surface Between X = 150.00 ft.
and X = 200.00 ft.

Each Surface Terminates Between X = 250.00 ft.
and X = 450.00 ft.

Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = 0.00 ft.

20.00 ft. Line Segments Define Each Trial Failure Surface.

1

Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.

* * Safety Factors Are Calculated By The Modified Bishop Method * *

Failure Surface Specified By 11 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 173.47 99.81
2 193.46 99.21
3 213.43 100.23
4 233.26 102.88
5 252.80 107.14
6 271.93 112.97
7 290.52 120.35
8 308.45 129.22
9 325.59 139.51
10 341.84 151.17
11 342.24 151.52

Circle Center At X = 190.9 ; Y = 344.4 and Radius, 245.2

*** 1.474 ***

Individual data on the 13 slices

Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 20.0 7945.9 4232.4 8529.2 0.0 0.0 317.8 0.0 0.0
2 4.5 3925.8 152.7 2375.1 0.0 0.0 157.0 0.0 0.0
3 15.4 16893.2 0.0 8647.5 0.0 0.0 675.7 0.0 0.0
4 19.8 27136.6 0.0 11485.3 0.0 0.0 1085.5 0.0 0.0
5 19.5 29452.7 0.0 9914.1 0.0 0.0 1178.1 0.0 0.0
6 19.1 27959.6 0.0 6319.5 0.0 0.0 1118.4 0.0 0.0
7 11.3 14688.2 0.0 1225.9 0.0 0.0 587.5 0.0 0.0
8 7.2 8565.9 0.0 0.0 0.0 0.0 342.6 0.0 0.0
9 17.9 19236.1 0.0 0.0 0.0 0.0 769.4 0.0 0.0
10 16.6 13848.0 0.0 0.0 0.0 0.0 553.9 0.0 0.0
11 0.6 405.2 0.0 0.0 0.0 0.0 16.2 0.0 0.0
12 16.2 5639.2 0.0 0.0 0.0 0.0 225.6 0.0 0.0
13 0.4 4.0 0.0 0.0 0.0 0.0 0.2 0.0 0.0

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 179.59 101.84
2 199.50 99.88
3 219.49 100.53
4 239.22 103.78
5 258.36 109.58
6 276.59 117.81
7 293.58 128.35
8 309.06 141.02
9 314.12 146.40

Circle Center At X = 204.5 ; Y = 253.0 and Radius, 153.2

*** 1.477 ***

1

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 175.51 100.49
2 195.47 99.21
3 215.44 100.32
4 235.13 103.81
5 254.27 109.63
6 272.57 117.69
7 289.77 127.89
8 305.64 140.06
9 311.08 145.39

Circle Center At X = 196.2 ; Y = 266.3 and Radius, 167.0

*** 1.482 ***

Failure Surface Specified By 10 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 171.43 99.14
2 191.43 99.00
3 211.37 100.49
4 231.13 103.59
5 250.58 108.27
6 269.58 114.51
7 288.01 122.26
8 305.76 131.48
9 322.70 142.11
10 334.38 150.83

Circle Center At X = 183.2 ; Y = 344.8 and Radius, 245.9

*** 1.489 ***

1

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 172.45 99.47
2 192.42 98.43
3 212.37 99.88
4 231.98 103.82
5 250.94 110.19
6 268.96 118.87
7 285.75 129.73
8 299.98 141.71

Circle Center At X = 190.8 ; Y = 257.7 and Radius, 159.3

*** 1.491 ***

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 182.65 102.85
2 202.57 101.00
3 222.56 101.59
4 242.33 104.62
5 261.58 110.04
6 280.03 117.77
7 297.39 127.69
8 313.42 139.65
9 323.81 149.61

Circle Center At X = 207.7 ; Y = 264.5 and Radius, 163.6

*** 1.493 ***

1

Failure Surface Specified By 11 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 176.53 100.83
2 196.51 99.86
3 216.50 100.37
4 236.40 102.35
5 256.11 105.78
6 275.50 110.65
7 294.49 116.93
8 312.97 124.59
9 330.83 133.59
10 347.98 143.87
11 361.20 153.18

Circle Center At X = 199.6 ; Y = 371.9 and Radius, 272.0

*** 1.508 ***

Failure Surface Specified By 11 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 170.41 98.80
2 190.41 99.14
3 210.33 100.85
4 230.09 103.93
5 249.60 108.35
6 268.75 114.11
7 287.47 121.16
8 305.66 129.48
9 323.23 139.03
10 340.11 149.76
11 342.52 151.54

Circle Center At X = 175.4 ; Y = 390.1 and Radius, 291.3

*** 1.518 ***

1

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 186.73 104.21
2 206.55 101.49
3 226.54 102.08
4 246.16 105.96
5 264.87 113.02
6 282.16 123.08
7 297.55 135.85
8 303.68 142.94

Circle Center At X = 213.0 ; Y = 220.7 and Radius, 119.4

*** 1.531 ***

Failure Surface Specified By 7 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 183.67 103.19
2 203.46 100.27
3 223.44 101.22
4 242.86 106.00
5 260.99 114.44
6 277.15 126.22
7 287.75 137.66

Circle Center At X = 208.6 ; Y = 203.4 and Radius, 103.2

*** 1.533 ***

1

Y A X I S F T

0.00 83.25 166.50 249.75 333.00 416.25

X 0.00 +------*--+---------+---------+---------+---------+
-
-
-
-
- *
83.25 +
-
-
- *
- *
- .
A 166.50 + ..*
- ...19
- ...***W
- .....1.
- ......2..
- ......16.
X 249.75 + ........1..
- ........24..
- ........719.
- .........1250
- ...........12.
- ..........7.1*
I 333.00 + ..........7.4
- ...........71
- ...........7
- ............
- ............
- ..........
S 416.25 + ........
- ......
- ....
-
-
-
499.50 +
-
-
-
-
-
F 582.75 +
-
-
-
-
-
T 666.00 + * *** W *
** PCSTABL5M3 **

by Purdue University 1985
rev. for SCS Engineers HVA 2008
1

--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer`s Method of Slices

Run Date: 2/29/2016
Time of Run: 02:52PM
Run By: James Law
Input Data Filename: C:ghsb10a.in
Output Filename: C:ghsb10a.OUT
Unit: ENGLISH
Plotted Output Filename: C:ghsb10a.PLT

PROBLEM DESCRIPTION GOLD HILL ROAD CDLF GLOBAL STABILITY,
MOUNDING IN WASTE, STATIC, BLOCK

BOUNDARY COORDINATES

7 Top Boundaries
16 Total Boundaries

Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd

1 0.00 60.00 68.00 77.00 5
2 68.00 77.00 121.00 90.00 4
3 121.00 90.00 126.00 92.00 3
4 126.00 92.00 142.00 98.00 2
5 142.00 98.00 168.00 98.00 2
6 168.00 98.00 325.00 150.00 1
7 325.00 150.00 666.00 180.00 1
8 168.00 98.00 192.00 98.00 2
9 192.00 98.00 666.00 140.00 2
10 126.00 92.00 192.00 98.00 3
11 192.00 98.00 666.00 132.00 3
12 121.00 90.00 192.00 98.00 3
13 121.00 90.00 192.00 93.00 4
14 192.00 93.00 666.00 126.00 4
15 68.00 77.00 192.00 86.00 5
16 192.00 86.00 666.00 86.00 5
1

ISOTROPIC SOIL PARAMETERS

5 Type(s) of Soil

Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.

1 64.0 110.0 100.0 25.0 0.00 0.0 2
2 125.0 135.0 300.0 34.0 0.00 0.0 2
3 120.0 130.0 40.0 35.0 0.00 0.0 1
4 125.0 135.0 200.0 36.0 0.00 0.0 1
5 145.0 155.0 5000.0 45.0 0.00 0.0 1
1

2 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED

Unit Weight of Water = 62.40

Piezometric Surface No. 1 Specified by 3 Coordinate Points

Point X-Water Y-Water
No. (ft) (ft)

1 68.00 77.00
2 192.00 94.00
3 666.00 124.00

Piezometric Surface No. 2 Specified by 2 Coordinate Points

Point X-Water Y-Water
No. (ft) (ft)

1 198.00 108.00
2 666.00 160.00
1

A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Sliding Block Surfaces, Has Been
Specified.

1000 Trial Surfaces Have Been Generated.

2 Boxes Specified For Generation Of Central Block Base

Length Of Line Segments For Active And Passive Portions Of
Sliding Block Is 10.0

Box X-Left Y-Left X-Right Y-Right Height
No. (ft) (ft) (ft) (ft) (ft)

1 185.00 94.00 200.00 96.00 10.00
2 250.00 100.00 350.00 110.00 10.00
1

Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.

* * Safety Factors Are Calculated By The Modified Janbu Method * *

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 183.02 102.98
2 189.06 97.56
3 298.72 108.98
4 305.66 116.18
5 312.53 123.45
6 319.22 130.88
7 323.93 139.70
8 328.01 148.83
9 328.79 150.33

*** 1.765 ***

Individual data on the 17 slices

Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 5.5 2077.7 988.5 2844.5 0.0 0.0 0.0 0.0 0.0
2 0.3 244.3 42.5 239.6 0.0 0.0 0.0 0.0 0.0
3 0.1 54.0 8.8 0.0 0.0 0.0 0.0 0.0 0.0
4 0.1 91.2 14.6 0.0 0.0 0.0 0.0 0.0 0.0
5 2.9 2518.5 318.4 0.0 0.0 0.0 0.0 0.0 0.0
6 4.3 4017.5 240.0 0.0 0.0 0.0 0.0 0.0 0.0
7 1.7 1778.8 22.7 1034.7 0.0 0.0 0.0 0.0 0.0
8 2.9 3056.6 0.0 1709.7 0.0 0.0 0.0 0.0 0.0
9 97.8 177006.0 0.0 60245.3 0.0 0.0 0.0 0.0 0.0
10 6.9 15474.8 0.0 4340.5 0.0 0.0 0.0 0.0 0.0
11 4.0 6980.9 0.0 681.8 0.0 0.0 0.0 0.0 0.0
12 2.9 4318.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0
13 6.7 8490.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
14 4.7 4094.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0
15 1.1 609.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
16 3.0 900.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0
17 0.8 35.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 183.02 102.98
2 189.06 97.56
3 298.72 108.98
4 305.66 116.18
5 312.53 123.45
6 319.22 130.88
7 323.93 139.70
8 328.01 148.83
9 328.79 150.33

*** 1.765 ***

1

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 183.02 102.98
2 189.06 97.56
3 298.72 108.98
4 305.66 116.18
5 312.53 123.45
6 319.22 130.88
7 323.93 139.70
8 328.01 148.83
9 328.79 150.33

*** 1.765 ***

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 188.19 104.69
2 196.15 99.73
3 287.74 107.19
4 293.36 115.46
5 298.41 124.09
6 304.82 131.76
7 309.88 140.39
8 312.96 146.01

*** 1.767 ***

1

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 188.19 104.69
2 196.15 99.73
3 287.74 107.19
4 293.36 115.46
5 298.41 124.09
6 304.82 131.76
7 309.88 140.39
8 312.96 146.01

*** 1.767 ***

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 192.49 106.11
2 198.44 100.79
3 273.16 107.02
4 279.27 114.94
5 286.07 122.27
6 293.01 129.46
7 300.06 136.55
8 301.78 142.31

*** 1.781 ***

1

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 192.49 106.11
2 198.44 100.79
3 273.16 107.02
4 279.27 114.94
5 286.07 122.27
6 293.01 129.46
7 300.06 136.55
8 301.78 142.31

*** 1.781 ***

Failure Surface Specified By 10 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 182.79 102.90
2 188.46 100.33
3 198.33 98.73
4 315.01 110.76
5 322.04 117.87
6 329.00 125.05
7 334.91 133.12
8 341.82 140.35
9 342.77 150.30
10 343.90 151.66

*** 1.793 ***

1

Failure Surface Specified By 10 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 182.79 102.90
2 188.46 100.33
3 198.33 98.73
4 315.01 110.76
5 322.04 117.87
6 329.00 125.05
7 334.91 133.12
8 341.82 140.35
9 342.77 150.30
10 343.90 151.66

*** 1.793 ***

Failure Surface Specified By 10 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 182.79 102.90
2 188.46 100.33
3 198.33 98.73
4 315.01 110.76
5 322.04 117.87
6 329.00 125.05
7 334.91 133.12
8 341.82 140.35
9 342.77 150.30
10 343.90 151.66

*** 1.793 ***

1

Y A X I S F T

0.00 83.25 166.50 249.75 333.00 416.25

X 0.00 +------*--+---------+---------+---------+---------+
-
-
-
-
- *
83.25 +
-
-
- *
- *
- ..
A 166.50 + .*
- .1.
- ***W
-
-
-
X 249.75 + ....
- .....
- .66..
- .4466.
- .11444.
- .88111*
I 333.00 + ...88.1
- ....88
- ......
- .....
- ...
-
S 416.25 +
-
-
-
-
-
499.50 +
-
-
-
-
-
F 582.75 +
-
-
-
-
-
T 666.00 + * *** W *
** PCSTABL5M3 **

by Purdue University 1985
rev. for SCS Engineers HVA 2008
1

--Slope Stability Analysis--
Simplified Janbu, Simplified Bishop
or Spencer`s Method of Slices

Run Date: 2/29/2016
Time of Run: 02:42PM
Run By: James Law
Input Data Filename: C:ghSC10a.in
Output Filename: C:ghSC10a.OUT
Unit: ENGLISH
Plotted Output Filename: C:ghSC10a.PLT

PROBLEM DESCRIPTION GOLD HILL ROAD CDLF GLOBAL STABILITY,
MOUNDING IN WASTE, STATIC, CIRCLE

BOUNDARY COORDINATES

7 Top Boundaries
16 Total Boundaries

Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd

1 0.00 60.00 68.00 77.00 5
2 68.00 77.00 121.00 90.00 4
3 121.00 90.00 126.00 92.00 3
4 126.00 92.00 142.00 98.00 2
5 142.00 98.00 168.00 98.00 2
6 168.00 98.00 325.00 150.00 1
7 325.00 150.00 666.00 180.00 1
8 168.00 98.00 192.00 98.00 2
9 192.00 98.00 666.00 140.00 2
10 126.00 92.00 192.00 98.00 3
11 192.00 98.00 666.00 132.00 3
12 121.00 90.00 192.00 98.00 3
13 121.00 90.00 192.00 93.00 4
14 192.00 93.00 666.00 126.00 4
15 68.00 77.00 192.00 86.00 5
16 192.00 86.00 666.00 86.00 5
1

ISOTROPIC SOIL PARAMETERS

5 Type(s) of Soil

Soil Total Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No. (pcf) (pcf) (psf) (deg) Param. (psf) No.

1 64.0 110.0 100.0 25.0 0.00 0.0 2
2 125.0 135.0 300.0 34.0 0.00 0.0 2
3 120.0 130.0 40.0 35.0 0.00 0.0 1
4 125.0 135.0 200.0 36.0 0.00 0.0 1
5 145.0 155.0 5000.0 45.0 0.00 0.0 1
1

2 PIEZOMETRIC SURFACE(S) HAVE BEEN SPECIFIED

Unit Weight of Water = 62.40

Piezometric Surface No. 1 Specified by 3 Coordinate Points

Point X-Water Y-Water
No. (ft) (ft)

1 68.00 77.00
2 192.00 94.00
3 666.00 124.00

Piezometric Surface No. 2 Specified by 2 Coordinate Points

Point X-Water Y-Water
No. (ft) (ft)

1 198.00 108.00
2 666.00 160.00
1

A Critical Failure Surface Searching Method, Using A Random
Technique For Generating Circular Surfaces, Has Been Specified.

2000 Trial Surfaces Have Been Generated.

40 Surfaces Initiate From Each Of 50 Points Equally Spaced
Along The Ground Surface Between X = 150.00 ft.
and X = 200.00 ft.

Each Surface Terminates Between X = 250.00 ft.
and X = 450.00 ft.

Unless Further Limitations Were Imposed, The Minimum Elevation
At Which A Surface Extends Is Y = 0.00 ft.

20.00 ft. Line Segments Define Each Trial Failure Surface.

1

Following Are Displayed The Ten Most Critical Of The Trial
Failure Surfaces Examined. They Are Ordered - Most Critical
First.

* * Safety Factors Are Calculated By The Modified Bishop Method * *

Failure Surface Specified By 11 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 173.47 99.81
2 193.46 99.21
3 213.43 100.23
4 233.26 102.88
5 252.80 107.14
6 271.93 112.97
7 290.52 120.35
8 308.45 129.22
9 325.59 139.51
10 341.84 151.17
11 342.24 151.52

Circle Center At X = 190.9 ; Y = 344.4 and Radius, 245.2

*** 1.706 ***

Individual data on the 13 slices

Water Water Tie Tie Earthquake
Force Force Force Force Force Surcharge
Slice Width Weight Top Bot Norm Tan Hor Ver Load
No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs)
1 20.0 7945.9 4232.4 8529.2 0.0 0.0 0.0 0.0 0.0
2 4.5 3925.8 152.7 2375.1 0.0 0.0 0.0 0.0 0.0
3 15.4 16893.2 0.0 8647.5 0.0 0.0 0.0 0.0 0.0
4 19.8 27136.6 0.0 11485.3 0.0 0.0 0.0 0.0 0.0
5 19.5 29452.7 0.0 9914.1 0.0 0.0 0.0 0.0 0.0
6 19.1 27959.6 0.0 6319.5 0.0 0.0 0.0 0.0 0.0
7 11.3 14688.2 0.0 1225.9 0.0 0.0 0.0 0.0 0.0
8 7.2 8565.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0
9 17.9 19236.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0
10 16.6 13848.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
11 0.6 405.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
12 16.2 5639.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0
13 0.4 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 179.59 101.84
2 199.50 99.88
3 219.49 100.53
4 239.22 103.78
5 258.36 109.58
6 276.59 117.81
7 293.58 128.35
8 309.06 141.02
9 314.12 146.40

Circle Center At X = 204.5 ; Y = 253.0 and Radius, 153.2

*** 1.709 ***

1

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 175.51 100.49
2 195.47 99.21
3 215.44 100.32
4 235.13 103.81
5 254.27 109.63
6 272.57 117.69
7 289.77 127.89
8 305.64 140.06
9 311.08 145.39

Circle Center At X = 196.2 ; Y = 266.3 and Radius, 167.0

*** 1.717 ***

Failure Surface Specified By 10 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 171.43 99.14
2 191.43 99.00
3 211.37 100.49
4 231.13 103.59
5 250.58 108.27
6 269.58 114.51
7 288.01 122.26
8 305.76 131.48
9 322.70 142.11
10 334.38 150.83

Circle Center At X = 183.2 ; Y = 344.8 and Radius, 245.9

*** 1.720 ***

1

Failure Surface Specified By 9 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 182.65 102.85
2 202.57 101.00
3 222.56 101.59
4 242.33 104.62
5 261.58 110.04
6 280.03 117.77
7 297.39 127.69
8 313.42 139.65
9 323.81 149.61

Circle Center At X = 207.7 ; Y = 264.5 and Radius, 163.6

*** 1.723 ***

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 172.45 99.47
2 192.42 98.43
3 212.37 99.88
4 231.98 103.82
5 250.94 110.19
6 268.96 118.87
7 285.75 129.73
8 299.98 141.71

Circle Center At X = 190.8 ; Y = 257.7 and Radius, 159.3

*** 1.732 ***

1

Failure Surface Specified By 11 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 170.41 98.80
2 190.41 99.14
3 210.33 100.85
4 230.09 103.93
5 249.60 108.35
6 268.75 114.11
7 287.47 121.16
8 305.66 129.48
9 323.23 139.03
10 340.11 149.76
11 342.52 151.54

Circle Center At X = 175.4 ; Y = 390.1 and Radius, 291.3

*** 1.755 ***

Failure Surface Specified By 11 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 176.53 100.83
2 196.51 99.86
3 216.50 100.37
4 236.40 102.35
5 256.11 105.78
6 275.50 110.65
7 294.49 116.93
8 312.97 124.59
9 330.83 133.59
10 347.98 143.87
11 361.20 153.18

Circle Center At X = 199.6 ; Y = 371.9 and Radius, 272.0

*** 1.755 ***

1

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 186.73 104.21
2 206.55 101.49
3 226.54 102.08
4 246.16 105.96
5 264.87 113.02
6 282.16 123.08
7 297.55 135.85
8 303.68 142.94

Circle Center At X = 213.0 ; Y = 220.7 and Radius, 119.4

*** 1.770 ***

Failure Surface Specified By 8 Coordinate Points

Point X-Surf Y-Surf
No. (ft) (ft)

1 193.88 106.57
2 213.46 102.50
3 233.45 101.95
4 253.23 104.94
5 272.16 111.37
6 289.67 121.05
7 305.19 133.66
8 316.96 147.34

Circle Center At X = 226.5 ; Y = 214.2 and Radius, 112.4

*** 1.775 ***

1

Y A X I S F T

0.00 83.25 166.50 249.75 333.00 416.25

X 0.00 +------*--+---------+---------+---------+---------+
-
-
-
-
- *
83.25 +
-
-
- *
- *
- .
A 166.50 + ..*
- ...19
- ...***W
- .....1.
- ......2..
- ......15.
X 249.75 + ........1..
- ........24..
- ........819.
- .........126.
- ...........12.
- ..........8.1*
I 333.00 + ..........8.4
- ...........81
- ...........8
- ............
- ............
- ..........
S 416.25 + ........
- ......
- ....
-
-
-
499.50 +
-
-
-
-
-
F 582.75 +
-
-
-
-
-
T 666.00 + * *** W *
Gold Hill Road CDLF (Permit 76-06)
Contruction Quality Assurance Plan
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Construction Quality Assurance Plan
Gold Hill Road C&D Landfill
Solid Waste Permit 7606-CDLF-2001

Submitted to:
NCDEQ Division of Waste Management
Solid Waste Section
217 W Jones Street
Raleigh, NC 27603

Presented To:
Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, North Carolina 27203

Presented By:

SCS ENGINEERS
322 Chapanoke Road, Suite 101
Raleigh, NC 27603
[phone]

March 1, 2016
File No. 02214705.00
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Contruction Quality Assurance Plan
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Table of Contents

Section Page

FOREWORD ........................................................................................................................1
1.0 Definitions .................................................................................................................... 1
1.1 Construction Quality Assurance (CQA) ....................................................1
1.2 Construction Quality Control (CQC) ........................................................1
1.3 CQA Certification Document ...................................................................2
1.4 Discrepancies Between Documents ..........................................................2
2.0 Responsibilities and Authorities ...........................................................................2
2.1 Owner .....................................................................................................2
2.2 Engineer ..................................................................................................2
2.3 Contractor ...............................................................................................3
2.4 CQA Testing ...........................................................................................3
3.0 Control vs. Records Testing .................................................................................3
3.1 Control Testing ........................................................................................3
3.2 Record Testing ........................................................................................3
4.0 Modifications and Amendment ...........................................................................3
5.0 Miscellaneous ......................................................................................................4
5.1 Units .......................................................................................................4
5.2 References ..............................................................................................4
6.0 Inspection, Sampling and Testing ........................................................................4
6.1 General Earthwork .................................................................................4
6.1.1 Compaction Criteria ....................................................................4
6.1.2 Testing Criteria ............................................................................5
6.1.3 Material Evaluation .....................................................................5
6.1.4 Subgrade Approval ....................................................................5
6.2 General Earthwork Construction .............................................................5
6.2.1 Construction Monitoring ...............................................................5
6.2.2 Control Tests ................................................................................6
6.2.3 Record Tests .................................................................................6
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6.2.4 Record Test Failure ......................................................................6
6.2.5 Judgment Testing .........................................................................6
6.2.6 Deficiencies ..................................................................................7
6.3 Final Cover Systems ................................................................................7
6.3.1 Material Approval .......................................................................7
6.3.2 Final Cover Systems Installation ...................................................8
6.3.3 Deficiencies ..................................................................................8
7.0 CQA Meetings ....................................................................................................8
7.1 Project Initiation CQA Meeting ...............................................................9
7.2 CQA Progress Meetings ..........................................................................9
7.3 Problem or Work Deficiency Meetings ...................................................9
8.0 Documentation and Reporting ...........................................................................10
8.1 Periodic CQA Reports ...........................................................................10
8.2 CQA Progress Reports ..........................................................................11
8.3 CQA Photographic Reporting ...........................................................................12
8.4 Documentation of Deficiencies ..............................................................12
8.5 Design or Specification Changes ..........................................................12
9.0 Final CQA Report .............................................................................................12
11.0 Storage of Records ...........................................................................................14
12.0 Protection of Finished Surfaces .........................................................................14

TABLES Refer to the in-text tables referenced by page number
A CQA Testing Schedule for General Earthwork ...................................................... 15
B CQA Testing Schedule for Drainage and Final Cover ........................................ 16
C CQA Testing Schedule for Compacted Soil Barrier ............................................ 17
D Reference List of ASTM Test Methods .................................................................... 18
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FOREWORD
This CQA Plan has been prepared to provide the Owner, Engineer, and CQA Testing Firm –
operating as a coordinated team – the means to govern the construction quality and to satisfy
landfill certification requirements. The CQA program includes both a quantitative testing
program (by a third-party) and qualitative evaluations (by all parties) to assure that the
construction meets the desired criteria for long-term performance. Variations in material
properties and working conditions may require minor modification of handling and placement
techniques throughout the project. Close communication between the various parties is
paramount. It is anticipated that the early stages of the construction activities will require more
attention by the CQA team, i.e., the Contractor, Engineer, Owner and CQA Testing Firm.

The requirements of the CQA program (construction oversight and testing) apply to the
preparation of the base grades, embankments, and engineered subgrade, as well as the final cover
installation. All lines, grades, and layer thicknesses shall be confirmed by topographic surveys
performed under the supervision of the Engineer of Record or the CQA Testing Firm, and as-
built drawings of the base grades and final cover shall be made part of the construction records.
Once the base grade and final cover construction is completed, the Engineer shall verify that all
surfaces are vegetated within 20 days following completion of final grades. The Engineer shall
also verify that interior slopes and base grades of new cells are protected until waste is placed.

1.0 DEFINITIONS
1.1 Construction Quality Assurance (CQA) – In the context of this CQA
Plan, Construction Quality Assurance is defined as a planned and systematic program employed
by the Owner to assure conformity of base grade and embankment construction and the final
cover system installation with the project drawings and specifications. CQA is provided by the
CQA Testing Firm as a representative of the Owner and is independent from the Contractor and
all manufacturers. The CQA program is designed to provide confidence that the items or
services brought to the job meet contractual and regulatory requirements and that the final cover
will perform satisfactorily in service.

1.2 Construction Quality Control (CQC) – Construction Quality Control
refers to actions taken by manufacturers, fabricators, installers, and/or the Contractor to ensure
that the materials and the workmanship meet the requirements of the project drawings and the
project specifications. The manufacturer's specifications and quality control (QC) requirements
are included in this CQA Manual by reference only. A complete updated version of each
manufacturer's QC Plan for any Contractor-supplied components shall be incorporated as part of
the Contractor's CQC submittal. The Owner and/or the Engineer shall approve the Contractor’s
QC submittal prior to initial construction.
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1.3 CQA Certification Document – The Owner and/or the Engineer will prepare
a certification document upon completion of construction, or phases of construction. The Owner
will submit these documents to the NC DEQ Division of Waste Management Solid Waste
Section. The CQA certification report will include relevant testing performed by the CQA
Testing Firm, including field testing used to verify preliminary test results and/or design
assumptions, records of field observations, and documentation of any modifications to the design
and/or testing program. An “as-built” drawing (prepared by/for the Owner), showing competed
contours, shall be included. The Certification Document may be completed in increments, i.e.,
as several documents, as respective portions of the final cover are completed. Section 2
discusses the documentation requirements.

1.4 Discrepancies Between Documents – The Contractor shall be instructed
to bring discrepancies to the attention of the CQA Testing Firm who shall then notify the Owner
for resolution. The Owner has the sole authority to determine resolution of discrepancies
existing within the Contract Documents (this may also require the approval of State Solid Waste
Regulators). Unless otherwise determined by the Owner, the more stringent requirement shall be
the controlling resolution.

2.0 RESPONSIBILITIES AND AUTHORITIES
The parties to Construction Quality Assurance and Quality Control include the Owner, Engineer,
Contractor, CQA Testing Firm (i.e., a qualified Soils Laboratory).

2.1 Owner – The Owner is Morton and Sewell Land Company, LLC who operates and is
responsible for the facility. The Owner or his designee is responsible for the project and will
serve as liaison between the various parties.

2.2 Engineer – The Engineer (a.k.a. the “Engineer of Record”) is responsible for the
engineering design, drawings, and project specifications, regulatory affairs, and communications
coordinator for the construction of the base grades, embankments, engineered subgrade, drainage
and final cover systems. The Engineer represents the Owner and coordinates communications
and meetings. The Engineer shall also be responsible for proper resolution of all quality issues
that arise during construction. The Engineer shall prepare the CQA certification documents,
with input from the Owner, the CQA Testing Firm and the Owner’s Surveyor. The Engineer
shall be registered in the State of North Carolina.

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2.3 Contractor – The Contractor is responsible for the construction of the subgrade,
earthwork, and final cover system. The Contractor is responsible for the overall CQC on the
project and coordination of submittals to the Engineer. Additional responsibilities of the
Contractor include compliance with 15A NCAC 4, i.e., the North Carolina Sedimentation and
Erosion Control rules.

Qualifications – The Contractor qualifications are specific to the construction contract
documents and are independent of this CQA Manual. The Owner may serve as the
contractor, as long as the specifications are met.

2.4 CQA Testing Firm – The CQA Testing Firm (a.k.a. Soils Laboratory) is a
representative of the Owner, independent from the Contractor, and is responsible for conducting
geotechnical tests on conformance samples of soils and aggregates used in structural fills and the
final cover system. Periodic site visits shall be coordinated with the Engineer of Record and the
Contractor.

Qualifications – The CQA Testing Firm shall have experience in the CQA aspects of
landfill construction and be familiar with ASTM and other related industry standards.
The Soils CQA Laboratory will be capable of providing test results within 24 hours or a
reasonable time after receipt of samples, depending on the test(s) to be conducted, as
agreed to at the outset of the project by affected parties, and will maintain that standard
throughout the construction.

3.0 CONTROL VS. RECORDS TESTING
3.1 Control Testing – In the context of this CQA plan, Control Tests are those tests
performed on a material prior to its actual use in construction to demonstrate that it can meet the
requirements of the project plans and specifications. Control Test data may be used by the
Engineer as the basis for approving alternative material sources.

3.2 Record Testing – Record Tests are those tests performed during or after the actual
placement of a material to demonstrate that its in-place properties meet or exceed the
requirements of the project drawings and specifications.

4.0 MODIFICATIONS AND AMENDMENT
This document was prepared by the Engineer to communicate the basic intentions and
expectations regarding the quality of materials and workmanship. Certain articles in this
document may be revised with input from all parties, if so warranted based on project specific
conditions. No modifications will be made without the Division’s approval.
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5.0 MISCELLANEOUS
5.1 Units – In this CQA Plan, and through the plans and specifications for this project, all
properties and dimensions are expressed in U.S. units.

5.2 References – This CQA Plan includes references to the most recent version of the
test procedures of the American Society of Testing and Materials (ASTM). Table 4D at the end
of this text contains a list of these procedures.

6.0 INSPECTION, SAMPLING AND TESTING
The requirements of the General Earthwork (perimeter embankments and subgrade) and Final
Cover Systems (soil barrier, vegetative cover, and storm water management devices) differ with
respect to continuous or intermittent testing and oversight. The following two sections are
devoted to the specific requirements of each work task.

6.1 General Earthwork
This section outlines the CQA program for structural fill associated with perimeter
embankments, including sedimentation basins, and general grading of the subgrade. Issues to be
addressed include material approval, subgrade approval, field control and record tests, if any, and
resolution of problems.

6.1.1 Compaction Criteria – All material to be used as compacted embankment shall
be compacted to a minimum of 95% of the Standard Proctor Maximum Dry Density (ASTM
D-698), or as approved by the Engineer or designated QC/QA personnel. Specifically, field
observation of the response of soils beneath equipment and the use of a probe rod and/or a
penetrometer are other means of determining the adequacy of compaction. Skilled soil
technicians working under the supervision of an engineer may make this determination, subject
to concurrence by the engineer.

Approval is based on visual evaluation for consistency with project specification and objectives.
Such material evaluations may be performed either during material handling, i.e., delivery to or
upon receipt at the landfill, or from existing stockpiles and/or the soil borrow site. Borrow soils
shall be evaluated by the Engineer and QC/QA personnel prior to placement. All visual
inspection and testing shall be documented.

Where permeability is the key parameter of interest, field and/or lab tests will be used.

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6.1.2 Testing Criteria – Periodic compaction (moisture-density) testing requirements
are imposed on the structural fill, although compaction and testing requirements may not be as
stringent as that required for the final cover construction. Initial compaction testing shall be in
accordance with the project specifications. The Engineer may recommend alternative
compaction testing requirements based on field performance. Additional qualitative evaluations
shall be made by the Contractor Superintendent and the Engineer to satisfy the performance
criteria for placement of these materials.

CQA monitoring and testing will not be “full-time” on this project. Rather, the CQA Testing
Firm will test completed portions of the work at the Contractor’s or Owner’s request. The CQA
Testing Firm may be called upon to test final cover and/or compacted structural fill at any time,
ideally scheduling site visits to optimize his efforts. The Engineer will make an inspection at
least monthly, more often as needed (i.e., the initial stages of new construction).

6.1.3 Material Evaluation – Each load of soil will be examined either at the source,
at the stockpile area, or on the working face prior to placement and compaction. Any unsuitable
material, i.e., that which contains excess moisture, insufficient moisture, debris or other
deleterious material, will be rejected from the working face and routed to another disposal area
consistent with its end use. Materials of a marginal natural, i.e., too dry or too wet, may be
stockpiled temporarily near the working face for further evaluation by designated QC/QA
personnel. The Contractor may blend such materials with other materials (in the event of
dryness) or dry the materials (in the event of excess moisture).
Soils designated for the upper 2 feet of subgrade within the cell shall consist of ML, MH, CL,
CH, SM and mixed SM-ML classifications – this shall be confirmed with lab testing.

6.1.4 Subgrade Approval – Designated QC/QA personnel shall verify that the
compacted embankment and/or subgrade are constructed in accordance with the project
specifications prior to placing subsequent or overlying materials. These activities include an
inspection of the subgrade by a qualified engineer, geologist, or soil technician working under
the supervision of an engineer, which will examine and classify the soils within the upper two
feet beneath the finished subgrade, with confirmatory sampling and laboratory gradation testing.
The frequency of inspection and testing shall conform to Table 4A.

6.2 Earthwork Construction
6.2.1 Construction Monitoring – The following criteria apply:
A. Earthwork shall be performed as described in the project specifications. The
Construction Superintendent has the responsibility of assuring that only select
materials are used in the construction, discussed above.
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B. Only materials previously approved by the Engineer or his designee shall be used in
construction of the compacted embankment. Unsuitable material will be removed
and replaced followed by re-evaluation to the satisfaction of the Engineer and
retesting, as may be required.
C. All required field density and moisture content tests shall be completed before the
overlying lift of soil is placed – as applicable. The surface preparation (e.g.
wetting, drying, scarification, compaction etc.) shall be completed before the
Engineer (or his designate) will allow placement of subsequent lifts.
D. The CQA Testing Firm and/or the Engineer shall monitor protection of the
earthwork, i.e., from erosion or desiccation during and after construction.

6.2.2 Control Tests – The control tests, as shown on Table A, will be performed by the
CQA Testing Firm prior to placement of additional compacted embankment.

6.2.3 Record Tests – The record tests, as shown on Table A, will be performed by the
CQA Testing Firm during placement of compacted embankment. The CQA Testing Firm may
propose and the Engineer may approve an alternative testing frequency. Alternatively, the
Engineer may amend the testing frequency, without further approval from the regulatory agency,
based on consistent and satisfactory field performance of the materials and the construction
techniques.

6.2.4 Record Test Failure – Failed tests shall be noted in the construction report,
followed by documentation of mitigation. Soils with failing tests shall be evaluated by the
Engineer (or his designee), and the soils shall either be recompacted or replaced, based on the
Engineer’s judgment. Recompaction of the failed area shall be performed and retested until the
area meets or exceeds requirements outlined in the specifications.

6.2.5 Judgment Testing – During construction, the frequency of control and/or record
testing may be increased at the discretion of the CQA Testing Firm when visual observations of
construction performance indicate a potential problem. Additional testing for suspected areas
will be considered when:
 Rollers slip during rolling operation;
 Lift thickness is greater than specified;
 Fill material is at an improper moisture content;
 Fewer than the specified number of roller passes is made;
 Dirt-clogged rollers are used to compact the material;
 Rollers may not have used optimum ballast;
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 Fill materials differ substantially from those specified; or
 Degree of compaction is doubtful.

6.2.6 Deficiencies – The CQA Testing Firm will immediately determine the extent and
nature of all defects and deficiencies and report them to the Owner and Engineer. The CQA
Testing Firm shall properly document all defects and deficiencies – this shall be more critical on
the final cover construction, although this applies to structural fill, as well. The Contractor will
correct defects and deficiencies to the satisfaction of the Owner and Engineer. The CQA Testing
Firm shall perform retests on repaired defects.

6.3 Final Cover Systems
This section outlines the CQA program for piping, drainage aggregate, geotextiles, compacted
soil barrier layer, and the vegetative soil layer of the final cover system, as well as the related
erosion and sedimentation control activities. Issues to be addressed include material approval,
subgrade approval, field control and record tests, if any, and resolution of problems.

6.3.1 Material Approval – The Engineer and/or the CQA Testing Firm shall verify
that the following materials (as applicable) are provided and installed in accordance with the
project drawings, specifications, and this CQA Manual. In general, the Contractor shall
furnished material specification sheets to the Engineer for review and approval. In certain cases,
materials furnished by the Contractor may need to meet the Owner’s requirements, in which case
the Owner shall approve of the materials with the Engineer’s concurrence. The materials
approval process may involve the submittals furnished by the Owner, (for documentation
purposes) in the event that the Owner decides to furnish certain materials.

A. High Density Polyethylene (HDPE) Pipe
(1) Receipt of Contractor's submittals on HDPE pipe.
(2) Review manufacturer’s submittals for conformity with project specs.

B. Corrugated Polyethylene (CPE) Pipe
(1) Receipt of Contractor's submittals on CPE pipe.
(2) Review manufacturer’s submittals for conformity with project specs.

C. Aggregates (Verify for each type of aggregate)
(1) Receipt of Contractor's submittals on aggregates.
(2) Review manufacturer’s submittals for conformity with project specs.
(3) Verify aggregates in stockpiles or borrow sources conform to project
specifications. Certifications from a quarry will be sufficient.
(4) Perform material evaluations in accordance with Table B.

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D. Vegetative Soil Layer and Drainage Layer
(1) Review manufacturer’s submittals for conformity with project specs.
(2) Review contractor’s submittals on seed specifications.
(3) Perform material evaluations in accordance with Table C.

E. Compacted Barrier Layer
(1) Review manufacturer’s submittals for conformity with project specs.
(2) Conduct material control tests in accordance with Table C.

F. Erosion and Sedimentation Control
(1) Review Contractor's submittals on erosion and sedimentation control items
(including rolled erosion control products and silt fence).
(2) Review of submittals for erosion and sedimentation control items for conformity
to the project specifications.
(3) Perform visual examination of materials for signs of age or deterioration.

6.3.2 Final Cover Systems Installation – The CQA Testing Firm, in
conjunction with the Engineer, will monitor and document the construction of all final cover
system components for compliance with the project specifications, including the following:

 Verify location of all piping;
 Assuring sufficient vertical buffer between field equipment and piping;
 Monitoring thickness and moisture-density of the final cover layers and
verification that equipment does not damage the compacted barrier layer;
 Assuring proper installation of sedimentation and erosion control measures.

6.3.3 Deficiencies – The CQA Testing Firm and/or the Engineer will immediately
determine the extent and nature of all defects and deficiencies and report them to the Owner.
The CQA Testing Firm and/or the Engineer shall properly document all defects and deficiencies.
The Contractor will correct defects and deficiencies to the satisfaction of the Engineer. The
CQA Testing Firm and/or the Engineer shall observe all retests.

7.0 CQA MEETINGS
Effective communication is critical toward all parties’ understanding of the objectives of the
CQA program and in resolving problems that may arise that could compromise the ability to
meet those objectives. To that end, meetings are essential to establish clear, open channels of
communication. The frequency of meetings will be dictated by site conditions and the
effectiveness of communication between the parties.

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7.1 Project Initiation CQA Meeting
A CQA Meeting will be held at the site prior to placement of the compacted barrier layer. At a
minimum, the Engineer, the Contractor, and representatives of the CQA Testing Firm and of the
Owner will attend the meeting. The purpose of this meeting is to begin planning for
coordination of tasks, anticipate any problems that might cause difficulties and delays in
construction, and, above all, review the CQA Manual to all of the parties involved. During this
meeting, results of a prior compaction test pad and project specific moisture-density relationships
will be reviewed. It is very important that the rules regarding testing, repair, etc., be known and
accepted by all. The meeting should include all activities referenced in the project specifications.
The Engineer shall document the meeting and minutes will be transmitted to all parties.

7.2 CQA Progress Meetings
Progress meetings will be held between the Engineer, the Contractor, a representative of the
CQA Testing Firm, and representatives from any other involved parties. Meeting frequency will
be, at a minimum, once per month during active construction or more often if necessary during
critical stages of construction (i.e., initial stages of final cover). These meetings will discuss
current progress, planned activities for the next week, and any new business or revisions to the
work. The Engineer will log any problems, decisions, or questions arising at this meeting in his
periodic reports. Any matter requiring action, which is raised in this meeting, will be reported to
the appropriate parties. The Engineer will document these meetings and minutes will be
transmitted to interested parties and to a record file.

7.3 Problem or Work Deficiency Meetings
A special meeting will be held when and if a problem or deficiency is present or likely to occur.
At a minimum, the Engineer, the Contractor, the CQA Testing Firm, and representatives will
attend the meeting from any other involved parties. The purpose of the meeting is to define and
resolve the problem or work deficiency as follows:
 Define and discuss the problem or deficiency;
 Review alternative solutions; and
 Implement an action plan to resolve the problem or deficiency.
The Engineer will document these meetings and minutes will be transmitted to interested parties
and to a record file.

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8.0 DOCUMENTATION AND REPORTING
An effective CQA plan depends largely on recognition of which construction activities should be
monitored and on assigning responsibilities for the monitoring of each required activity. This is
most effectively accomplished and verified by the documentation of quality assurance activities.
The CQA Testing Firm will provide documentation to address quality assurance requirements.
Monitoring will not be continuous and full-time, although the CQA Testing Firm representative
(typically this is a Soil Technician) and the Engineer will make frequent and periodic visits to
inspect and/or test the work. Both parties shall keep records of their visits and observations.

The Soils Technician will visit the site periodically (e.g., once per week) to document activities
during placement of the structural fill and during final cover construction. Site visits by the
CQA Testing Firm shall be coordinated between the Contractor and the CQA Testing Firm. The
Engineer will make monthly site visits during these critical stages to review the work.

The Construction Superintendent or his representative shall be present on-site daily and shall
keep a record of the general construction progress, noting specifically any problems or
inconsistencies that need to be brought to the Owner’s attention. The specifics of the
Contractor’s records will not be spelled out, but at a minimum, daily or weekly progress records
shall be kept and made available to the Owner upon request.

The CQA Testing Firm will provide the Owner (or his designee) with periodic progress reports
including signed descriptive remarks, data sheets, and logs to verify that required CQA activities
have been carried out. These reports shall also identify potential quality assurance problems.
The CQA Testing Firm will also maintain at the job site a complete file of project drawings,
reports, project specifications, the CQA Plan, periodic reports, test results and other pertinent
documents. The Owner shall furnish a location to keep this record file.

8.1 Periodic CQA Reports
The CQA Testing Firm representative's reporting procedures will include preparation of a
periodic report that will include the following information, where applicable:
 A unique sheet number for cross referencing and document control;
 Date, project name, location, and other identification;
 Data on weather conditions;
 A Site Plan showing all proposed work areas and test locations;
 Descriptions and locations of ongoing construction;

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 Descriptions and specific locations of areas, or units, of work being tested and/or
observed and documented;
 Locations where tests and samples were taken;
 A summary of test results (as they become available, in the case of laboratory
tests);
 Calibration or recalibration of test equipment, and actions taken as a result of
recalibration;
 Off-site materials received, including quality verification documentation;
 Decisions made regarding acceptance of units of work, and/or corrective actions
to be taken in instances of substandard quality;
 Summaries of pertinent discussions with the Contractor and/or Engineer;
 The Technician's signature.
The periodic report must be completed by the end of each Technician's visit, prior to leaving the
site. This information will keep at the Contractor’s office and reviewed periodically by the
Owner and Engineer. The CQA Testing Firm on a weekly basis should forward copies of the
Periodic CQA Reports electronically to the Engineer. Periodic CQA Reports shall be due to the
Engineer no later than Noon on the next working day (typically Monday) following the end of a
work week (typically Friday). If a periodic visit is postponed or cancelled, that fact should be
documented by the CQA Testing Firm and noted in the next periodic report.

8.2 CQA Progress Reports
The Engineer will prepare a summary progress report each month, or at time intervals
established at the pre-construction meeting. As a minimum, this report will include the
following information, where applicable:
 Date, project name, location, and other information;
 A summary of work activities during the progress reporting period;
 A summary of construction situations, deficiencies, and/or defects occurring
during the progress reporting period;
 A summary of all test results, failures and retests, and
 The signature of the Engineer.

The Engineer's progress reports will summarize the major events that occurred during that week
and shall include input from the Contractor and the CQA Testing Firm. Critical problems that
occur shall be communicated verbally to the Engineer immediately (or as appropriate, depending
on the nature of the concern) as well as being included in the Periodic CQA Reports.
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8.3 CQA Photographic Reporting
Photographs shall be taken by the CQA Testing Firm at regular intervals during the construction
process and in all areas deemed critical by the CQA Testing Firm. These photographs will serve
as a pictorial record of work progress, problems, and mitigation activities. These records will be
presented to the Engineer upon completion of the project. Electronic photographs are preferred;
in which case the electronic photos should be forwarded to the Engineer (the CQA Testing Firm
shall keep copies, as well). In lieu of photographic documentation, videotaping may be used to
record work progress, problems, and mitigation activities.

8.4 Documentation of Deficiencies
The Owner and Engineer will be made aware of any significant recurring nonconformance with
the project specifications. The Engineer will then determine the cause of the non-conformance
and recommend appropriate changes in procedures or specification. When this type of
evaluation is made, the results will be documented, and the Owner and Engineer will approve
any revision to procedures or specifications.

8.5 Design or Specification Changes
Design and/or project specification changes may be required during construction. In such cases,
the Contractor will notify the Engineer and/or the Owner. The Owner will then notify the
appropriate agency, if necessary. Design and/or project specification changes will be made only
with the written agreement of the Engineer and the Owner, and will take the form of an
addendum to the project specifications. All design changes shall include a detail (if necessary)
and state which detail it replaces in the plans.

9.0 FINAL CQA REPORT
At the completion of each major construction activity at the landfill unit, or at periodic intervals,
the CQA Testing Firm will provide final copies of all required forms, observation logs, field and
laboratory testing data sheets, sample location plans, etc., in a certified report. Said report shall
include summaries of all the data listed above. The Engineer will provide one or more final
reports, pertinent to each portion of completed work, which will certify that the work has been
performed in compliance with the plans and project technical specifications, and that the
supporting documents provide the necessary information.

The Engineer will provide Record Drawings, prepared with input from the Owner’s Surveyor,
which will include scale drawings depicting the location of the construction and details
pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil component
thicknesses, etc.). All final surveying required for the Record Drawings will be performed by the
Gold Hill Road CDLF (Permit 76-06)
Contruction Quality Assurance Plan
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Owner’s Surveyor. The items shown below shall be included in the Final CQA Report(s). Note
that some items may not be applicable to all stages of the project.

FINAL CQA REPORT GENERAL OUTLINE (FINAL COVER SYSTEM)

1.0 Introduction
2.0 Project Description
3.0 CQA Program
3.1 Scope of Services
3.2 Personnel
4.0 Earthwork CQA
5.0 Final Cover System CQA
6.0 Summary and Conclusions
7.0 Project Certification
Appendices
A Design Clarifications/Modifications
B Photographic Documentation
C CQA Reporting
C1. CQA Reports
C2. CQA Meeting Minutes
D Earthwork CQA Data
D1. CQA Test Results - Control Tests
D2. CQA Test Results - Record Tests
E Final Cover System CQA Data
E1. Manufacturer’s Product Data and QC Certificates
E2. Test Results - Drainage Aggregate
E3. Test Results - Vegetative Soil Layer
E4. Test Results - Pressure Testing of HDPE Piping (Manufacturer data)
E5. Test results on final cover compacted soil barrier/low permeability layer
F Record Drawings
F1. Subgrade As Built
F2. Compacted soil barrier/low permeability layer as-built drawing
F3. Vegetative Soil Layer As Built

Gold Hill Road CDLF (Permit 76-06)
Contruction Quality Assurance Plan
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Each CQA report shall bear the signature and seal of the Engineer (or multiple Engineers as
applicable), attesting that the construction was completed in accordance with the CQA plan, the
conditions of the permit to construct, the requirements of the North Carolina Solid Waste Rules,
and acceptable engineering practice.

10.0 STORAGE OF RECORDS
All handwritten data sheet originals, especially those containing signatures, will be stored in a
secure location on site. Other reports may be stored by any standard method, which will allow
for easy access. All written documents will become property of the Owner.

11.0 PROTECTION OF FINISHED SURFACES
The only relevant systems exposed after construction will be the finished slopes, including both
interior and exterior slopes, various drainage systems, and the subgrade. Ground cover shall be
established on all finished surfaces shall to prevent erosion, i.e., seeding of the finished surfaces
within 20 days, per NC DEQ Division of Energy, Mineral and Land Resources rules, or other
measures for preventing erosion (e.g., mulch, rain sheets). Maintenance of finished slopes and
subgrade until waste is placed is required. Exterior slopes shall be vegetated in accordance with
application sediment and erosion control regulations. The Engineer shall document that the
finished surfaces are adequately protected upon completion, and said documentation shall be
recorded in the CQA report.

The Owner/Operator shall be responsible for maintaining the finished surfaces, including
exterior slope vegetation and drainage conveyances, along with the interior slopes and subgrade.
If finished surfaces within the waste disposal area will be required to sit completed for more than
30 days following completion, the Engineer shall examine the finished surfaces prior to waste
disposal and the Owner shall be responsible for any necessary repairs, e.g., erosion that might
affect embankment integrity or vertical separation with a subgrade. The Engineer shall
document any required maintenance or repairs prior to commencing disposal activities, placing
said documentation into the Operating Record.
Gold Hill Road CDLF (Permit 76-06)
Contruction Quality Assurance Plan
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TABLE A
CQA TESTING SCHEDULE FOR GENERAL EARTHWORK

PROPERTY TEST METHOD TEST FREQUENCY
CONTROL TESTS:
Consistency Evaluation ASTM D 2488
(visual)1
Each Material
RECORD TESTS:
Lift Thickness Direct Measure Each compacted lift
In-Place Density ASTM D 29222 20,000 ft2 per lift
Moisture Content ASTM D 30173 20,000 ft2 per lift
Subgrade Consistency within the
upper 24 inches4
Visual 4 tests per acre
Subgrade Consistency within the
upper 24 inches4
ASTM D 422
ASTM D 4318
1 test per acre

Notes:

1. To be performed by Contractor Superintendent, Engineer, or CQA Testing Firm. Direct measure
shall be facilitated with hand auger borings.
2. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear density tests
perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM D 2937 as a verification
of the accuracy of the nuclear testing device. Minimum required soil density is 95 percent of the
standard proctor maximum dry density, which is dependent on the moisture-density characteristic
developed for the specific soil during initial construction; lower density or incorrect moisture
results in a failed test and the lift must reworked and retested.
2a. If “beneficial fill” materials are used to construct embankments or structural fill, the Contractor
shall spread large particles evenly and fill all voids with finer soil – this is referred to as “choking
off” the voids; density testing shall be suspended at the discretion of the Engineer, but judgment
testing shall be applied and the use of these materials and evaluation thereof shall be documented
as would any other soil placement activity
3. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every 10 nuclear density-
moisture tests, perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or ASTM D 4959
as a verification of the accuracy of the nuclear testing device.
4. Subgrade evaluation shall be conducted via continuous inspection with the indicated testing
frequency, in order to evaluate the full 24 inch depth, of an intrusive investigation (e.g., hand auger
borings) may be performed after portions of the subgrade are completed with the indicated testing
frequency – all testing locations, testing types and test results shall be recorded on a site map and
made part of the construction record
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Contruction Quality Assurance Plan
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TABLE B
CQA TESTING SCHEDULE FOR DRAINAGE AND FINAL COVER MATERIALS

COMPONENT PROPERTY TEST METHOD TEST FREQUENCY
RECORD TESTS:
Gas Vent Pipes and
Stone
Correct type, grade and
placement for pipes;
correct gradation and
trench dimensions for
collection stone*
Visual Each Vent
Coarse Aggregate: Confirm Gradation Visual 5,000 CY1
Vegetative Soil Layer:
(In-Situ Verification)
Visual Classification ASTM D 2488 1 per acre
Layer Thickness Direct measure Survey4

Notes:

1. A quarry certification is acceptable for aggregate from a commercial quarry. If a byproduct is used,
i.e., crushed concrete aggregate, the gradation test frequency may be adjusted based on project
specific conditions. The Engineer shall approve all materials and alternative test frequencies.
Materials that do not meet relevant ASTM or ASHTO standard gradation specifications (either
may be used at the discretion of the Engineer) shall be rejected.

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TABLE C
CQA TESTING SCHEDULE FOR FINAL COVER COMPACTED SOIL BARRIER

PROPERTY TEST METHOD TEST FREQUENCY
RECORD TESTS:
Lift Thickness Direct measure Survey4
Permeability ASTM D50841 1 per acre per lift
In-Place Density ASTM D 29222 4 per acre per lift
Moisture Content ASTM D 30173 4 per acre per lift
Direct Shear Friction Test ASTM D 53215 1 per acre

Notes:

1. Optionally use ASTM D6391. Maximum confining pressure for laboratory testing under ASTM
D5084 is 20 psi; maximum gradient is 10; actual confining pressure and gradient values shall be at
the discretion of the engineer in charge of the CQA program. Maximum allowable soil permeability
is 1 x 10-5 cm/sec; higher perms results in a failed test and the lift must be reworked and retested.

2. Optionally use ASTM D 1556, ASTM D 2167, or ASTM D 2937. For every 10 nuclear density tests
perform at least 1 density test by ASTM D 1556, ASTM D 2167, or ASTM D 2937 as a verification
of the accuracy of the nuclear device. Minimum required density is dependent on the moisture-
density-permeability characteristic developed for the specific soil during initial construction;
lower density or incorrect moisture may result in higher permeability. Permeability criteria shall
govern the determination of a passing test.

3. Optionally use ASTM D 2216, ASTM D 4643, or ASTM D 4959. For every ten nuclear-moisture
tests, perform at least 1 moisture test by ASTM D 2216, ASTM D 4643, or ASTM D 4959 as a
verification of the accuracy of the nuclear testing device.

4. Topographic survey to be performed by licensed surveyor, observing the following technical
specifications to confirm that the minimum thickness of each proposed final cover component is
constructed according to the Rule 15 NCAC 13B .0543. Each of the following layers shall be
documented with individual surveys:
a) The top elevations of the final intermediate soil cover layer.
b) The top elevations of the final compacted soil liner layer.
c) The top elevations of the final vegetation cover layer.
The survey shall be performed on a regular grid – ideally the same point locations would be used for
each successive layer, based on the original construction grid; locations of each data point shall be
measured to a minimum accuracy of 0.01 feet on the horizontal and vertical; any stakes placed on
the slopes shall be removed and the holes backfilled with soil that is similar to the layer of interest;

5. Backfill soil shall be placed in maximum 9 inch thick loose lifts and compacted to approximately 6
inches thickness with a hand tamp; lifts shall be measured directly down-hole with a stick or tape
measure; the as-built drawings for each layer shall be drawn as a thickness isopach map, with the
same 0.01 foot vertical accuracy.

6. Testing protocols may be altered at the Engineer’s discretion, providing minimum standards of
practice are observed and the regulatory requirements are met.
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Contruction Quality Assurance Plan
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TABLE D
REFERENCE LIST OF ASTM TEST METHODS

ASTM C 136 Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

ASTM D 422 Standard Test Method for Particle Size Analysis of Soils.

ASTM D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort
(12,400 ft-lbf/ft3).

ASTM D 1556 Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone
Method.

ASTM D 2167 Standard Test Method for Density and Unit Weight of Soil in Place by the Rubber
Balloon Method.

ASTM D 2216 Standard Test Method for Laboratory Determination of Water (Moisture) Content of
Soil and Rock by Mass.

ASTM D 2488 Standard Practice for Description and Identification of Soils (Visual-Manual
Procedure).

ASTM D 2922 Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear
Methods (Shallow Depth).

ASTM D 2937 Standard Test Method for Density of Soil in Place by the Drive Cylinder Method.

ASTM D 3017 Standard Test Method for Water Content of Soil and Rock in Place by Nuclear
Methods (Shallow Depth).

ASTM D 4318 Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

ASTM D 4643 Standard Test Method for Determination of Water (Moisture) Content of Soil by the
Microwave Oven Method.

ASTM D 4959 Standard Test Method for Determination of Water (Moisture) Content of Soil by Direct
Heating Method.

ASTM D5084 Standard Test Methods for Measurement of Hydraulic Conductivity of Saturated
Porous Materials Using a Flexible Wall Permeameter

ASTM D 5993 Standard Test Method for Measuring Mass per Unit of Geosynthetic Clay Liners.

ASTM D6391 Standard Test Method for Field Measurement of Hydraulic Conductivity Limits of
Porous Materials Using Two Stages of Infiltration from a Borehole

ASTM D 6768 Standard Test Method for Tensile Strength of Geosynthetic Clay Liners.

ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or
Geosynthetic and Geosynthetic Friction by the Direct Shear Method

Appendix 5
Operations Plan Update
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
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Operations Plan Update
Gold Hill Road C&D Landfill
Solid Waste Permit 7606-CDLF-2001

Submitted to:
NCDEQ Division of Waste Management
Solid Waste Section
217 W Jones Street
Raleigh, NC 27603

Presented To:
Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, North Carolina 27203

Presented By:

SCS ENGINEERS
322 Chapanoke Road, Suite 101
Raleigh, NC 27603
[phone]

March 8, 2016
File No. 02214705.00
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
i

Table of Contents

Section Page
PART 1 – GENERAL OPERATIONS ...................................................................................................... 1 
1.0 OVERVIEW ................................................................................................................................... 1 
1.1 Site Plan .............................................................................................................................. 1 
1.2 Location and Surroundings .............................................................................................. 1 
1.3 Service Area ...................................................................................................................... 1 
1.4 Waste Stream Characteristics ........................................................................................ 2 
1.5 Hours of Operation .......................................................................................................... 2 
1.6 Contact Information .......................................................................................................... 2 
1.6.1 Emergencies ......................................................................................................... 2 
1.6.2 Morton and Sewell Land Company, LLC Administrative Offices .............. 2 
1.6.3 North Carolina Department of Environmental Quality ................................ 2 
1.7 Permitted Activities ........................................................................................................... 3 
2.0 FACILITY DESCRIPTION .............................................................................................................. 4 
2.1 Processing Facility ............................................................................................................. 4 
2.2 CDLF .................................................................................................................................... 4 
2.3 Facility Drawings ............................................................................................................... 5 
3.0 ROUTINE OPERATION ............................................................................................................... 5 
3.1 Staff Responsibilities ........................................................................................................ 5 
3.2 Inspections and Maintenance .......................................................................................... 5 
4.0 ACCESS CONTROL ..................................................................................................................... 7 
4.1 Physical Restraints ............................................................................................................. 7 
4.2 Security ............................................................................................................................... 7 
4.3 All-Weather Access .......................................................................................................... 7 
4.4 Traffic .................................................................................................................................. 7 
4.5 Anti-Scavenging Policy .................................................................................................... 7 
4.6 Signage .............................................................................................................................. 7 
4.7 Communications ................................................................................................................. 7 
4.8 Waste Screening ............................................................................................................... 7 
5.0 FIRE AND SAFETY ........................................................................................................................ 8 
5.1 Fire Prevention ................................................................................................................... 8 
5.2 Fire Control ........................................................................................................................ 8 
5.3 Personal Safety ................................................................................................................. 8 
6.0 OTHER REGULATORY REQUIREMENTS ................................................................................... 9 
6.1 Sedimentation and Erosion Control ................................................................................ 9 
6.2 Water Quality (Storm Water) Protection .................................................................... 9 
6.3 Minimizing Surface Water Contact ............................................................................... 9 
6.4 Processing Facility Operation over the CDLF ........................................................... 10 
6.5 Equipment Maintenance ................................................................................................ 10 
6.6 Utilities .............................................................................................................................. 10 
6.7 Vector Control ................................................................................................................ 11 
6.8 Air Quality Criteria ....................................................................................................... 11 
6.9 Litter Control ................................................................................................................... 12 
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
ii
7.0 OPERATING RECORD .............................................................................................................. 12 
8.0 ANNUAL REPORT ...................................................................................................................... 13 
9.0 CONTINGENCY PLAN ............................................................................................................. 13 
9.1 Hot Loads Contingency ................................................................................................. 13 
9.2 Hazardous Waste Contingency .................................................................................. 14 
9.3 Severe Weather Contingency ..................................................................................... 14 
9.3.1 Ice Storms ........................................................................................................... 15 
9.3.2 Heavy Rains ....................................................................................................... 15 
9.3.4 Electrical Storms ................................................................................................ 15 
9.3.5 Windy Conditions ............................................................................................. 15 
9.3.4 Violent Storms ................................................................................................... 15 
PART 2 – PROCESSING (RECYCLING) FACILITY ........................................................................... 16 
10.0 OVERVIEW ................................................................................................................................. 16 
10.1 Acceptable Wastes ...................................................................................................... 16 
10.2 Prohibited Wastes ........................................................................................................ 16 
10.3 Waste Processing ......................................................................................................... 16 
10.4 Waste Receiving and Screening ................................................................................ 17 
10.5 LCID Processing ............................................................................................................. 17 
10.6 C&D Processing ............................................................................................................. 18 
10.7 Disposal of Rejected Wastes ..................................................................................... 18 
10.8 Processing of Finishing Goods .................................................................................... 18 
10.9 Maximum Stockpile Size ............................................................................................. 19 
10.10 Maximum Processed Material Storage Volumes ................................................... 19 
10.11 Asphalt Shingle Storage for Recycling .................................................................... 20 
PART 3 – CDLF OPERATION .............................................................................................................. 22 
11.0 Waste Acceptance Criteria .................................................................................................... 22 
11.1 Permitted Wastes ......................................................................................................... 22 
11.2 Asbestos .......................................................................................................................... 22 
11.3 Wastewater Treatment Sludge ................................................................................. 22 
11.4 Waste Exclusions........................................................................................................... 22 
12.0 WASTE HANDLING PROCEDURES ........................................................................................ 23 
12.1 Waste Receiving and Inspection ................................................................................ 23 
12.2 Disposal of Rejected Wastes ..................................................................................... 24 
13.0 C&D DISPOSAL PROCEDURES ............................................................................................... 24 
13.1 Spreading and Compaction ....................................................................................... 25 
13.2 Special Wastes: Asbestos Management ................................................................. 25 
14.0 COVER MATERIAL ..................................................................................................................... 25 
14.1 Periodic Cover............................................................................................................... 25 
14.2 Interim Soil Cover ......................................................................................................... 26 
14.3 Final Cover ..................................................................................................................... 26 
15.0 SURVEY FOR COMPLIANCE ................................................................................................... 27 
15.1 Height Monitoring ......................................................................................................... 27 
15.2 Annual Survey ............................................................................................................... 27 
16.0 CONTINGENCY PLAN ............................................................................................................. 27 
17.0 ANNUAL REPORTING .............................................................................................................. 27 
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
iii

Tables
1 PROHIBITED WASTES FOR PROCESSING ...................................................................... 21 

2 PROHIBITED WASTES IN THE CDLF UNIT ............................................................... 28 

Attachments
A Hazardous Waste Responders
B Waste Screening Form
C Shingles Processing and Storage
D Fire Notification Form

Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
1

PART 1 – GENERAL OPERATIONS
1.0 OVERVIEW
1.1 Site Plan
The facility consists of a permitted landfill located on a 66-acre tract, which is isolated by natural
barriers such as creeks and wooded tracts. Adequate on-site soil resources are available to meet
the operational needs of the CDLF. The landfill is a permitted reclamation activity that will
restore the property to a usable condition for future development. Recycling activities are
required as a condition of the Franchise Agreement with local government. The facility contains
both C&D processing and disposal areas, with recycling activities taking place near the working
face, an adjacent LCID processing area (no disposal) and a concrete processing area and
stockpile.

1.2 Location and Surroundings
The facility is located with the eastern limit of the City of Asheboro, in Randolph County, North
Carolina. The site has two access points off of Gold Hill Road. The facility main entrance is
located at 385 Gold Hill Road and is an aggregate road surface, accessible from I-74 via East
Presnell Street. Gold Hill Road is paved and has a 55-mph posted speed limit. The scales, a
scale house, a waste inspection area, and a mulch processing/commercial sales area are located
near the main entrance. All waste hauling trucks entering the facility are weighed upon entering
and existing. Loads are identified and assigned to the proper processing or disposal units at the
scale house.

The second entrance is also a gravel road intended for facility personnel access only and
intended for use for facility maintenance operations. Both entrances have gates that are securely
locked during non-operation hours. There are presently no residences, farms, or commercial
structures on site. The site is bordered on the east by Gold Hill Road, the south by East Presnell
Street, the west by Penwood Branch South Tributary, and to the north by private landowners.

1.3 Service Area
In accordance with the Franchise Agreement with the City of Asheboro, the service area for the
C&D processing and disposal operations at the Gold Hill Road Landfill include the following
Counties:
 Randolph,
 Guilford,
 Alamance,
 Chatham,
 Moore,
 Montgomery, and
 Davidson.
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
2
1.4 Waste Stream Characteristics
The Gold Hill Road facility will accept LCID and C&D wastes for disposal as defined by NC
DEQ Division of Waste Management definitions. No liquid waste, hazardous wastes or
Municipal Solid Waste will be accepted for disposal. Any material received at the site that
cannot be process or disposed will be removed from the site and disposed of at a suitable
location. LCID brought to the facility will either be process in accordance with the approved
Operation Plan or disposed in the C&D unit. No separate disposal area for LCID will be
maintained once the combined disposal unit is in operation.

C&D will be accepted for processing, reuse or disposal from private contractors, local
governments, and individual residents with the service area. The facility anticipates that
approximate 80 percent of the C&D waste stream will come from commercial sources (i.e.,
demolition contractors, general contractors, home builders, etc.) with the remaining 20 percent
generated by local government and residents. C&D disposal rates vary considerably on a
monthly basis. The facility has entered into a franchise agreement with the City of Asheboro
that allows disposal of up to 125 cubic yards per calendar day. Based on previous years the rate
of compaction has been calculated to be approximately 1.8 cubic yards per ton of C&D which
would be approximately 70 tons of C&D waste per calendar day. The facility will maintain the
125 cubic yards (70 tons) per calendar day as the maximum receivable rate.

1.5 Hours of Operation
The facility is open to the public from 7 AM to 5 PM on Monday – Friday and 8 AM to 12 PM
on Saturday. All current operations for the facility are within those hours.

1.6 Contact Information
1.6.1 Emergencies
For fire, police, or medical/accident emergencies dial 911.

1.6.2 Morton and Sewell Land Company, LLC Administrative Offices
Mr. Al Morton – Managing Member
Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, NC 27203
Tel. [phone]

1.6.3 North Carolina Department of Environmental Quality
Division of Waste Management - Solid Waste Section
Winston-Salem Regional Office
450 West Hanes Mill Road, Suite 300
Winston-Salem, NC 27105
Tel. [phone]
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
3
1.7 Permitted Activities
The following is a comprehensive summary of the permitted solid waste activities within the 66-
acre facility:

Activities conducted under Permit #76-06 (Processing Facility):
 Receipt of wood wastes and inert debris (C&D and LCID)
 Sorting recyclables, shredding or grinding the wastes*
 Removal of incidental non-compliant wastes**
 Production of mulch, boiler fuel, aggregates***
 Temporary storage of products in stockpiles

Activities conducted under Permit #76-06 (CDLF disposal unit):
 Disposal of construction and demolition debris
 Disposal of asbestos wastes in a designated area

*Primary recyclables include aggregates, wood wastes, and metals; aggregates derived
from the two sources may be combined, wood wastes derived from the two sources may
be blended for fuel; typically the C&D wastes are better suited for boiler fuel, LCID
wastes are better suited for mulching, thus the two waste streams are typically not
blended; no other blending shall occur

**Includes MSW and other non-C&D wastes that inadvertently enter the C&D waste
stream at construction sites – these materials will be placed in roll-off boxes and taken to
the nearby MSW transfer station on a weekly basis; no MSW disposal shall occur at this
facility

***Materials typically will be distributed off-site, but some on-site use of mulch outside
of the active C&D unit will occur (with limitations on application rates), and aggregates
may be used on-site; all non-fuel wood wastes processed at the facility will be considered
as mulch – not compost – with no nutrient value

All sorting and grinding activities will take place within the CDLF footprint or within an
approved area adjacent to the footprint. Finished goods may be stored outside the CDLF
footprint within designated areas (approved for mining disturbance) that have drainage control.
No processing or disposal activities shall occur within designated stream buffers, wetlands, or
the 100-year floodplain. All activities and areas are accessible to the public only via a single
gate and are secure after hours. Each permitted activity is described in brief detail in Section 2.

Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
4
2.0 FACILITY DESCRIPTION
2.1 Processing Facility
The Owners of the facility intend to accept appropriate C&D and LCID wastes for recycling into
boiler fuel, mulch, aggregates, and reclaimed of metals. All C&D materials shall be weighed
and recorded, with accurate accounting to account for material flow. Intake materials may be
sorted within the approved CDLF footprint, separated from the active working face by a safe
distance, or within the designated processing area located outside the footprint (see Site Plan
drawings). Public access to the processing area and working face is restricted – C&D unloading,
processing and disposal areas are to be separated by approximately 50 feet – and the LCID
processing area will be separate from the C&D processing facility. The tipping and processing
areas have runoff control measures that integrate into the main storm water system but can be
isolated in the event of a spill of fuel, oil, or hazardous materials. Operations shall be scheduled
around the weather to minimize contact between the waste and water – no grinding of C&D
wastes shall take place in the rain.

Materials shall be sorted and placed in stockpiles not exceeding 100-cubic yards, separated by a
minimum of 25 feet to allow access for firefighting. Alternatively, processed materials may be
stored in trailers or roll-off boxes, at the operator’s discretion. Recyclables normally will be
processed within a day or two of receipt, stored outside the footprint, and shipped to appropriate
receiving facilities on a weekly basis. The intake stockpile is typically kept under 6,000 cy.

Recyclable C&D materials shall be shipped to established markets, e.g., boiler fuel and metals;
aggregates will be ground and sold or used on the premises in a beneficial manner. Non-
recyclable C&D wastes shall be disposed within the on-site C&D disposal facility. A separate,
roll-off box shall be kept on-hand for inadvertent non-C&D wastes (MSW) that may come into
the facility, which will be taken to a nearby MSW transfer station or other approved disposal
facility on a weekly basis. Finished materials shall be removed (or turned) at least quarterly,
except for aggregates.

2.2 CDLF
Phase 1 and Phase 2 are an unlined landfill encompassing 20.27 acres, based on the current
Permit to Operate approved February 17, 2014. Phase 1 occupies 11.94 acres; Phase 2 occupies
8.33 acres. Phase 1 currently operates as the LCID disposal area, and Phase 2 operates as the
CDLF. Perimeter berms for the disposal cells are designed to prevent surface water from land
adjacent to the cell from entering active operations areas. Additional structures such as swales
and ditches direct water away from the CDLF. Where the disposal areas are closed, both Phases
1 and 2 are designed to drain toward large perimeter channels, which in turn lead to the main
sedimentation basin. All measures were designed in accordance with 15A NCAC 4 and were
approved by the NC DEQ Division of Land Resources. The limits of Phases 1 and 2 are clearly
staked with permanent markers.

The active LCID area (Phase 1) will be mined and the permitted base grade condition will be
confirmed and recertified. As Phase 1 is recertified for operation the closure of the existing
CDLF will also be incremental, conducted in accordance with the approved Closure/Post-
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
5
Closure Plan. Financial Assurance requirements will be adjusted on a yearly basis to account for
new areas opening and those being closed. Operation of the C&D Landfill will be in accordance
with Solid Waste rules. A Ground Water Monitoring Plan has been approved by the SWS. All
requirements, for sedimentation and erosion control apply, as do NC DEQ storm water rules.

2.3 Facility Drawings
A copy of the approved Facility Plan and construction drawings must be kept on-site at all times.
Several sets of drawings submitted to various agencies exist, e.g., local government site plan
approval, the mining permit application and solid waste applications; revisions have occurred
over time. The Engineer should be consulted to resolve conflicts between drawings. The
enclosed drawing set is current for the Gold Hill Road facility and the Phases 1 and 2 CDLF
waste placement sequence with respect to the Solid Waste permit. The Owner/Operator shall
note the location of the active working face on the facility plan, noting areas that have come to
final grade and areas that are closed – the map shall be updated continuously and filed with the
Operating Record (Section 7). The drawings show the locations of special waste disposal areas
(i.e., asbestos), soil borrow and stockpile areas.

3.0 ROUTINE OPERATION
3.1 Staff Responsibilities
Every staff member shall receive instruction on “preventative maintenance” pertaining to ground
water and surface water quality, and how to protect these features, in addition to waste
acceptance criteria and operational requirements that pertain to each individual’s specific duties.
The critical importance of preserving environmental quality and maintaining operational
compliance should be a topic for discussion at regular staff meetings, along with issues
concerning safety and efficient operation of the facility.

Each worker should understand that the overall compliance of the facility affects not only their
position at the facility but the future ability to continue operations beyond the next permit
review. All staff should be vigilant about enforcing the waste acceptance policy and to make
sure that all aspects of the operation, from mowing the grass to the daily transfer or disposal of
waste, are conducted in an environmentally sound manner.

In accordance with Rule .0542 (j) (2) a trained operator must be on duty at all times when the
facility is open to the public and/or when operations are being conducted. All training should be
documented and Operator’s certifications shall be kept current.

3.2 Inspections and Maintenance
The following O&M schedule highlights some, but not all, of the major requirements for routine
facility inspection and maintenance at both the recycling facility and the CDLF. This schedule is
intended to serve as a guide for the Owner/Operator for addressing short-term and long-term
issues, but the O&M schedule does not alleviate the Owner/Operator of key rule requirements,
whether or not they are covered here. Of particular emphasis, the Owner/Operator should adhere
to the following:
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 Collect trash and windblown debris around the scale, buildings, and areas outside the
working face daily per Rule 15 NCAC 13B .0542 (g) (3).
 Note the date and time of cover placement (periodic and interim covers) in the
operating record in compliance with Rule .0542 (f) (2).

The following tabulated summary for normal operations and hereby replaces the O&M Checklist
presented in the previous permit application:

Daily

 Remove any Trash or Debris at Facility Entrance, Scales, Driveways, Ditches
 Remove any Trash or Debris around CDLF and Processing Areas, including Trees
 Check for Windblown Debris Escaping CDLF Working Face
 Verify All Waste Intake Processed and/or Disposed within 48 hours
 Verify Working Face under One-Half Acre (150 x 150 feet)
 Check Finished Goods Stockpiles for Foreign Materials or Trash
 File Waste Inspection Forms (Minimum 3 per Week)

Weekly

 Verify Working Face is Covered Weekly
 Verify Access Roads are Passable
 Check for Spills or Leaks on Roads, Processing Areas, and Working Face
 Verify that Inactive Disposal Areas are Covered per Solid Waste Rules
 Check for Proper Drainage Conditions, Erosion, Sediment Buildup
 Inspect Gates, Locks, Fences, Signs
 Check Communication and Surveillance Equipment
 Check Mulch Stockpile Size (should be under 6000 cy)

Monthly

 Check for Excess Erosion on Slopes or Benches and Ditches
 Verify Vegetation is Healthy on Slopes, Ditches and Shoulders
 Verify that Sediment Basin Primary Outlet is Draining within 5 Days

Semi-Annually

 CDLF Slope Vegetation Mowed (Minimum Twice per Year)
 Inspect for CDLF Slopes Cracking, Sloughing, Bulging, Excess Erosion
 Turn or Remove Finished Mulch Stockpiles (Minimum Twice per Year)
 Mow Clear Access Paths to Monitoring Wells

Annually

 Verify Staff Training Certifications are Up to Date
 Complete Annual Topographic Survey of CDLF

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4.0 ACCESS CONTROL
4.1 Physical Restraints
The site is accessible to the public by the single entrance gate. All customers and visitors shall
check upon arrival; all incoming waste-hauling vehicles shall cross the scales. An additional
entrance is available for facility personnel access only and is intended for facility maintenance
operations. The entrance gates will be securely locked during non-operating hours.

4.2 Security
Frequent inspections of gates and fences will be performed by landfill personnel. Evidence of
trespassing, vandalism, or illegal operation will be reported to the Owner.

4.3 All-Weather Access
On-site roads will be maintained for all-weather access.

4.4 Traffic
The Operator shall direct traffic to a waiting area, if needed, and onto the working face with safe
access when an unloading site is available. Once a load is emptied, the delivery vehicle will
leave the working face immediately.

4.5 Anti-Scavenging Policy
The removal of previously deposited waste by members of the public (or the landfill staff) is
strictly prohibited by the Division for safety reasons. The Operator shall enforce this mandate
and discourage loitering after a vehicle is unloaded. No one unaffiliated with the landfill or
having business at the facility shall be allowed onto the working face.

4.6 Signage
A prominent sign containing the information required by the Division shall be placed just inside
the main gate. This sign will provide information on operating hours, operating procedures, and
acceptable wastes. Additional signage will be provided within the landfill complex to distinctly
distinguish access routes. Restricted access areas will be clearly marked and barriers (e.g., traffic
cones, barrels, etc.) will be used.

4.7 Communications
Visual and radio communications will be maintained between the scale house and field staff.
The scale house has telephones in case of emergency and for the conduct of day-to-day business.
Emergency telephone numbers (Fire and Rescue) are displayed in the scale house.

4.8 Waste Screening
Refer to Section 10.4.
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5.0 FIRE AND SAFETY
5.1 Fire Prevention
Measures shall be taken to prevent fires in the raw materials and finished goods stockpiles in the
processing facility. Stockpiles (and the disposal area) shall be inspected daily for signs of smoke
or combustion. The piles shall be separated by a minimum distance of 25 feet for access. At a
minimum, any accumulated piles of combustible materials shall be limited to 6,000 cy in size
and turned on a quarterly basis or when dictated by temperature. The piles shall be monitored
for dryness and temperature – a temperature probe shall be acquired and kept in the office –
maximum allowable temperatures shall be 120 degrees Fahrenheit.

5.2 Fire Control
Fires in landfills and stockpiles (especially LCID facilities) have been a regulatory concern in
recent times. The possibility of fire within the landfill or a piece of equipment must be
anticipated. A combination of factory installed fire suppression systems and/or portable fire
extinguishers shall be kept operational on all heavy pieces of equipment. Brush fires within the
waste may be smothered with soil, if combating the fire poses no danger to the staff. The use of
water to combat the fire is allowable, but soil is preferable. For larger or more serious fire
outbreaks, the local fire department will respond. In the event of any size fire at the facility, the
Owner shall contact NC DEQ Division Waste Management personnel within 24 hours and
complete a Fire Notification Form (Attachment D) within 15 days for the Operating Record.

5.3 Personal Safety
Safety is a key concern with the operation of this facility. All aspects of operation were planned
with the health and safety of the landfill's operating staff, customers, and neighbors in mind.
Prior to commencing operations, a member of the management staff will be designated as Site
Safety Officer. This individual, together with the Facility's management will modify the site
safety and emergency response program as needed to comply with Occupational Safety and
Health Administration (OSHA) guidance. Staff safety meetings (minimum one per month) shall
be conducted. Safety equipment to be provided includes (at a minimum) equipment rollover
protective cabs, seat belts, audible reverse warning devices, hard hats, safety shoes, and first aid
kits. Field operators will be encouraged to complete the American Red Cross Basic First Aid
Course with CPR.

The working face of a landfill is an inherently dangerous place due to the movement of heavy
equipment, steep slopes, obstacles to pedestrian movement and sometimes poor visibility (such
as equipment backing up). These considerations are also a concern for the sorting and grinding
operations, as well as the concern for flying debris that can be ejected from a tub grinder. Safety
for customers will be promoted by the Operator and his staff knowing where the equipment and
customer vehicles are moving at all times. Radio communications between the scale house and
the field staff will help keep track of the location and movement of customers.

The processing areas (C&D and LCID) shall be located no closer than 50 feet to the working
face of the CDLF disposal unit. Signs, fences and/or physical barriers will be used to separate
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public access areas from the working face of the CDLF and the waste processing areas (sorting,
grinding, etc.) – activities that could endanger the public shall not be conducted when non-
employees are present. Vehicles transporting waste to the facility and/or the general public shall
not have access to the working face. Children under the age of 16 shall not be allowed in the
facility. No waste unloading, grinding or disposal activities shall be conducted after dark.

6.0 OTHER REGULATORY REQUIREMENTS
6.1 Sedimentation and Erosion Control
All aspects of the facility operation are subject to the requirements of 15A NCAC 4, the
Sedimentation and Erosion Control rules. Runoff measures for this facility were designed in
accordance with this rule and approved by the NC DEQ Land Quality Section, as a condition of
the mining permit. Approved S&EC measures shall be installed and maintained throughout the
operational life of the facility and into the post-closure period. Measures to curtail erosion
include vegetative cover and woody mulch as ground cover. Measures to control sedimentation
include stone check dams in surface ditches, sediment traps and basins. As of March 2013, all
exposed soils, regardless of whether they are inside or outside the disposal area, shall be
vegetated or otherwise stabilized within 15 days after any given area is brought to final grade.

6.2 Water Quality (Storm Water) Protection
This facility does not require coverage under a NC DEQ Division of Water Resources Storm
Water General Permit. A Storm Water Pollution Prevention Plan should be prepared for the
facility, which would describe steps to protect water quality, e.g. diversion of surface water
(“run-on”) away from the disposal area, allowing no impounded water inside the disposal area,
and avoiding the placement of solid waste into standing water, and which would be incorporated
into the daily operation of the facility. The facility is obligated by law not to discharge pollutants
into the waters of the United States (i.e. surface streams and wetlands). Any discharges should
be mitigated immediately and reported to NC DEQ Division of Water Resources.

6.3 Minimizing Surface Water Contact
Protection of water quality is a key interest in the operation of this facility. Although C&D
wastes are typically inert, there can be chemical residues present in the C&D (e.g., solvents) that
can mobilize upon contact with water – i.e., leachate generation – and which can enter the
environment via storm water runoff. This tends to be more prevalent when the wastes are
processed (sorted and ground) due to increased surface area available to contact the water source
and increased exposure to ambient conditions.

Whereas the tipping and processing areas will be uncovered, the C&D processing facility shall
not be operated during rain events in order to minimize contact between the waste and surface
water, thus minimizing leachate generation. Activities pertaining to the processing facility
should be scheduled to accommodate the weather forecast. During periods of light rain
unloading may occur and sorting operations may occur if no runoff is visible, but no grinding
shall occur. During heavy rain (with visible runoff) or periods of high wind the incoming
(unprocessed) materials shall be stockpiled and covered with tarps (secured against wind) or
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incorporated into the working face to minimize contact with water. Processed materials and
including source-sorted loads shall be placed in covered transport trailers or roll-off boxes.

6.4 Processing Facility Operation over the CDLF
The Processing Facility (tipping, sorting, loading) activities will move within the C&D footprint
to be near the working face of the CDLF unit, albeit a safe distance shall be maintained –
minimum of 50 feet – to promote safety of workers and the public (Section 5.3). The Processing
Facility may be located atop an inactive portion of the CDLF unit. When the Processing Facility
is to be operated over an inactive portion of the CDLF, a soil pad with a minimum thickness of 2
feet shall be placed beneath the processing facility operational area (including the tipping and
grinding areas), in addition to the interim soil cover (see Section 14).

The purpose of the supplemental operating soil pad is to protect the underlying wastes – and
water quality – against possible spills, leaks and/or the introduction of non-compliant materials
(liquids) that might escape detection in the preliminary screening. The soil pad serves as an
absorbent layer that can be removed in the case of an incident, minimizing the chance of the
incident affecting the ground water or surface water monitoring system, and maintaining
adequate coverage for the underlying wastes. The soil pad may be removed at the end of the
processing operation and/or prior to placement of final cover and/or additional waste disposal.

6.5 Equipment Maintenance
Facility equipment consists of a variety of excavators, loaders, dozers, dump trucks, and
specialized equipment, e.g., a tub grinder for LCID and a separate grinder with power screens for
aggregates. Most of the equipment is used in the normal course of mining operations. The
Owner represents that he has sufficient resources to provide and maintain the needed equipment
to operate the facility. A maintenance schedule for the facility equipment is beyond the scope of
this Operations Plan. The Operator (or his designee) should develop a routine equipment
maintenance program to lessen the likelihood of fluid spills or leaks.

Fuel and lubricants shall be stored under covers and/or with secondary containment systems that
are separate from the principle storm water drainage systems at all times. Care shall be taken
when servicing or fueling equipment to prevent spills. Driveways, shop areas and all operations
areas where heavy equipment is working shall be inspected daily for signs of spills and leaks.
Equipment should be parked overnight and serviced in areas that will not contaminate the facility
storm water management systems. Care shall be taken not to allow any hazardous substance to
enter the surface water or ground water, including (but not limited to) fuel, oil, hydraulic fluid,
pesticides, and herbicides.

6.6 Utilities
Electrical power, water, telephone, and restrooms will be provided at the scale house. Other
sanitary facilities shall be provided for the field staff, as needed. Two-way radios or cell phones
shall be provided to the field staff for communication with the scale house. Portable light plants
may be required to promote safe operation of the processing facility in the late afternoon or
evening.
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6.7 Vector Control
Steps shall be employed to minimize the attraction of disease carrying vectors, e.g., birds,
rodents, dogs, mosquitoes. The C&D wastes are mostly inert (subject to the waste screening
procedures) and not attractive to animals. Pools of standing water should be avoided.

6.8 Air Quality Criteria
Dust Control – Measures shall be taken to control dust from the operations. Dusty
wastes shall be covered immediately with soil, and water shall be sprinkled on roads and
other exposed surfaces (including operational cover and/or the working face, as needed)
to control dust. Disposal activities may need to be suspended during high winds.

Open Burning – No open burning of any waste shall be allowed.

State Implementation Plan – Compliance with the State Implementation Plan (SIP) for
air quality under Section 110 of the Clean Air Act, as required by 15A NCAC 13B .0531
et seq., is demonstrated with the following discussion. Typically, the SIP focuses on
industries that require air permits and activities that have regulated emissions that
contribute to unhealthy levels of ozone, NOx, SO4, VOC’s, particularly coal combustion
byproducts (from electric power plants) and other “smokestack” industries. Compliance
with the spirit of the SIP is demonstrated by the prohibition of combustion of solid waste,
the fact that the wastes are generally inert and do not emit sufficient quantities of landfill
gas to require active controls (such as flaring). The facility is not located in a designated
area of non-attainment for ozone and/or fine particle emissions (e.g., VOC’s, NOx),
designation based on NC DEQ Division of Air Quality (DAQ) web site information.

In 2009 information (acquired for a nearby facility), concerning the possibility of certain
areas of the state being designated as non-attainment areas for ozone, suggested that a
non-attainment designation would not affect existing facilities – a larger impact might be
expected on future industrial location in the region – and the three-year data that lead to
this consideration was barely above the US-EPA’s threshold for attainment. State-wide,
ozone monitoring data show general improvement since the implementation of the “clean
smokestacks” legislation within the last several years, and if the next few months show
continued improvement, US-EPA may not impose the non-attainment designation.1 This
leads to a conclusion that the facility is not contributing to an existing non-attainment
condition in the local area, nor is it likely to in the future.

Nonetheless, proactive steps that can be taken at the facility include dust control
measures (see below) to minimize airborne particle emissions, minimizing the idling time
on trucks and equipment, keeping mechanized equipment in good operating condition,
and using low-sulfur fuels, subject to availability. Adherence to the waste acceptance
criteria will minimize VOC emissions. Regular application of periodic cover will reduce
the risk of fires and curtail wind-blown debris; the proper use of vegetative cover will
further minimize fugitive emissions of dust and particulates.

1 Tom Mather, Public Information Officer, NC DEQ Division of Air Quality, personal communication (2-12-09)
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6.9 Litter Control
Appropriate measures will be taken to control trash and windblown debris within and around the
facility, including litter on Gold Hill Road. The site and entrance will be policed for litter on a
weekly basis and such materials will be collected and disposed of properly.

7.0 OPERATING RECORD
The Operating Record shall consist of one or more files, notebooks, or computerized records and
associated maps that document the day-to-day facility operations, including the waste intake and
sources, transfer records, routine waste placement, cover, and closure activities (for the CDLF),
routine or special maintenance requirements and follow up activities, to include the following:

A Daily intake tonnage records - including source of generation
B Tonnage and type of recycled materials shipped offsite
C Copies of the facility map, tracking the current location of waste placement activities,
interim closure and completed final closure activities – including the date and time of
placement of cover material
D Waste inspection records (on designated forms); fire notification forms;
E Quantity, location of disposal, generator, and special handling procedures employed
for all special wastes disposed of at the site
F Generators or haulers that have attempted to dispose of restricted wastes
G Employee training procedures and records of training completed
H Ground water quality monitoring information including:
1. Copy of the current Sampling and Analysis Plan (Monitoring Plan)
2. Monitoring well construction records
3. Sampling reports
4. Records of inspections, repairs, etc.
I Date and time of the cover placement (both periodic and interim covers) must be
recorded in the operating recorded in compliance with Rule .0542 (f) (2).
J Closure and post-closure information, where applicable, including:
1. Testing
2. Certification
3. Completion records
K Cost estimates for financial assurance documentation
L Annual topographic survey of the active disposal phase
M Records of operational problems or repairs needed at the facility, e.g., slope
maintenance, upkeep of SE&C measures, other structures
N Equipment maintenance records
O Daily rainfall records (via on-site rain gauge).
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P Landfill gas monitoring information:
1. Quarterly methane monitoring records
2. Landfill Gas Monitoring and Control Plan
Q Updated Financial Assurance Documentation
R Compliance Audit Records (by the SWS) and follow up documentation
S Copies of the Operation Plan, Closure and Post Closure Plan,
Sediment and Erosion Control Plan, Construction Drawings,
Storm Water Pollution Prevention Plan, Storm Water General Permit Certificate of
Coverage, Solid Waste Permit, and Mining Permit

The Owner or his designee will keep the Operating Record up to date. Records shall be
presented upon request to DWM for inspection. A copy of this Operations Plan shall be kept at
the landfill and will be available for use at all times, along with the Closure/Post-Closure Plan,
the Monitoring Plan, and Monitoring Records.

8.0 ANNUAL REPORT
The facility shall file an annual report with the NC DEQ Division of Waste Management by
August 1 of each year, detailing the activities for the preceding July 1 through June 30. Records
shall be kept pertaining to the types and amounts of wastes received, as well as the types and
amounts of materials reused, recycled, and distributed; material quantities shall be reported
annually in tons. This report also shall be furnished to Randolph County Planning Department,
as required. The rules for C&D landfills require an annual survey to determine slope, height, and
volume (Section 15). The reporting requirements include an annual topographic map prepared
by a licensed surveyor.

9.0 CONTINGENCY PLAN
9.1 Hot Loads Contingency
In the event of a "hot" load attempting to enter the landfill, the scale house staff will temporarily
suspend all waste intake and, unless there is imminent danger to the driver or staff, the errant
vehicle will be isolated away from structures and other traffic and the fire department will be
called. If safe to do so, the vehicle may be dumped and pulled away from the fire. The vehicle
will not be allowed onto the working face until the fire is out.

If a hot load is detected on the working face, then the load will be treated as a fire condition
(Section 5), whereas the load will be spread as thinly as possible and cover soil will be placed
immediately to smother the fire. Other traffic will be redirected away from the fire, or the other
waste deliveries may need to be suspended until the fire is out. The fire will be monitored to
ensure it does not spread. If the fire cannot be controlled, the fire department will be notified and
the area cleared of non-essential personnel.

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9.2 Hazardous Waste Contingency
In the event that identifiable hazardous waste, or waste of questionable nature, is detected at the
scales or in the landfill, appropriate protective equipment, personnel, and materials will be
employed as necessary to protect the staff and public. Hazardous waste identification may be
based on (but not limited to) strong odors, fumes or vapors, unusual colors or appearance (e.g.,
liquids), smoke, flame, or excess dust. The fire department will be called immediately in the
event a hazardous material is detected. An attempt will be made to isolate the wastes in a
designated area where runoff is controlled, preferably prior to unloading, and the vicinity will be
cleared of personnel until trained emergency personnel (fire or haz-mat) take control of the
scene. Staff will act prudently to protect personnel but no attempt will be made to remove the
material until trained personnel arrive. A partial listing of regional Hazardous Waste
Responders and disposal firms is found in Attachment A.

In no circumstance shall hazardous wastes knowingly be placed in the landfill. It may be
necessary to reload the errant vehicle, following safety protocols and guidance from the fire
department or scene commander. Equipment may need to be decontaminated. Overall, it would
be prudent to allow the haz-mat responder to handle the wastes. The Operator will notify the
Division (see Section 1.6) that an attempt was made to dispose of hazardous waste at the landfill.
If the vehicle attempting disposal of such waste is known, an effort will be made to prevent that
vehicle from leaving the site until it is identified (license tag, truck number driver and/or
company information) or, if the vehicle leaves the site, law enforcement should be called and
immediate notice will be served on the owner of the vehicle that hazardous waste, for which they
have responsibility, has been disposed at the landfill or attempted disposal has occurred.

The landfill staff will assist the Division as necessary and appropriate in the removal and
disposition of the hazardous waste (acting under qualified supervision) and in the prosecution of
responsible parties. If needed, the hazardous waste will be covered with on-site soils, tarps, or
other covering until such time when an appropriate method can be implemented to properly
handle the waste. The cost of the removal and disposing of the hazardous waste may be charged
to the owner of the vehicle involved. Any vehicle owner or operator who knowingly places or
attempts to place hazardous waste in the landfill may be barred from using the landfill and/or
reported to law enforcement authorities.

Any hazardous waste found at the scales or in the landfill that requires mitigation under this plan
shall be documented by staff using the Waste Screening Form provided in Attachment B.
Records of information gathered as part of the waste screening programs will be placed in the
Operating Record and maintained throughout the facility operation.

9.3 Severe Weather Contingency
Unusual weather conditions can directly affect the operation of the landfill. Some of these
weather conditions and recommended operational responses are as follows.

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9.3.1 Ice Storms
An ice storm can hinder access and/or prevent equipment movement or placement of periodic
cover. Closure of the landfill may be required until the ice is removed or has melted and the
access roads are passable without risk to personnel or the cover.

9.3.2 Heavy Rains
Exposed soil surfaces can create access problems during prolonged rainy periods. The control of
drainage and use of crushed stone (or recycled aggregates) on unpaved roads should provide all-
weather access for the site and promote drainage away from critical areas. In areas where the
aggregate surface is washed away or otherwise damaged, aggregate should be replaced. Intense
rains can affect newly constructed drainage structures such as swales, diversions, cover soils, and
vegetation. After such an event, an inspection by landfill staff will be initiated and corrective
measures taken to repair any damage found before the next rainfall. Processing activities should
be planned to avoid sorting and grinding during periods of rain. Ideally, waste deliveries should
be suspended until the rain passes, but if unloading in the rain cannot be avoided the debris piles
should be kept small as possible and covered with tarps. Sorting should be completed as soon as
practical and all materials cleared from the tipping area to avoid contact with rain or runoff.

9.3.4 Electrical Storms
The open area of a landfill is susceptible to lightning strikes during an electrical storm. If
necessary, landfill activities will be temporarily suspended during a storm, and personnel should
take refuge in buildings or rubber-tire vehicles.

9.3.5 Windy Conditions
High winds can create windblown wastes, typically paper and plastic, but larger objects have
been known to blow in extreme circumstances. Operations should be suspended if blowing
debris becomes a danger to staff, after the working face is secured. The operational sequence
minimizes exposure of the working face to prevailing winds. If this is not adequate during a
particularly windy period, work will be temporarily shifted to a more sheltered area. When this
is done, the previously exposed face will be immediately covered with daily cover. Soil cover
shall be applied whenever windblown wastes become a problem. Staff shall patrol the perimeter
of the landfill periodically, especially on windy days, to remove windblown litter from tress and
adjacent areas. Windscreens of various sorts have been used with mixed success at other
facilities in the region. Proper planning for windy conditions is essential.

9.3.4 Violent Storms
In the event of a hurricane, tornado, or severe winter storm warning issued by the National
Weather Service, landfill operations should be temporarily suspended until the warning is lifted.
Daily cover will be placed on exposed waste and buildings and equipment will be properly
secured. In the event of eminent danger to staff or the public, personal safety shall take
precedence over other concerns.
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PART 2 – PROCESSING (RECYCLING) FACILITY
10.0 OVERVIEW
This section describes the general waste intake and handling operations for the Processing
(Recycling) facility. These protocols shall be followed, regardless of whether the material is
source-sorted and delivered by affiliated waste transport vehicles or brought to the facility by
private contractors or the general public.

10.1 Acceptable Wastes
The Facility shall only accept these waste types generated within approved service area:
 Construction Debris: Unpainted and untreated wood, plywood, particle board,
hardboard, gypsum board, siding, flooring, asphalt shingles, etc., from new residential
or commercial construction;
 Demolition Debris: Concrete, brick, block and asphalt will be accepted; unpainted
and untreated wood, roofing, insulation, piping, wallboard, siding, etc., from
residential and commercial remodeling, repair, or demolition operations, will be
accepted after the Facility produces certificates of training for the staff pertaining to
the identification and safe handling of hazardous materials (e.g., asbestos, lead paint)
 Land Clearing and Inert Debris: Stumps, trees, limbs, brush, other vegetation,
concrete, brick, concrete block, clean soils and rock, untreated/unpainted wood, etc.

10.2 Prohibited Wastes
No municipal solid waste (MSW), hazardous waste as defined by 15A NCAC 13A .0102,
including hazardous waste from conditionally exempt small quantity generators (CESQG waste),
or liquid waste will be accepted at this facility. In addition, no tires, batteries, polychlorinated
biphenyl (PCB) waste, electronic devices (computer monitors), or mercury switches and
fluorescent lamps will be accepted. Animal carcasses will not be accepted. No oils, grease,
solvents, or fluids of any kind will be accepted, nor will bagged wastes, putrescible or household
wastes. A partial listing of prohibited wastes is presented on Table 1 following this section.

10.3 Waste Processing
In order to assure that no prohibited waste enters the Facility, a waste screening program will be
implemented (see Section 10.4). Waste received at the scale house will be inspected by trained
personnel. These individuals will be trained to spot indications of suspicious wastes, including:
hazardous material placards or markings, liquids, powders or dusts, sludges, bright or unusual
colors, drums or commercial size containers, and "chemical" odors. Screening programs for
visual and olfactory characteristics of prohibited wastes will be an ongoing part of the Facility
operation. All staff should be alert to the possibility of unauthorized materials entering the
landfill, know the appropriate response, and understand the consequences for non-compliance.
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10.4 Waste Receiving and Screening
It is anticipated that most of the waste arriving at this facility will undergo some type of
processing prior to disposal. All incoming vehicles must stop at the scale house located near the
entrance of the facility, and visitors are required to sign-in. All waste transportation vehicles
shall be uncovered prior to entering the scales to facilitate inspection; all incoming loads shall be
weighed and the content of the load assessed. The attendant shall request from the driver of the
vehicle a description of the waste it is carrying to ensure that unacceptable waste is not allowed
into the Facility. Signs informing users of the acceptable and unacceptable types of waste shall
be posted near the facility entrance. The attendant shall visually check the vehicle as it crosses
the scale. Suspicious loads will be pulled aside for inspection prior to leaving the scale area.

Loads with unacceptable materials or wastes generated from outside of the service area will be
directed to the nearby Transfer Station. Once passing the scales, incoming transport vehicles
will be routed to the tipping area for unloading, inspection, sorting and appropriate processing,
depending on the nature of the load – C&D and LCID materials will go to separate areas
(Sections 10.5 and 10.6).

Incoming vehicles shall be selected at random for screening a minimum of three times per week.
The selection of vehicles for screening might be based on unfamiliarity with the vehicle/driver or
based on the driver’s responses to interrogation about the load content. Vehicles selected for
inspection shall be directed to an isolated area away from the stockpile of materials to be
stockpiled, where the vehicle will be unloaded and the waste shall be carefully spread using
suitable equipment. An attendant trained to identify unacceptable wastes shall inspect the waste,
using the Waste Screening Form (Attachment B) to document the waste screening activity.
After the waste screening inspection of a load, one of the following activities will occur:
 If no unacceptable waste is found, the load will be pushed to the active recycling area
and processed with the remainder of the day’s intake;
 If unacceptable materials are found, the entire load will be isolated and secured via
barricades, then loaded into roll-off boxes for disposal at a permitted facility;
 Non-hazardous materials will be reloaded onto the delivery vehicle for removal from
the facility, the hauler will be escorted to the nearby MSW Transfer Station;
 If hazardous materials are detected, the Hazardous Waste Contingency Plan
outlined in Section 9 will be followed.
The hauler will be held responsible for removing unacceptable waste from the Facility. The
rejection of the load shall be noted on the Waste Screening Form, along with the identification of
the driver and vehicle. A responsible party to the load generator or hauler shall be notified that
the load was rejected. The generator or hauler may be targeted for more frequent screening
and/or banished from the facility, depending on the nature of the violation of the waste
acceptance policy. State and County authorities may be notified of severe or repeat offenders.

10.5 LCID Processing
The Facility may recycle LCID to make mulch, boiler fuel, and aggregates. LCID wastes
generally consist of brush, limbs, tree trunks, stumps, leaves, dirt, inert debris, and other
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
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materials defined by the NC DEQ Solid Waste rules. LCID materials may be stockpiled and
shredded or ground within a designated area (in a future CDLF phase) but separated from the
CDLF working face. Some LCID materials may be combined with similar C&D materials post-
processing – e.g., wood wastes that can be ground into boiler fuel and inert debris that can be
processed into aggregates. LCID materials shall not be commingled with other materials prior to
processing, except for concrete debris.

10.6 C&D Processing
The Facility may recycle C&D wastes aggregates, boiler fuel, mulch, and beneficial fill.
Typically, C&D materials are anticipated to arrive source-sorted, having been transported by an
affiliated hauler, but some private hauling will occur. Sorting will take place at least 50 feet
from the CDLF working face, with appropriate runoff controls and S&EC measures in place.
The sorted materials will be redirected to appropriate stockpiles and/or roll-off boxes and
temporarily stored for further processing (see below). Non-recyclable C&D materials will be
pushed into the CDLF working face (Section 12). Co-mingling of pre-process or interim stage
processed materials from the C&D and LCID waste streams will NOT be allowed – except for
concrete debris – separate stockpiles or containers shall be maintained. Concrete debris is
processed in a separate area. All materials will be strictly accounted for, including those in
various stages of processing, stockpiled finished goods, on-site beneficial-use and/or distribution.

10.7 Disposal of Rejected Wastes
All waste loads will be inspected upon arrival, in order to reject inappropriate material before it
is unloaded or such that it can be reloaded onto the transport vehicle and sent to an appropriate
facility. One or more roll-off boxes will be kept on-site for disposal of any “reject” materials
that are found in the waste during material sorting, e.g., small quantities of garbage (e.g., food
containers), plastic packaging, paint cans, insulation, carpet, etc. Such “rejects” will be placed
into the roll-off boxes and removed from the site for disposal at an approved facility, e.g. the
nearby Transfer Station or another approved MSW facility. The roll-off boxes will be removed
on a weekly basis. The number of roll-off boxes required will depend on the market trends.
Operations will be conducted to minimize the amount of reject materials through source sorting –
this facility will not become a MSW transfer station.

10.8 Processing of Finishing Goods
Processing activities shall be limited to grinding, shredding, or chipping land clearing debris,
unpainted/untreated wood waste (including pallets and new construction waste), and certain
engineered wood products (plywood, particle board), to make boiler fuel or mulch (but not
compost). Inert materials will be processed and recycled into aggregates. The operation of the
Processing Facility will include the following:

 Pre-processed sorted C&D (raw materials) will be stockpiled temporarily in the
designated sorting area, adjacent to the working face.
 Woody materials suitable for making mulch and/or boiler fuel (including pallets) will be
ground or shredded and stored in over-the-road shipping containers.
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 Earthen inert materials (dirt, rocks, concrete debris) suitable for “beneficial fill” and/or
for processing into aggregates, will be ground or shredded and stockpiled.
 Metals will be placed in roll-off boxes and kept clean and ready to haul to off-site
recycling operations until a full load is reached.
 New guidelines apply for storing and processing asphalt shingles intended for recycling
(see Section 10.11). Source-sorted, new (non-asbestos), tear-off asphalt shingles may be
stored for recycling. Shingles accepted for disposal only should be sent to the working
face. No grinding of shingles shall be conducted onsite without further permitting.

The Owner intends to process incoming material and remove sorted materials from the tipping
area to covered bins or stockpiles by the end of each working day. Finished materials will be
sold or used on-site on a quarterly (or more frequent) basis. If the stockpiles of finished products
must remain on-site for longer periods of time, these materials will be wetted and turned
quarterly (as needed) to prevent composting and/or fires (see Section 2.1).

10.9 Maximum Stockpile Size
Maximum volumes of all processed and raw materials to be stored in stockpiles at the processing
facility (for those materials not stored in roll-off boxes) shall be 6000 cy – this is consistent with
Solid Waste Sections rules and guidelines for “notification” stockpiles, e.g., LCID stockpiles.
The following provides guidance for determining the maximum allowable stockpile dimensions
to meet this requirement at various heights with 2H:1V maximum side slope ratios. The
selection of maximum size of stockpile needs to incorporate the factors of safe operation,
storage, and fire prevention.

Height of
Pile, ft
Top of Pile
Diameter, ft
Bottom of Pile
Diameter, ft
Average Cross
Section Area, sf
Volume,
cy
20 20 100 60 2,093
20 40 80 80 3,721
25 20 120 70 3,562
25 40 140 90 5,887
30 20 140 80 5,582

10.10 Maximum Processed Material Storage Volumes
Estimates of maximum stored volumes of combustible materials such as unprocessed wastes,
boiler fuel and mulch (see Sections 10.5 and 10.6) are as follows. The bulky materials are stored
in multiple stockpiles with variable daily volumes. Non-combustible aggregates are stored
separately, typically for longer duration depending on demand, but these materials do not pose a
fire hazard. Finished goods are marketable and relatively easy to move. The facility is located
near a MSW Transfer Station that will receive materials that cannot be disposed in the CDLF.
Unprocessed Wastes 3,000 cy
Boiler Fuel 1,000 cy
Mulch 2,000 cy
Total All Stockpiles 6,000 cy
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20
10.11 Asphalt Shingle Storage for Recycling
The Owner/Operator shall only accept new tear-off asphalt shingles for storage, typically from
contractors they know. Due to the potential health concerns with shingles of any age, especially
older ones from demolition sites, no grinding of shingles shall be conducted at the facility.
Source-sorted shingles shall be placed into roll off boxes or temporary stockpiles as separate
loads. Documentation for the source for each load shall be retained. A detailed plan for
documenting the intake and distribution (i.e., to a licensed recycler) of asphalt shingles is found
in Attachment C. Old shingles may contain asbestos and shall not be stored or processed for
recycling at this facility. Asphalt shingles arriving without documentation or in mixed loads may
be accepted for disposal, but these materials shall not go through the processing line and should
be sent to the working face.

Acceptance and storage of documented asphalt shingles for off-site recycling may take place
within the current T&P area on top of the CDLF, at least 50 feet away from the working face
alongside other recycling activities. The facility is only authorized to receive and store asphalt
shingles at this time. The facility must adhere to NC DEQ’s documentation requirements
outlined in Attachment C to maintain operational compliance. Should the facility opt to grind
shingles into a recycled byproduct in the future, an additional Solid Waste Processor permit
application and an asbestos screening plan will be prepared to supplement this Operations Plan.

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21
TABLE 1 PROHIBITED WASTES FOR PROCESSING
 Putrescible wastes (garbage and/or food wastes)
 Demolition Wastes
 Hazardous wastes:
Pesticides
Herbicides
Used motor oil
Antifreeze
Solvents
Paint thinners
 Hazardous materials as defined by 15A NCAC 13A
 Radioactive materials
 Lead acid batteries
 Regulated medical wastes
 Polychlorinated biphenyls (PCB) wastes
 All sludges except sludge from water treatment plants
 White Goods
 Liquid wastes
 Animal carcasses
 Asbestos wastes
 Yard Wastes
 Tires
 Electronic equipment
 Mercury switches or lamps

References: 15A NCAC 13B .0103
15A NCAC 13B .1626
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PART 3 – CDLF OPERATION
11.0 WASTE ACCEPTANCE CRITERIA
11.1 Permitted Wastes
The C&D Landfill shall only accept (for disposal) the following wastes generated within
approved areas of service:

 Construction and Demolition Debris Waste: (Waste or debris derived from
construction, remodeling, repair, or demolition operations on pavement or other
structures);
 Land Clearing and Inert Debris Waste: (yard waste, stumps, trees, limbs, brush,
grass, concrete, brick, concrete block, uncontaminated soils and rock, untreated
and unpainted wood, etc.);
 Other Wastes as approved by the NC DEQ Solid Waste Section.

11.2 Asbestos
The Facility may dispose of asbestos within the C&D landfill, or within a special designated
area, only if the asbestos has been processed and packaged in accordance with State and Federal
(40 CFR 61) regulations. Handling asbestos requires advance arrangements between the hauler
and the Facility and special placement techniques (see (Section 13.2).

11.3 Wastewater Treatment Sludge
Sludges of any kind shall not be disposed in the C&D Landfill, per Division rules. Waste Water
Treatment Plant sludge may be used as a soil conditioner to enhance the final cover, upon receipt
of permission from the Division, to be applied at agronomic rates.

11.4 Waste Exclusions
No municipal solid waste (MSW), hazardous waste as defined by 15A NCAC 13A .0102, or
hazardous waste from conditionally exempt small quantity generators (CESQG waste), sludges
or liquid wastes will be accepted. No drums or industrial wastes shall be accepted. No tires,
batteries, polychlorinated biphenyl (PCB), electronic devices (computer monitors), medical
wastes, radioactive wastes, septage, white goods, yard trash, fluorescent lamps, mercury
switches, lead roofing materials, transformers, or CCA treated wood shall be accepted.

No pulverized or shredded C&D wastes may be accepted – except those materials received and
inspected in a whole condition and shredded on-site. The Facility will implement a waste-
screening program, described in Section 12.1 below, to control these types of waste. Solid
Waste Rule .0542 (e) contains further exclusions (see Table 2).
Gold Hill Road CDLF (Permit 76-06)
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12.0 WASTE HANDLING PROCEDURES
In order to assure that prohibited wastes are not entering the landfill facility, screening programs
have been implemented at the landfill. Waste received at both the scale house entrance and
waste taken to the working face is inspected by trained personnel. These individuals have been
trained to spot indications of suspicious wastes, including: hazardous placards or markings,
liquids, powders or dusts, sludges, bright or unusual colors, drums or commercial size containers,
and "chemical" odors. Screening programs for visual and olfactory characteristics are an ongoing
part of the landfill operation.

12.1 Waste Receiving and Inspection
All incoming vehicles must stop at the scale house located near the entrance of the facility, and
visitors are required to sign-in. All waste transportation vehicles shall be uncovered prior to
entering the scales to facilitate inspection; all incoming loads shall be weighed and the content of
the load assessed. The scale attendant shall request from the driver of the vehicle a description
of the waste it is carrying to ensure that unacceptable waste is not allowed into the landfill.

Signs informing users of the acceptable and unacceptable types of waste shall be posted at the
entrance near the scale house. The scales attendant shall visually check the vehicle as it crosses
the scale. Any suspicious loads will be pulled aside for a more detailed inspection prior to
leaving the scale house area. Loads with unacceptable materials will be required to be covered
(with a tarp) and turned away from the facility. Wastes from outside of the service area will be
rejected.

Once passing the scales, the vehicles containing C&D wastes are routed to the working face.
Vehicles shall be selected for random screening a minimum of three times per week. The
selection of vehicles for screening might be based on unfamiliarity with the vehicle/driver or
based on the driver’s responses to interrogation about the load content. The Operator shall use
the Waste Screening Form (see Attachment B) to document the waste screening activities.
Documentation of waste screenings shall be placed in the Operational Record (see Section 7).

Selected vehicles shall be directed to an area of intermediate cover adjacent to the working face
where the vehicle will be unloaded and the waste shall be carefully spread using suitable
equipment. An attendant trained to identify wastes that are unacceptable at the landfill shall
inspect the waste discharged at the screening site. If no unacceptable waste is found, the load
will be pushed to the working face and incorporated into the daily waste cell.
 If unacceptable wastes that are non-hazardous are found, the load will be reloaded
onto the delivery vehicle and directed to the nearby Transfer Station.
 For unacceptable wastes that are hazardous, the Hazardous Waste Contingency
Plan outlined in Section 9 will be followed.
The hauler is responsible for removing unacceptable waste from the landfill property. The
rejection of the load shall be noted on the Waste Screening Form, along with the identification
of the driver and vehicle. A responsible party to the load generator or hauler shall be notified
that the load was rejected. The generator or hauler may be targeted for more frequent waste
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update
24
screening and/or banished from delivering to the facility, depending on the nature of the
violation of the waste acceptance policy. If the violation is repetitive or severe enough, State
and/or County authorities may be notified.

12.2 Disposal of Rejected Wastes
Attempts will be made to inspect waste as soon as it arrives in order to identify the waste hauler;
ideally, the hauler can be stopped from leaving the site and the rejected materials reloaded onto
the delivery vehicle. Non-allowed materials that are found in the waste during sorting or
placement, i.e., after the delivery vehicle has left the site, shall be taken to the on-site Transfer
Station. Small quantities of garbage (chiefly food containers) will inevitably wind up in the
C&D waste stream from job sites. These may be disposed with the C&D wastes as long as the
materials are non-liquid and non-hazardous. If large quantities of garbage, “black bags” or any
prohibited wastes are detected, the Operator shall be responsible for removing these materials
and placing them into the Transfer Station at the earliest practical time.

13.0 C&D DISPOSAL PROCEDURES
Waste transportation vehicles will arrive at the working face at random intervals. There may be
a number of vehicles unloading waste at the same time, while other vehicles are waiting. In
order to maintain control over the unloading of waste, only a certain number of vehicles will be
allowed on the working face at a time. The superintendent and/or equipment operator(s), who
will serve as ‘spotters’, will determine the actual number. This procedure will be used in order
to minimize the potential of unloading unacceptable waste and to control disposal activity.

Operations at the working face will be conducted in a manner that will promote the efficient
movement of vehicles to and from the working face, and to expedite the unloading of waste. At
no time during normal business hours will the working face be left unattended. Scale house and
field staff shall be in constant communication regarding incoming loads and the movement of
vehicles on the site, irrespective of facility vehicles or private vehicles. It is the responsibility of
the working face superintendent to know where each vehicle in the facility is located and what
they are doing at all times.

Portable signs with directional arrows and barricades will be used to direct traffic to the correct
unloading area. The approaches to the working face will be maintained such that two or more
vehicles may safely unload side by side. A vehicle turn-around area large enough to enable
vehicles to arrive and turn around safely with reasonable speed will be provided adjacent to the
unloading area. The vehicles will back to a vacant area near the working face to unload. Upon
completion of the unloading operation, the transportation vehicles will immediately leave the
working face. Personnel will direct traffic as necessary to expedite safe movement of vehicles.
Waste unloading at the landfill will be controlled to prevent disposal in locations other than those
specified by site management. Such control will also be used to confine the working face to a
minimum width, yet allow safe and efficient operations. The width and length of the working
face will be maintained as small as practical to control windblown waste, preserve aesthetics, and
minimize the amount of required periodic cover.

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Normally, only one working face will be active on any given day, with all deposited waste in
other areas covered by either periodic or final cover, as appropriate. The procedures for
placement and compaction of solid waste include: unloading of vehicles, spreading of waste into
2 foot lifts, and compaction on relatively flat slopes (i.e., 5H: IV max.) using a minimum number
of three full passes. Depending on the nature of the wastes and in-situ density, the waste
placement geometry and compaction procedures may require adjustment to optimize airspace.

13.1 Spreading and Compaction
The working face shall be restricted to the smallest possible area; ideally, the maximum area of
exposed waste shall be one-quarter to one-half acre. Wastes shall be compacted as densely as
practical. Appropriate methods shall be employed to reduced wind-blown debris including (but
not limited to) wind fences, screens, temporary soil berms, and periodic cover. Any wind-blown
debris shall be recovered and placed back in the landfill as soon as practical.

13.2 Special Wastes: Asbestos Management
Any asbestos handling and disposal will follow specific NC DEQ regulations with proper
shipping manifests and documentation of disposal. Asbestos shall arrive at the site in vehicles
that contain only the asbestos waste and only after advance notification by the generator and if
accompanied by a proper NC DMV transport manifest. Once the hauler brings the asbestos to
the landfill, operations personnel will direct the hauler to the designated asbestos disposal area.
Operations personnel will prepare the designated disposal area by leveling a small area using a
dozer or loader. Prior to disposal, the landfill operators will stockpile cover soil near the
designated asbestos disposal area. The volume of soil stockpiled will be sufficient to cover the
waste and to provide any berms, etc. to maintain temporary separation from other landfill traffic.

Once placed in the prepared area, the asbestos waste will be covered with a minimum of 18
inches of daily cover soil placed in a single lift. The surface of the cover soil will be compacted
and graded using a tracked dozer or loader. The landfill compactor will be prohibited from
operating over asbestos disposal areas until at least 18 inches of cover are in-place. The landfill
staff shall record the location and elevation of the asbestos waste once cover is in-place. Records
of the disposal activity shall be entered into the Operating Record. Once disposal and
recording for asbestos waste is completed, the disposal area may be covered with C&D waste.
No further excavation into recorded asbestos disposal areas will be permitted.

14.0 COVER MATERIAL
14.1 Periodic Cover
The working face of the CDLF shall be covered on a weekly basis, or sooner if the area of
exposed waste exceeds one-half acre in size. Periodic cover shall consist of a 6 inch layer of
earthen material that completely covers the waste to control vectors, fire, odors, and blowing
debris. Alternative periodic cover may be considered, subject to a demonstration project with
prior approval from the Division. Placement of periodic cover shall be documented in the
Operating Record (see Section 7) and on a copy of the facility map.

Gold Hill Road CDLF (Permit 76-06)
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14.2 Interim Soil Cover
An interim soil cover (at least 24 inches in thickness) shall be placed on inactive slopes, subject
to the following conditions:
 Interior slopes adjacent to future expansion (such as a cell or phase boundary) no
later than 30 days following the last waste receipt, providing that further waste
disposal will occur within one year of the last waste receipt*
 Exterior slopes that have attained final grade, but are to be left for no more than
15 working days without temporary vegetation, until an area of no more than 10
acres is ready to be closed simultaneously.**
*North Carolina Solid Waste Rule 15A NCAC 13B .0543 requires final cover to be placed if the
slope shall remain inactive for more than one year
**Typically, it is advantageous to close the final slopes in 2 to 3 acre increments, observing the
placement of erosion control benches; 10 acres is the regulatory maximum

Interim cover soils shall be vegetated in accordance with the Seeding Schedule presented in the
Facility Drawings. Either temporary or permanent vegetation may be required – and alternate
ground cover may be considered – depending on the time duration of inactivity. Placement of
interim cover shall be documented in the Operating Record and on a copy of the facility map.

14.3 Final Cover
Exterior slopes shall be closed upon reaching final grades in increments throughout the operation
of the facility. Placement of final cover shall be documented in the Operating Record and on a
copy of the facility map. The permitted final cover consists of a minimum of 18 inches of
compacted soil cover (maximum 10-5 cm/sec permeability requirement), overlain by 18 inches of
vegetation support soil. In general, the final soil cover shall be spread in three uniform lifts
(maximum of 9 inches before compaction, 6 inches after compaction), and soils shall be
compacted by “tracking” with dozers or other equipment. North Carolina Solid Waste
regulations require a maximum permeability, achieved through proper material selection and
compaction criteria, confirmed by the testing program outlined in the CQA section of the
Closure and Post-Closure Plan, found in the Permit to Construct documents.

Sedimentation and Erosion Control Rule 15A NCAC 04B .0107, MANDATORY STANDARDS
FOR LAND-DISTURBING ACTIVITY, states as follows:
“Pursuant to G.S. 113A-57(3), provisions for a ground cover sufficient to restrain erosion
must be accomplished within 15 working days or 90 calendar days following completion of
construction or development, whichever period is shorter.”
Prior to May 2013 the rule required that all disturbed soils shall be stabilized within 20 days
following completion of the grading. The facility’s interpretation is that all slopes must be
vegetated with a seed mix that is suitable to climatic conditions (see construction plans) within
15 days. All seeded areas should be provided with lime, fertilizer and straw mulch. An
emulsified tack may be required to prevent wind damage. Other stabilization treatments, e.g.,
curled wood matting of synthetic slope stabilization blankets may be employed.
Gold Hill Road CDLF (Permit 76-06)
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At the operator’s discretion, wood mulch may be spread evenly over the final surfaces – at a
maximum thickness of 2 inches – to help retain moisture and retard erosion while the vegetation
develops. By SWS definition this material is not recognized to provide nutrient value but the
partial decomposition of the wood mulch over time does introduce organic content to the soils,
which were typically derived from deep within the borrow pit. Typically, the mulch takes about
a year to break down and does benefit the effort of establishing vegetation, as long as the mulch
is not applied too thick. This allows the operator some flexibility is establishing vegetation at
optimum times. A nurse crop of seasonal vegetation can be sown at the time the slopes are
finished and a permanent crop can be sown later, typically requiring manual sowing to prevent
damaging the existing vegetation. All protective measures must be maintained until permanent
ground cover is established and is sufficient to restrain erosion on the site.

If settlement occurs after the cover is placed, the cover shall be fortified with additional soil. In
the case of extreme settlement (unlikely), the old cover can be stripped and the affected area built
up with waste prior to replacing the cover. The sedimentation and erosion control criteria
governing the final closure of this facility are performance-based; some trial and error may be
required, but the goal is to protect the adjacent water bodies and buffers throughout the
operational and post-closure periods.

15.0 SURVEY FOR COMPLIANCE
15.1 Height Monitoring
The landfill staff will monitor landfill top and side slope elevations on a weekly basis or as
needed to ensure proper slope ratios, in accordance with the approved grading plan, and to
ensure the facility is not over-filled. This shall be accomplished by use of a surveyor’s level and
a grade rod. When such elevations approach the grades shown on the Final Cover Grading Plan,
the final top-of-waste grades will be staked by a licensed surveyor.

15.2 Annual Survey
The working face shall be surveyed on an annual basis to verify slope grades and to track the fill
progression. In the event of problems (slope stability, suspected over-filling), more frequent
surveys may be required at the request of the Division.

16.0 CONTINGENCY PLAN
Refer to Section 9.

17.0 ANNUAL REPORTING
Refer to Section 8.

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TABLE 2 PROHIBITED WASTES IN THE CDLF UNIT
1) Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are
empty and perforated to ensure that no liquid, hazardous or municipal solid waste
is contained therein,
2) Garbage as defined in G.S. 130A-290(a) (7),
3) Hazardous waste as defined in G.S. 130A-290(a) (8), to also include hazardous
waste from conditionally exempt small quantity generators,
4) Industrial solid waste unless a demonstration has been made and approved by
the Division that the landfill meets the requirements of Rule .0503(2) (d) (ii) (A),
5) Liquid wastes,
6) Medical waste as defined in G.S. 130A-290(a) (18),
7) Municipal solid waste as defined in G.S. 130A-290(a) (18a),
8) Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761,
9) Radioactive waste as defined in G.S. 104E-5(14),
10) Septage as defined in G.S. 130A-290(a) (32),
11) Sludge as defined in G.S. 130A-290(a) (34),
12) Special wastes as defined in G.S. 130A-290(a) (40),
13) White goods as defined in G.S. 130A-290(a) (44), and
14) Yard trash as defined in G.S. 130A-290(a) (45),
15) The following wastes cannot be received if separate from C&DLF waste:
a) lamps or bulbs, e.g., halogen, incandescent, neon or fluorescent;
b) lighting ballast or fixtures;
c) thermostats and light switches;
d) batteries, e.g., those from exit and emergency lights and smoke detectors;
e) lead pipes;
f) lead roof flashing;
g) transformers;
h) capacitors; and
i) copper chrome arsenate (CCA) and creosote treated woods.
16) Waste accepted for disposal in a C&DLF unit must be readily identifiable as
C&D waste and must not have been shredded, pulverized, or processed to such an
extent that the composition of the original waste cannot be readily ascertained
except as specified in Subparagraph (17) of this Paragraph.
17) C&D waste that has been shredded, pulverized or otherwise processed may be
accepted for disposal from a facility that has received a permit from an authorized
regulatory authority which specifies such activities are inspected by the authority,
and whose primary purpose is recycling and reuse of the C&D material. A waste
screening plan and waste acceptance plan must be made available to the Division
upon request.
18) Waste that is generated outside the boundaries of a unit of local government
ordinance (i.e., areas not approved by County Commissioners).
Reference: 15A NCAC 13B .0542
Gold Hill Road CDLF (Permit 76-06)
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Attachment A
Hazardous Waste Responders

HAZARDOUS WASTE CONTACTS
The following contacts were originally found on NC DENR Division of Waste Management’s web
site in early 2007; since then, local phone numbers have been updated based on internet research.
Facility management should verify the availability of these contacts before an emergency. The
reference listing of these organizations here is not an endorsement by either the Division or the
preparer of this document, nor are any affiliations in existence or implied. For more information
refer to the respective URL’s.
EMERGENCY RESPONSE
Clean Harbours Reidsville, NC 336-342-6107
www.cleanharbors.com
GARCO, Inc. Asheboro, NC 336-683-0911
www.egarco.com
Safety-Kleen Reidsville, NC 336-669-5562
(a.k.a. Clean Harbours)
Zebra Environmental Services High Point, NC 336-841-5276
www.zebraenviro.com
TRANSPORTERS
ECOFLO Greensboro, NC 336-855-7925
www.ecoflo.com
GARCO, Inc. Asheboro, NC 336-683-0911
Zebra Environmental Services High Point, NC 336-841-5276
USED OIL AND ANTIFREEZE
3RC Resource Recovery Winston-Salem, NC 336-784-4300
Carolina Environmental Associates Burlington, NC 336-299-0058
Environmental Recycling Alternatives High Point, NC 336-905-7231
FLUORESCENT HANDLERS
3RC Resource Recovery Winston-Salem, NC 336-784-4300
Carolina Environmental Associates Burlington, NC 336-299-0058
ECOFLO Greensboro, NC 336-855-7925
GARCO, Inc. Asheboro, NC 336-683-0911
Safety-Kleen Reidsville, NC 800-334-5953
PCB DISPOSAL
ECOFLO Greensboro, NC 336-855-7925
GARCO, Inc. Asheboro, NC 336-683-0911
Zebra Environmental Services High Point, NC 336-841-5276
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update

Attachment B
Waste Screening Form

WASTE SCREENING FORM Facility I.D. __________________
Permit No. __________________
Day / Date: ______________________ Time Weighed in: ______________________
Truck Owner: ______________________ Driver Name: ______________________
Truck Type: ______________________ Vehicle ID/Tag No: ______________________
Weight: ______________________ Tare: ______________________
Waste Generator / Source: _________________________________________________________________
Inspection Location: _________________________________________________________________
Reason Load Inspected: Random Inspection _______ Staff Initials ________
Detained at Scales _______ Staff Initials ________
Detained by Field Staff _______ Staff Initials ________
Description of Load: _________________________________________________________________
______________________________________________________________________________________
Approved Waste Determination Form Present? (Check one) Yes______ No ______ N/A____
Load Accepted (signature) _______________________________ Date _______________
Load Not Accepted (signature) _______________________________ Date _______________
Reason Load Not Accepted (complete below only if load not accepted) _____________________________
Description of Suspicious Contents: Color ________ Haz. Waste Markings ___________
Texture ________ Odor/Fumes___________________
Drums Present ________ Other ________________________
(describe)_____________________
Est. Cu. Yds. Present in Load ________
Est. Tons Present in Load ________
Identified Hazardous Materials Present:______________________________________________________
County Emergency Management Authority Contacted? Yes______ No ______
Generator Authority Contacted? _________________________________________________________
Hauler Notified (check if waste not accepted)? ____ Phone ______________ Time Contacted ________
Final Disposition of Load _________________________________________________________________
Signed ___________________________________________Date ________________________
Solid Waste Director
Attach related correspondence to this form. File completed form in Operating Record.
Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update

Attachment C
Shingles Processing and Storage

Site specific information
a. The maximum amount of shingles to be stockpiled at any
time is 40 cubic yards, or the equivalent of one roll-off box.
b. The service area for shingle receipt must be consistent with
the landfill service area.
c. The Owner/Operator must keep contact information for the
contracting shingle recycling company with the records of
incoming and outgoing shingles. Any changes must be
reflected in the records.
d. No grinding of asphalt shingles shall be conducted at
the T&P unit.

The Owner/operator shall refer to the following generic plan,
provided by the Solid Waste Section, which includes acceptance
criteria for recycling and documentation for the sources of
incoming loads (example form).

Gold Hill Road CDLF (Permit 76-06)
Operations Plan Update

Attachment D
Fire Notification Form

FIRE OCCURRENCE NOTIFICATION

NC DENR Division of Waste Management
Solid Waste Section
The Solid Waste Rules [15A NCAC 13B, Section 1626(5)(d) and Section .0505(10)(c)] require verbal notification within 24
hours and submission of a written notification within 15 days of the occurrence. The completion of this form shall satisfy
that requirement. (If additional space is needed, use back of this form)
NAME OF FACILITY: ______________________ PERMIT #_______________
DATE AND TIME OF FIRE ________/_____/_____ @ _____: ____ AM / PM (circle one)
HOW WAS THE FIRE REPORTED AND BY WHOM ______________________________________
___________________________________________________________________________________
LIST ACTIONS TAKEN_______________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
WHAT WAS THE CAUSE OF THE FIRE_________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
DESCRIBE AREA, TYPE, AND AMOUNT OF WASTE INVOLVED__________________________
___________________________________________________________________________________
___________________________________________________________________________________
WHAT COULD HAVE BEEN DONE TO PREVENT THIS FIRE______________________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
CURRENT STATUS OF FIRE __________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
DESCRIBE PLAN OF ACTIONS TO PREVENT FUTURE INCIDENTS: _______________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________

NAME_______________________TITLE__________________________DATE_______________
THIS SECTION TO BE COMPLETED BY SOLID WASTE SECTION REGIONAL STAFF

DATE RECEIVED____________________________
List any factors not listed that might have contributed to the fire or that might prevent occurrence of future fires:
___________________________________________________________________________________
___________________________________________________________________________________
FOLLOW-UP REQUIRED: † NO † PHONE CALL † SUBMITTAL † MEETING † RETURN VISIT BY:____________________ (DATE)
ACTIONS TAKEN OR REQUIRED:

Revised 6/29/01

Appendix 6
Closure/Post-Closure Plan
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
| |

CLOSURE/POST CLOSURE PLAN
Gold Hill Road C&D Landfill
Solid Waste Permit 7606-CDLF-2001

Submitted to:
NCDEQ Division of Waste Management
Solid Waste Section
217 W Jones Street
Raleigh, NC 27603

Presented To:
Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, North Carolina 27203

Presented By:

SCS ENGINEERS
322 Chapanoke Road, Suite 101
Raleigh, NC 27603
[phone]

February 29, 2016
File No. 02214705.00
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
i

Table of Contents

Section Page

1 Summary of Regulatory Requirements ............................................................................... 1
1.1 Final Cap ................................................................................................................... 1
1.2 Construction Requirements ...................................................................................... 1
1.3 Alternative Cap Design ........................................................................................... 1
1.4 Division Notifications ................................................................................................ 1
1.5 Required Closure Schedule ..................................................................................... 2
1.6 Recordation ............................................................................................................... 2
2 Closure Plan ............................................................................................................................ 2
2.1 Final Cap Installation ............................................................................................... 2
2.2 Maximum Area/Volume Subject to Closure ........................................................ 5
2.3 Closure Schedule ...................................................................................................... 6
2.4 Closure Cost Estimate ............................................................................................... 6
3 Post-Closure Plan ................................................................................................................... 8
3.1 Monitoring and Maintenance ................................................................................. 8
3.2 Responsible Party Contact ................................................................................... 11
3.3 Planned Uses of Property .................................................................................... 11
3.4 Post-Closure Cost Estimate ................................................................................... 11

A Estimated Final Closure Costs for Phases 1 and 2A ....................................................... 9
B Post-Closure Monitoring and Maintenance Schedule .................................................. 12
C Estimated Post-Closure Costs for Phase 2 ..................................................................... 14

Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
1
1 SUMMARY OF REGULATORY REQUIREMENTS
1.1 Final Cap
The final cap design for all phases of the CDLF shall conform to the minimum requirements of
the Solid Waste Rules, i.e., the compacted soil barrier layer shall exhibit a thickness of 18 inches
and a field permeability of not more than 1.0 x 10-5 cm/sec. The overlying vegetative support
layer shall be 18 inches thick. Drawings E2 – E5 show final contours and Drawing SC1 shows
final cover cross-section and details.

1.2 Construction Requirements
Final cap installation shall conform to the approved plans (see accompanying plan set), inclusive
of the approved Sedimentation and Erosion Control Plan. The CQA plan must be followed (see
Section 4.0) and all CQA documentation must be submitted to the Division. Post-settlement
surface slopes must not be flatter than 5% on the upper cap and not steeper than 33% (3H:1V) on
the side slopes. Per Rule 15 NCAC 13B .0543, a gas venting system is required for the cap. A
passive venting system will be specified, which will consist of a perforated pipe in crushed
stone-filled trench – installed just below the final cap soil barrier layer – with a tentative
minimum vent spacing of three vents per acre. Drawing SC1 shows the gas vent system
details.

1.3 Alternative Cap Design
Rule 15 NCAC 13B .0543 make a provision for an alternative cap design, to be used in the event
that the permeability requirements for the compacted soil barrier layer cannot be met. Past
experience indicates that on-site soils may not meet the required field permeability of not more
than 1.0 x 10-5 cm/sec, as supported by the laboratory data for the soils discussed in Section 4.0.
Tentative final closure plans have assumed that on-site soils will be used for the compacted
barrier layer – alternative cap designs may be researched and submitted for Division approval at
a future time. Plans and specifications shall be provided to the Solid Waste Section for an
alternative final cover design, if used, at least 60 days before any closure or partial closure
activities (see Section 8.1.5).

1.4 Division Notifications
The Operator shall notify the Division prior to beginning closure of any final closure activities.
The Operator shall place documentation in the Operating Record pertaining to the closure,
including the CQA requirements and location and date of cover placement.
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
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1.5 Required Closure Schedule
The Operator shall close the landfill in increments as various areas are brought to final grade.
The final cap shall be placed on such areas subject to the following:

 No later than 30 days following last receipt of waste;
 No late that 30 days following the date that an area of 10 acres or greater is within
15 feet of final grades;
 No later than one year following the most recent receipt of waste if there is
remaining capacity.

Final closure activities shall be completed within 180 days following commencement of the
closure, unless the Division grants extensions. Upon completion of closure activities for each
area (or unit) the Owner shall notify the Division in writing with a certification by the Engineer
that the closure has been completed in accordance with the approved closure plan and that said
documentation has been placed in the operating record.

1.6 Recordation
The Owner shall record on the title deed to the subject property that a CDLF has been operated
on the property and file said documentation with the Register of Deeds. Said recordation shall
include a notation that the future use of the property is restricted under the provision of the
approved closure plan.

2 CLOSURE PLAN
The following is a tentative closure plan for Phases 1 and 2 of the CDLF, based on the prescribed
operational sequence and anticipated conditions at the time of closure.

2.1 Final Cap Installation
2.1.1 Final Elevations – Final elevation of the landfill shall not exceed those
depicted on Drawings E2-E5 when it is closed, subject to approval of this closure
plan. The elevations shown include the final cover. A periodic topographic
survey shall be performed to verify elevations.

2.1.2 Final Slope Ratios – All upper surfaces shall have at least a 5 percent
slope, but not greater than a 10 percent slope. The cover shall be graded to
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
3
promote positive drainage. Side slope ratios shall not exceed 3H:1V. A periodic
topographic survey shall be performed to verify slope ratios.

2.1.3 Final Cover Section – The terms “final cap” and “final cover” both
apply. The final cover will subscribe to the minimum regulatory requirement for
C&D landfills:

 An 18-inch thick compacted soil barrier layer (CSB), i.e., the “infiltration
layer,” with a hydraulic conductivity not exceeding 1 x 10-5 cm/sec,

overlain by

 An 18-inch thick “topsoil” or vegetated surface layer (VSL),
i.e., the “erosion layer.”

2.1.4 Final Cover Installation – All soils shall be graded to provide positive
drainage away from the landfill area and compacted to meet applicable
permeability requirements (see Section 4.0). Suitable materials for final cover
soil shall meet the requirements defined above. Care shall be taken to exclude
rocks and debris that would hinder compaction efforts. The surface will then be
seeded in order to establish vegetation.

Test Pad – Whereas the lab data indicate that the required permeability is
attainable, the ability to compact the materials in the field to achieve the required
strength and permeability values shall be verified with a field trial involving a test
pad, to be sampled with drive tubes and laboratory density and/or permeability
testing, prior to full-scale construction. The materials, equipment, and testing
procedures should be representative of the anticipated actual final cover
construction. The test pad may be strategically located such that the test pad may
be incorporated into the final cover.

Compacted Barrier – Materials shall be blended to a uniform consistency and
placed in three loose lifts no thicker than 9 inches and compacted by tamping,
rolling, or other suitable method to a thickness of 6 inches – the targeted final
thickness of the barrier layer is 18 inches minimum. A thicker compacted barrier
is acceptable. The cover shall be constructed in sufficiently small areas that can
be completed in a single day (to avoid desiccation, erosion, or other damage), but
large enough to allow ample time for testing without hindering production. The
Contractor shall take care not to over-roll the cover such that the underlying waste
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
4
materials would pump or rut, causing the overlying soil layers to crack – adequate
subgrade compaction within the upper 36 inches of waste materials and/or the
intermediate cover soil underlying the final cover is critical. All final cover soils
shall be thoroughly compacted through the full depth to achieve the required
maximum permeability required by Division regulations of 1.0 x 10-5 cm/sec,
based on site-specific test criteria (see below).

Vegetated Surface Layer – Materials shall be blended and placed in two loose
lifts no thicker than 12 inches and compacted by tamping, rolling, or other
suitable method – the targeted final layer thickness is 18 inches minimum per the
design criteria. A thicker soil layer is acceptable. A relatively high organic
content is also desirable. The incorporation of decayed wood mulch or other
organic admixtures (WWTP sludge, with advance permission from the Division)
is encouraged to provide nutrient and enhanced field capacity. These surface
materials are not subject to a permeability requirement, thus no testing will be
specified. Care should be taken to compact the materials sufficiently to promote
stability and minimize erosion susceptibility, but not to over-compact the
materials such that vegetation would be hindered. Following placement and
inspection of the surface layer, seed bed preparation, seeding and mulching
should follow immediately. The work should be scheduled around the weather.

Inspection and Testing – Soils for the barrier layer are subject to the testing
schedule outlined in the Construction Quality Assurance plan (see Section 4.0).
The proposed testing program includes a minimum of one permeability test per
lift per acre and four nuclear density gauge tests per lift per acre, to verify
compaction of the compacted barrier layer. The moisture-density-permeability
relationship of the materials has been established by the laboratory testing
(discussed elsewhere in this report). The Contractor shall proof roll final cover
subgrade materials (i.e., intermediate cover), which consist of essentially the same
materials as the compacted barrier layer (without the permeability requirements),
to assure that these materials will support the final cover.

2.1.5 Final Cover Vegetation – Seedbed preparation, seeding, and mulching
shall be performed accordance the specifications provided in the Facility Plans
(see Drawing SC1), unless approved otherwise (in advance) by the Engineer). In
areas to be seeded, fertilizer and lime typically should be distributed uniformly at
a rate of 1,000 pounds per acre for fertilizer and 2,000 pounds per acre for lime,
and incorporated into the soil to a depth of at least 3 inches by disking and
harrowing. The incorporation of the fertilizer and lime may be a part of the cover
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
5
placement operation specified above. Distribution by means of an approved seed
drill or hydro seeder equipped to sow seed and distribute lime and fertilizer at the
same time will be acceptable. Please note the seeding schedule varies by season.

All vegetated surfaces shall be mulched with wheat straw and a bituminous tack.
Areas identified as prone to erosion mat be secured with curled-wood excelsior,
installed and pinned in accordance with the manufacturer’s recommendations.
Certain perimeter channels will require excelsior or turf-reinforcement mat
(TRM), as specified in the Channel Schedule. Alternative erosion control
products may be substituted with the project engineer’s prior consent. All rolled
erosion control materials should be installed according to the generalized layout
and staking plan found in the Construction Plans or the manufacturer’s
recommendations.

Irrigation for landfill covers is not a typical procedure, but consideration to
temporary irrigation may be considered if dry weather conditions prevail during
or after the planting. Care should be taken not to over-irrigate in order to prevent
erosion. Collected storm water will be suitable for irrigation water. Maintenance
of the final cover vegetation, described in the Post-Closure Plan (see below), is
critical to the overall performance of the landfill cover system.

2.1.6 Documentation – The Owner shall complete an “as-built” survey to
depict final elevations of each final cover layer, i.e., top of the intermediate cover
layer, top of the compacted soil barrier, and top of the vegetated soil layer, along
with construction narrative to document any problems, amendments or deviations
from the plan drawings. Records of all testing, including maps with test locations,
shall be prepared by the third-party CQA testing firm. All materials pertaining to
the closure shall be placed in the Operational Record for the facility. Whereas the
closure will be incremental, special attention shall be given to keeping the closure
records separate from the normal operational records.

2.2 Maximum Area/Volume Subject to Closure
The largest anticipated area that will require final closure at any one time within the next 5-year
period is 6 acres. Intermediate cover shall be used on areas that have achieved final elevations
until the final cover is installed. An annual adjustment is required by the Division for the open
area (and the bond requirement). Based on the volumetric analysis (Appendix 1), the volume of
Phase 1 and the remainder of Phase 2 are 1,248,871 cubic yards (Section 1.3).

Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
6
2.3 Closure Schedule
Refer to the requirements outlined in Section 1.5 (above).

2.4 Closure Cost Estimate
The following cost estimate is considered suitable for the Financial Assurance requirements.
The Owner intends to recertify incremental sections of Phase 1, as Phase 2 and then Phase 1 are
closed to maintain a consistent area of open landfill and therefore maintain a consistent closure
area for the financial assurance cost estimate.

Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
7
TABLE A
ESTIMATED FINAL CLOSURE COSTS FOR PHASES 1 AND 2A (2016 DOLLARS) 1

VSL (topsoil)2 – 6.1 ac 16,976 c.y. @ $4.00 / cubic yard $67,904
CSB (barrier)2 – 6.1 ac 16,976 c.y. @ $10 / cubic yard $ 169,760
Establish Vegetation 6.1 acres @ $1,800 per acre $ 10,980
Storm Water Piping 3 100 LF @ $35.00 / LF $ 3,500
Erosion Control Stone 3 5 tons @ $40.00 / ton $ 200
Cap Gas Vents (3/acre) 18 @ $100 ea $ 1,800
Testing and Surveying 4 Estimated 15 percent of above $ 38,122
Contingency Estimated 10 percent of above $ 25,414
Total Closure Construction Cost (if contracted out) $ 317,680

Notes:
1 Intended to represent likely third-party construction costs (hired contractor, not the Owner/Operator), based on
knowledge of local construction costs for similar projects – these estimates provided to meet NC DEQ Division
of Waste Management financial assurance requirements; actual costs may be lower for construction performed by the
Owner/Operator; final closure work will be performed incrementally, spreading out the costs over the life of the
project.
2 Includes soil work for regulatory requirements of 15A NCAC 13B .0543, i.e., a minimum of 18 inches of compacted
soil barrier (max. permeability of 1 x 10-5 cm/sec) and 18 inches of topsoil (total soil thickness is 36 inches). For the
compacted soil barrier, use a shrinkage factor of 15%; costs include surface preparation, soil procurement and transport
costs, soil placement and compaction, machine/equipment costs, fuel costs
3 Conservative estimate based on similar project history; includes materials and installation
4 Includes Construction document and bidding, construction administrative fee, CQA field monitoring and lab testing,
CQA reporting and certification, final survey for as-built drawings, recordation/notation fee

Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
8
3 POST-CLOSURE PLAN
3.1 Monitoring and Maintenance
3.1.1 Term of Post-Closure Care – The facility shall conduct post-closure
care for a minimum of 30 years after final closure of the landfill, unless
justification is provided for a reduced post-closure care period. The post-closure
care period may be extended by the Division if necessary to protect human health
and the environment.

3.1.2 Maintenance of Closure Systems – Inspections of the final cover
systems and sediment and erosion control (S&EC) measures shall be conducted
quarterly. Maintenance will be provided during post-closure care as needed to
protect the integrity and effectiveness of the final cover. The cover will be
repaired as necessary to correct the effects of settlement, subsidence, erosion, or
other events. Refer to the Post Closure Monitoring and Maintenance Schedule
(below).

3.1.3 Ground Water Monitoring – Groundwater monitoring will be
conducted under the current version of the approved Sampling and Analysis
Plan (see Appendix 7). This plan will be reviewed periodically and may change
in the future. Approximately one year prior to the landfill reaching permitted
capacity, the facility will submit post-closure monitoring and maintenance
schedules, specific to the ground water monitoring. Procedures, methods, and
frequencies will be included in this plan. This future plan, and all subsequent
amendments, will be incorporated by reference to this document.

3.1.4 Landfill Gas Monitoring – Quarterly landfill gas (LFG) monitoring will
be conducted during the operational period and for at least 30 years following
closure. Post closure monitoring will be a continuation of the operational
monitoring program (see Appendix 8), subject to amendment as might be
required by the Solid Waste Section (SWS) resulting from rule changes or
conditions indicated by the data. The primary concern is the potential for
migration of explosive gas (chiefly methane), although the potential is relatively
low for this facility.

The regulations require that LFG levels remain below 100 percent of the lower
Explosive Level (LEL) – approximately 5 percent methane by volume in air or
soil gas – at the facility boundary and below 25 percent of the LEL within on-site
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
9
structures. The plan includes monitoring requirements and procedures, as well as
contingency activities to be implemented if regulatory thresholds are exceeded.

Locations for the initial detection monitoring of methane were based on site
conditions (physical barriers to gas migration, i.e. surface streams), the presence
of man-made conduits for potential gas migration (i.e., pipelines), and past
experience with numerous gas monitoring and remediation programs at other
facilities. The bar-hole punch tests are intended to provide early indication of gas
migration outside the waste unit boundary, accomplished by monitoring the
backfill zones of the pipelines and other locations, including the up-gradient soils
where the porous saprolite and groundwater are deep. The original LFG
monitoring locations are shown on Drawing M1.

If the data so warrant, future consideration will be given to permanent gas
sampling probes, using the bar hole punch data as a guide for selecting the
probe locations.

3.1.5 Record Keeping – During the post closure period, maintenance and
inspection records, i.e., a Post Closure Record, shall be kept as a continuation of
the Operating Record that was kept during the operational period. The Post
Closure Record shall include future inspection and engineering reports, as well as
documentation of all routine and non-routine maintenance and/or amendments.
The Post Closure Record shall include the ground water and gas monitoring
records collected for the facility.

3.1.6 Certification of Completion – At the end of the post-closure care period
the facility manager shall contact the Division to schedule an inspection. The
facility manager shall make the Post Closure Record available for inspection. A
certification that the post-closure plan has been completed, signed by a North
Carolina registered professional engineer, shall be placed in the operating/post
closure record. C&D Landfill, Inc. shall maintain these records indefinitely.
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
10
TABLE B
POST-CLOSURE MONITORING AND MAINTENANCE SCHEDULE

Activity Frequency
Yrs. 1 - 5
Frequency
Yrs. 6-15
Frequency
Yrs. 16-30
General - Inspect access gates, locks, fences, signs,
site security
Quarterly Quarterly Quarterly
Maintain access roads, monitoring well access As needed As needed As needed
Final Cover Systems/Stability - Inspect cap and
slope cover for erosion, sloughing, bare spots in
vegetation, make corrections as needed (1)
Quarterly Semi-
Annually
Annually
Storm Water/Erosion Control Systems - Inspect
drainage swales and sediment basin for erosion,
excess sedimentation (1)
Quarterly Semi-
Annually
Annually
Mow cover vegetation and remove thatch Semi-Annually Annually None (2)
Inspect vegetation cover and remove trees Annually Annually Annually
Landfill Gas Monitoring Quarterly (3) Quarterly (3) Quarterly (3)
Ground Water Monitoring System - Check well
head security, visibility
Semi-Annually Semi-
Annually
Semi-
Annually
Ground Water Monitoring (4) Semi-Annually Semi-
Annually
Semi-
Annually

Notes:
1. Inspect after every major storm event, i.e., 25-year 24-hour design storm
2. Dependent on vegetation type, periodic mowing may be required
3. The Solid Waste Section may be petitioned for discontinuation of gas monitoring if no detections occur in gas sampling
locations or on-site buildings
4. See current Ground Water Sampling and Analysis Plan
Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
11
3.2 Responsible Party Contact
Mr. Al Morton – Managing Member

Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, NC 27203 Tel. [phone]

3.3 Planned Uses of Property
Currently, there is no planned use for the landfill area following closure. The closed facility will
be seeded with grass to prevent erosion. Any post-closure use of the property considered in the
future will not disturb the integrity of the final cover or the function of the monitoring systems
unless necessary (and to be accompanied by repairs or upgrades). Future uses shall not increase
the potential threat to human health and the environment.

3.4 Post-Closure Cost Estimate
The following cost estimate is considered representative of post-closure care costs for Financial
Assurance. This calculation includes all of Phase 1 and Phase 2B, approximately 14 acres.

Morton and Sewell Land Company, LLC (Permit 76-06)
Operations Plan Update
12
TABLE C
ESTIMATED POST-CLOSURE COSTS PHASES 1A AND 2 (IN 2016 DOLLARS)

Annual Events Units Unit
Cost
Cost/
Event Annual Costs
Reseeding/mulching and erosion repair
(Assume 5% of 15.38 ac., once per year)
1 ac. $1,300 $1,313.00 $1,313.00
Mow final cap (twice per year) 15.38 ac. $25 $384.50 $769.00
Ground Water (semi-annual, 5 wells)* 7 ea. $400 $2800.00 $5600.00
Surface Water (semi-annual, 4 locations)* 4 ea. $350 $1,400.00 $2800.00
Water quality analysis and reporting 2 ea. $1250 $1250.00 $5,000.00
Landfill Gas Monitoring (quarterly) 4 ea. $500 $500.00 $2000.00
Engineering inspection (annual basis) 1 ea. $1,350 $1,350.00 $1,350.00
Maintain storm water conveyances 1 ea. $1,000 $1,000.00 $1,000.00
Maintain access roads, gates, buildings 1 ea. $1000 $1,000.00 $1,000.00
*Appendix I Detection Monitoring (Section 9.0) Total Estimated Annual Cost $20,832.00
Projected 30 year cost (2016$) $624,960.00

Appendix 7
Ground Water Monitoring Plan

Appendix 8
Landfill Gas Monitoring Plan

Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
| |

Landfill Gas Monitoring Plan
Gold Hill Road C&D Landfill
Solid Waste Permit 7606-CDLF-2001

Submitted to:
NCDEQ Division of Waste Management
Solid Waste Section
217 W Jones Street
Raleigh, NC 27603

Presented To:
Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, North Carolina 27203

Presented By:

SCS ENGINEERS
322 Chapanoke Road, Suite 101
Raleigh, NC 27603
[phone]

March 1, 2016
File No. 02214705.00
Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
i 

Table of Contents

Section Page

1.0 INTRODUCTION ........................................................................................................ 2 
1.1 Background Information ...................................................................................... 2 
1.2 Current Site Conditions ........................................................................................ 3 
1.3 Regulatory Requirements .................................................................................... 3 
1.4 Rationale for LFG Sampling Locations .................................................................. 4 
2.0 LFG MONITORING .................................................................................................... 4 
2.1 Locations and Logistics ......................................................................................... 4 
2.2 Structures and Ambient Sampling ....................................................................... 5 
2.3 Sampling Schedule ............................................................................................... 5 
3.0 LFG SAMPLING PROGRAM ....................................................................................... 6 
3.1 Equipment and Calibration .................................................................................. 6 
3.2 LFG Sampling Procedures ..................................................................................... 6 
4.0 RECORD KEEPING AND REPORTING ......................................................................... 7 
5.0 CONTINGENCY PLAN ................................................................................................ 8 
6.0 PROFESSIONAL CERTIFICATION ............................................................................... 9 

Attachments
1 Drawing M1 Monitoring Locations
2 LFG Monitoring Well Schematic
3 LFG Monitoring Form

Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
2 
1.0 INTRODUCTION
The following plan has been prepared as a standalone document in accordance with
current NCDENR Solid Waste Section (SWS) guidance, pertaining to methane and
hydrogen sulfide (H2S) monitoring. The monitoring locations, methods, and thresholds
for action have not changed, but the 2010 guidance document requires that attention be
given specifically to well construction, equipment calibration, sampling procedures, and
data keeping, in a plan that is organized in a standardized format. Landfill staff and
monitoring personnel should view the SWS document “Landfill Gas Monitoring
Guidance,” November 2010, available online at:
http://portal.ncdenr.org/c/document_library/get_file?uuid=da699f7e-8c13-4249-9012-
16af8aefdc7b&groupId=38361.

1.1 Background Information
Monitoring of landfill gas (LFG) is required at C&D landfills by Solid Waste Rule 15A
NCAC 13B .0544. Landfill gas is a by-product from the decomposition of organic waste
in a sanitary landfill, including certain C&D wastes. Landfill gas typically comprises
about 50 percent methane, which can be explosive under certain conditions, as well as
carbon dioxide, nitrogen, water, and small amounts of hydrogen sulfide. LFG has been
known to promote the migration of contaminants into ground water. The Solid Waste
Rules typically focus on the explosive properties from a public safety standpoint.
Landfill gas migrates in soil above the ground water table and is restricted laterally by
streams. Highly porous soils that tend to occur near the soil-rock interface within the
Piedmont are considered to be a good pathway for gas migration.

Past experience suggests that up-gradient areas should be targeted for monitoring,
especially if porous soils are present. In addition, this zone typically is an aquifer, thus
fluctuations in the water table will affect the gas migration pattern or rate, as does surface
saturation, frozen soils, and variation in barometric pressure. The Guidance suggests that
the ideal time to sample for subsurface gas is during times of low barometric pressure.
Pipelines and other utility trenches can serve as pathways for gas migration, with the
potential to convey gas for considerable distances. Open landfills are not as likely to
experience subsurface gas migration, but once a low permeability cover is installed,
lateral migration into adjacent soils may be more likely if gas is present.

Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
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1.2 Current Site Conditions
The subject landfill occupies the west side of a broad, north-south oriented ridge. Site
elevations vary from approximately El. 850 on a rocky knoll located near the facility
entrance to El. 740 along the banks of Penwood Branch. The property is bound to the
east by Gold Hill Road, to the south by Presnell Avenue, to the west by Penwood Branch,
to the north by undeveloped property, separated from the active disposal area by a deep
ravine containing a seasonal stream. Topographic relief near the streams is moderately
steep to very steep, with elevation changes from the footprint to the streams on the order
of 10 feet on the west side.

Ground water contours reflect the surface topography, which slopes moderately but
steadily to the west. Within the mid- to upper elevations, groundwater occurs at a depth
of approximately 15 - 25 feet beneath the surface. In the lower elevations, west of the
CDLF footprint, groundwater levels are approximately 5 – 10 feet beneath the surface.
The landfill is unlined and is mostly excavated below the original surface to the approved
base grades, except along the narrow floodplain of Penwood Branch, where embankment
heights of approximately 4 to 8 feet exist. Onsite soils are mostly clayey silt, weathered
in-situ from meta-volcanic bedrock. These soils are porous but exhibit low permeability.

The approved base grades are a minimum of 14 feet above the level of the streams and a
minimum of 4 feet above groundwater and/or bedrock. Lateral separation is 200 feet
minimum to the property lines and 50 feet minimum to the streams. Site conditions are
restrictive to offsite gas migration in all directions except the east. On the up-gradient
(east) side the topography increases approximately 20 feet between the approved
footprint and the nearest occupied structure, i.e., the scale house. The nearest dwellings
are located approximately 975 feet from the approved disposal footprint to the northeast
and 775 feet to the east. No deep utility trenches or pipelines are known in the vicinity.
No occupied structures appear to be at risk for gas migration near this facility.

1.3 Regulatory Requirements
Thresholds that trigger responsive action are methane levels of 100 percent of the LEL,
(the lower explosive limit, about 5 percent by volume) in soil-gas or air at the facility
boundary; 25 percent of the LEL within onsite structures, not limited to just buildings but
inclusive of drainage structures and utility vaults; zero in off-site structures. Solid Waste
Section guidance requires that LFG be monitored with a calibrated meter that is capable
of detecting hydrogen sulfide, whereas the action limits are 4% by volume at 100% LEL
and 1% by volume at 25% LEL.
Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
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1.4 Rationale for LFG Sampling Locations
Six soil-gas monitoring points are located around the footprint at locations approved
during earlier permitting (see Drawing M1). Points LFG-1, LFG-2 and LFG-6 are
located on the up gradient side of the unlined landfill, opposite of ground water flow.
Points LFG-3 through LFG-5 are located downgradient, albeit the topography of these
locations and the water table make it unlikely that landfill gas would migrate in those
directions (at least not very far). A future point, LFG-7 is located to provide uniform
spacing in the upgradient direction, with the unlikelihood of any soil-gas migrating more
than a few 10’s of feet from the landfill perimeter. The new sampling point will be
situated within 50 feet of the waste boundary, as are the other sampling locations.
2.0 LFG MONITORING
2.1 Locations and Logistics
LFG monitoring for this facility currently consists of sampling soil-gas adjacent to the
landfill footprint via bar-hole punch test locations spaced approximately 500 foot apart
(see Drawing M1 in Attachment 1). The locations reflect the emphasis on the up
gradient side to the east, which is the only likely direction for offsite gas migration. The
LFG monitoring points are situated between the footprint and the nearest areas accessible
by the public, i.e., the scale house and the public streets, where the migration of gas (if
present) could travel off-site via shallow utility trenches and/or bedrock fractures.

The facility management’s intention is to implement the new monitoring point to the
southwest of future Phase 1B once that phase is built.

The bar-hole punch test was prescribed and approved for the facility ca. 2012, whereas
the waste is comprised of mostly inert materials and landfill gas migration potential is
limited by topography and natural barriers. The waste stream does contain paper, wood,
and other potentially combustible materials – the same kind of materials that can degrade
slowly to form landfill gas – along with sheetrock which can degrade to produce
hydrogen sulfide, so depending on future data trends, it is conceivable that at some future
time the Solid Waste Section may require permanent gas monitoring wells for this facility
(see Attachment 2). Due to the age of the waste, it is likely that reactions leading to the
production of landfill gas are becoming more active.

In anticipation of possible future requirements, this plan presents procedures for both bar-
hole punch tests and sampling of monitoring wells. A SWS-endorsed well construction
schematic is provided, which includes sealed construction and a specialized port at the
Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
5 
top to facilitate sampling. Presumably, the monitoring wells would be located near the
same points as currently monitored with the bar-hole punch test, for the same reasoning
described above. This plan will be amended in the future to include data tables for the
LFG monitoring wells, if required. Data recording protocols will remain the same.
Landfill gas monitoring will be performed quarterly during the active life of the landfill,
estimated at 20 years, and throughout the post-closure care period, 30 years unless future
data warrant a schedule revision, which will be subject to approval by the SWS.

2.2 Structures and Ambient Sampling
Within the offices and any future buildings on-site, atmospheric sampling for methane
shall be conducted. Methane is heavier than air and tends to accumulate in the lower
zones with restricted circulations, i.e., crawlspaces, closets, and corners of rooms near the
floor, cracks in walls, floor slabs, or foundations, crawlspace vents, drainage pipes, and
utility vaults (excluding sanitary sewer manholes). Methane detection in and around the
structures, though unlikely, would signify a problem such that the site manager should be
notified – immediate action may be required – refer to the Contingency Plan (Section 5).

Ambient monitoring overlaps the building foundations and includes a “walk-around” at
the toe of covered (vegetated) slopes to survey for gas that may be seeping through the
cover. A key to potential side slope seepage includes stained soil, wetness with visible
bubbling, or distressed (or absent) vegetation. Any detection of methane in the ambient
monitoring should be noted on a site map and a special notation recorded in the
monitoring report. Follow up sampling or close attention in future sampling events might
be warranted. The site manager should be alerted to any ambient gas detection.

2.3 Sampling Schedule
Quarterly methane and hydrogen sulfide monitoring will be conducted at all subsurface
gas detection locations and in all occupied structures located on the landfill property. In
addition, enclosed structures, such as manholes, utility vaults, and buried drainage pipes
should be checked for gas prior to servicing, in addition to the routine monitoring. The
passive gas vents for the final cover, when installed, are not required to be monitored.

Monitoring times are also important when conducting landfill gas monitoring. Proper
landfill gas monitoring should include sampling during times when landfill gas is most
likely to migrate. LFG monitoring should be conducted when the barometric pressure is
low and avoiding times when soils are saturated or when the ground is frozen or covered
with ice or snow.
Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
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3.0 LFG SAMPLING PROGRAM
3.1 Equipment and Calibration
The Facility enlists the services of an experienced third-party firm to conduct the
monitoring. That firm utilizes a landfill gas instrument that meets the requirements of
SWS Landfill Gas Monitoring Guidance with respect to detecting methane, oxygen,
carbon dioxide, and hydrogen sulfide. Calibration shall occur prior to instrument use and
according to the manufacturer’s specifications. Should this element of the program
change, this plan will be amended accordingly.

3.2 LFG Sampling Procedures
The following procedure is recommended for conducting landfill gas monitoring well
sampling and/or bar-hole punch testing (shown in italics). The sampling equipment shall
consist of a good-quality gas meter capable of detecting methane (LEL) and oxygen
levels – most modern meters include carbon monoxide or carbon dioxide, depending on
the meter and hydrogen sulfide readings. In deference to the professionals who have
conducted the sampling for years, these procedures are guidelines; no changes to the
current sampling program are warranted.

Step 1 Calibrate the instrument according to the manufacturer’s specifications. In
addition, prepare the instrument for monitoring by allowing it to properly
warm up as directed by the manufacturer. Make sure the static pressure
shows a reading of zero on the instrument prior to taking the first sample.

Step 2 Purge sample tube for at least one minute prior to taking reading. Connect
the instrument tubing to the landfill gas monitoring well cap fitted with a
stopcock valve or quick connect coupling.

Step 2 Drive the bar into the ground to a depth of 3 feet at the sampling location
Alternate using a hammer or backhoe bucket. Heavy gauge rebar is ideal for this
task. The bar-hole needs to be near-vertical and free of obstructions.
Drilling a hole with a modified concrete drill (an extension is required to
reach the desired depth) has been demonstrated to expedite the making of a
boring with less smearing of the side walls.
Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
7 
Step 3 Open the valve and record the initial reading and then the stabilized
reading. A stable reading is one that does not vary more than 0.5 percent by
volume on the instrument’s scale.

Step 3 Cover the hole upon extraction of the drill to retain any gas present.
Alternate Without completely lifting the cover, gently insert the sampling tube beneath
the cover and obtain an initial reading. Allow time for a stabilized reading
as described above.

Step 4 Record the stabilized reading including the oxygen concentration and
barometric pressure. A proper reading should have two percent oxygen by
volume or less. If levels of oxygen are higher, it may indicate that air is
being drawn into the system giving a false reading.

Step 5 Turn the stopcock valve to the off position and disconnect the tubing.

Step 5 Backfill the hole with cuttings or native soil; tamp the backfill with a rod or
Alternate equipment handle.

Step 6 Proceed to the next landfill gas monitoring well and repeat Steps 2 – 5.

4.0 RECORD KEEPING AND REPORTING
The sampling technician shall record the date, time, location, sampling personnel,
calibration data, gas pump rate, barometric pressure (from local weather reports), ambient
temperature, general weather conditions at the time of sampling, initial and stabilized
concentrations of methane and H2S (see the Landfill Gas Monitoring Data Form in
Attachment 3). These records shall be left in the landfill office upon completion and
maintained as part of the operating record. Should methane be detected at any sampling
location, the facility manager should be notified and, depending on the concentrations, a
report to the Solid Waste Section might be warranted. In any event a qualified engineer
should be consulted.
Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
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5.0 CONTINGENCY PLAN
Solid Waste Rule .0544 (d) (3) requires the following responses in the event that methane
and/or hydrogen sulfide concentrations are detected that exceed the regulatory limits:

A Immediately take all steps necessary to ensure protection of human
health and notify the Division – at a minimum, occupied structures
should be evacuated and ventilated until the methane concentrations
subside; close monitoring of structures shall be implemented; for
facility boundary violations, further evaluation is warranted, subject to
notification and approval by the Division.

B Within seven days of detection, place in the operating record the
methane or explosive gas levels detected and a description of the steps
taken to protect human health;

C Within 60 days of detection, implement a remediation plan for the
methane or explosive gas releases, place a copy of the plan in the
operating record, and notify the Division that the plan has been
implemented. The plan must describe the nature and extent of the
problem and the proposed remedy.

D Based on the need for an extension demonstrated by the operator, the
Division may establish alternative schedules for demonstrating
compliance with the limits.

E "Lower explosive limit" means the lowest percent by volume of a
mixture of explosive gases in air that will propagate a flame at 25o C at
atmospheric pressure.

F Upon completion of mitigation activities, a thorough report shall be
placed in the operating record to document the incident and outcome.

Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
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6.0 PROFESSIONAL CERTIFICATION
The certification statement below must be signed and sealed by a North Carolina
Professional Geologist or Professional Engineer and submitted with the Landfill Gas
Monitoring Plan.

The landfill gas monitoring plan for this facility has been prepared by a qualified
geologist or engineer who is licensed to practice in the State of North Carolina.
The plan has been prepared based on first-hand knowledge of site conditions and
familiarity with North Carolina solid waste rules and industry standard protocol.
This certification is made in accordance with North Carolina Solid Waste
Regulations, indicating this Landfill Gas Monitoring Plan should provide early
detection of any release of hazardous constituents to the uppermost aquifer, so as
to be protective of public health and the environment. No other warranties,
expressed or implied, are made.

Signed _______________________________

Printed ___G. David Garrett, PG, PE_______

Date _____March 1, 2016_____________

Not valid unless this document bears the seal of the above mentioned licensed professional.

If wells are installed in the future, the well locations shall be shown on a topographic
map that is signed and sealed by a registered surveyor.
ATTACHMENT 1
MONITORING LOCATION MAP

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SCS ENGINEERS, PC
2520 WHITEHALL PARK DRIVE, SUITE 450
CHARLOTTE, NORTH CAROLINA 28273
PHONE: [phone] FAX: [phone]
CLIENT DATEREVISIONN0.
PROJECT TITLE
SHEET TITLE
APP. BY:
Q/A RVW BY:
CHK. BY:
DWN. BY:
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02214705.00
GDG
KEM
GDG
GDG
GDG
MORTON AND SEWELL LAND COMPANY
385 GOLD HILL ROAD
ASHEBORO, NC 27203
[phone]
GROUNDWATER
AND LANDFILL MONITORING PLAN
GOLD HILL ROAD CDLF
2015 PERMIT #70-06 MODIFICATION
M
1
ATTACHMENT 2
LFG MONITORING WELL SCHEMATIC

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Figure 1 – Landfill Gas Monitoring Well Detail 
ATTACHMENT 3
LFG MONITORING FORM

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NC Division of Waste Management - Solid Waste Section
Landfill Gas Monitoring Data Form
Notice: This form and any information attached to it are "Public Records" as defined in NC General Statute 132-1. As such,
these documents are available for inspection and examination by any person upon request (NC General Statute 132-6).
Facility Name: Permit Number:
Date of Sampling: NC Landfill Rule (.0500 or .1600):
Name and Position of Sample Collector:
Type and Serial Number of Gas Meter: Calibration Date of Gas Meter:
Date and Time of Field Calibration:
Type of Field Calibration Gas (15/15 or 35/50): Expiration Date of Field Calibration Gas Canister:
Pump Rate of Gas Meter:
Ambient Air Temperature: Barometric Pressure: General Weather Conditions:
Instructions: Under “Location or LFG Well” identify the monitoring wells or describe the location for other tests (e.g., inside
buildings). A drawing showing the location of test must be attached. Report methane readings as both % LEL and % CH4 by
volume. A reading in percent methane by volume can be converted to % LEL as follows: % methane by volume = % LEL/20

Location
or LFG
Well ID
Sample
Tube
Purge
Time
Time
Pumped
(sec)
Initial
%LEL
Stabilized
%LEL
%CH4 by
volume %O2 %CO2 %H2S Notes

If your facility has more gas monitoring locations than there is room on this form, please attach additional sheets listing the
same information as contained on this form.
Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments
are true and correct. I am aware that there are significant penalties for making any false statement, representation, or
certification including the possibility of a fine and imprisonment.
SIGNATURE TITLE
Gold Hill Road CDLF (Permit 76-06)
Landfill Gas Monitoring Plan
| |

Landfill Gas Monitoring Plan
Gold Hill Road C&D Landfill
Solid Waste Permit 7606-CDLF-2001

Submitted to:
NCDEQ Division of Waste Management
Solid Waste Section
217 W Jones Street
Raleigh, NC 27603

Presented To:
Morton and Sewell Land Company, LLC
385 Gold Hill Road
Asheboro, North Carolina 27203

Presented By:

SCS ENGINEERS
322 Chapanoke Road, Suite 101
Raleigh, NC 27603
[phone]

March 1, 2016
File No. 02214705.00
Gold Hill Road CDLF (Permit 76-06)
Ground Water Monitoring Plan
i 
Table of Contents
Section Page

1.0 Introduction ......................................................................................................................... 1 
1.1 Background ...................................................................................................................... 1 
1.2 Monitoring Location Criteria ........................................................................................... 2 
2.0 Sampling Schedule and Term .............................................................................................. 2 
3.0 Record Keeping and Reporting ............................................................................................ 3 
3.1 Sampling Reports ............................................................................................................. 3 
3.2 Well Abandonment/Rehabilitation ................................................................................. 3 
3.3 Additional Well Installations ........................................................................................... 4 
3.4 Well Maintenance ........................................................................................................... 5 
3.5 Implementation Schedule ............................................................................................... 5 
3.6 Modifications and Revisions ............................................................................................ 5 
4.0 Certification ......................................................................................................................... 5 

Tables
1 Monitoring Well Construction Data
2 Required Analytical Parameters
Figures
1 Type 3 Monitoring Well Schematic (Lower Aquifer)
2 Type 2 Monitoring Well Schematic (Upper Aquifer)
Attachments
1 Drawing M1 Monitoring Locations
2 Solid Waste Section Guidelines for Groundwater, Soil, and Surface Water
Sampling, State Of North Carolina Department Of Environment And Natural
Resources Division Of Waste Management Solid Waste Section, Rev 4-08*
3 New Guidelines for the Submittal of Environmental Monitoring Data,
Solid Waste Section Memorandum, October 27, 2006
4 Environmental Monitoring Data Form
5 February 23, 2007 Addendum to the October 27, 2006 Memorandum
6 October 16, 2007 Memorandum
7 November 5, 2014 Memorandum
8 Monitoring well construction logs and 2013 Documentation

Gold Hill Road CDLF (Permit 76-06)
Ground Water Monitoring Plan
1 
1.0 INTRODUCTION
1.1 Background
Water quality monitoring for the Gold Hill Road construction and demolition debris
landfill (CDLF) has been conducted since the facility opened in 2001. The facility is
located at 375 Gold Hill Road just northeast of Asheboro, North Carolina. Public water
is available in the vicinity, but a few water supply wells have been identified. None of
the wells are downgradient of the facility. The site is within the Deep River basin but not
within a critical watershed. The monitoring well network consists of nine wells – MW-1
(background), MW-19 (upgradient of Phase 1), MW-4 and MW-15 (cross gradient wells)
and MW-8, MW-10A, MW16, 17 and 18 (down gradient). There are three surface water
sampling locations along Penwood Branch – SW-3 (background), SW-2 and SW-3.
Refer to Drawing M1 (Attachment 1).

The monitoring network is based on site studies performed in 2001 and 2009 by others.
Refer to Table 1 following this text for a summary of the well construction details.
Monitoring well construction logs are presented in the Attachment 8. Currently only
four wells are sampled, MW-1, MW-4, MW-10A, and MW-18, along with SW-2 and
SW-3, per SWS approval of a request for reduction in the number of active wells in 2013
(Attachment 8). To date, no contaminants have been detected in either ground water or
surface water sampling that can be attributed to the landfill.

Detection stage water quality monitoring is required by 15A NCAC 13B .0544 (b)(5)(B).
This Ground Water Monitoring Plan, also known as a Sampling and Analysis Plan
(SAP), is an update of the original that reflects the current monitoring network and
current protocols for sampling, analysis and reporting. The plan includes the reporting of
“Solid Waste Section Limits” and the electronic data reporting format.1 The facility is
required to undergo semi-annual detection stage sampling for Appendix I constituents
and specific parameters unique to C&D Landfills (see Tables). It should be noted that
the region is an historic mining district with abundant mineralization by metals.

North Carolina solid waste regulations require monitoring of the “uppermost” aquifer –
typically consisting of variably dense saturated saprolite derived from the weathering of
underlying bedrock in Piedmont environments. The transition from soil to bedrock

1 Requirements are reproduced in Attachments 2 – 7 and found online at
http://www.wastenotnc.org/swhome/EnvMonitoring/SolidWasteSamplingGuidance.pdf

Gold Hill Road CDLF (Permit 76-06)
Ground Water Monitoring Plan
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within the zone is gradual and commonly irregular due to differential weathering
characteristics of the parent rock. The wells are constructed with screen intervals in the
saprolite, just above auger refusal conditions. Ground water movement is east to west
from the higher elevations of the site toward a named blue-line stream (Penwood
Branch). The monitoring wells are located to provide data from areas located up gradient
of the landfill (background) and downgradient between the landfill and the streams
(compliance wells). Stream sampling is performed up- and downgradient of the landfill.

This Sampling and Analysis Plan (SAP) has been prepared to meet North Carolina’s
monitoring requirements, including the following:

 15A NCAC 13B .0544 (Solid Waste Construction and Demolition Rules)
 15A NCAC 2C (Well Construction Rules)
 15A NCAC 2L (Ground Water Classifications and Standards)
 15A NCAC 27 (Well Contractor Certification Rules)
 15A NCAC 2H (Water Quality Laboratory Certification Rules)
 15A NCAC 02B .0200 (Stream Standards)

1.2 Monitoring Location Criteria
Wells currently surround the entire CDLF footprint, but the 2013 modification focuses on
monitoring just the Phase 2 footprint (the active CDLF). As Phase 1 is converted from
LCID to CDLF per the 2009 permit modification, existing wells are to be reactivated into
the routine sampling program. Well spacing is subject to review per the 5-year
permitting cycle. A majority of the wells are within the customary review boundary, i.e.,
approximately 150 feet from the waste boundary, and no more than 50 feet inside the
facility boundary. These well locations were selected by others based on topographic
relationships, variable depths to bedrock, and a fracture trace analysis apparent from the
local topography and reflected in the drilling data.

2.0 SAMPLING SCHEDULE AND TERM
Sampling shall be conducted on a semi-annual basis, specifically once in the spring and
once in the fall. Monitoring shall be conducted for the duration of operations and for a
minimum of 30 years following final closure.
Gold Hill Road CDLF (Permit 76-06)
Ground Water Monitoring Plan
3 
3.0 RECORD KEEPING AND REPORTING
3.1 Sampling Reports
Copies of all laboratory analytical data shall be forwarded to the SWS semi-annually
upon completion of the report and in accordance with the schedule outlined in the facility
permit and regulations. In addition to the sampling results being submitted in Table
format with a written report, the laboratory analytical data shall also be submitted
electronically on the Solid Waste Section’s Electronic Data Template.

Refer to Table 2 of this report for a list of the required constituents and reporting limits.
These lists were updated in the October 27, 2006, memorandum and February 23, 2007,
addendum from the Solid Waste Section. If limits are modified by the DWM, the most
current ones will be used for reporting purposes. Reports with analytical data will be
submitted in the required electronic format, accompanied by the required Environmental
Monitoring Form (see Attachment 4), which shall be signed and sealed by a licensed
geologist in the State of North Carolina.

The submittal shall specify the date of sample collection, the sampling point
identification, a map of the sampling locations, comparisons to applicable ground water
and surface water standards. Should significant concentrations of contaminants be
detected in groundwater and/or surface water during monitoring (per North Carolina
Solid Waste Rules or Ground Water Quality Standards), the owner/operator shall notify
the SWS and shall place a notice in the landfill records as to which constituents were
detected. Analytical data, calculations, and other relevant ground water monitoring
records shall be kept throughout the active life of the facility and the post-closure care
period, including notices and reports of any North Carolina 2L Standard exceedance, re-
sampling notifications, and re-sampling results.

3.2 Well Abandonment/Rehabilitation
Should wells become irreversibly damaged or require rehabilitation, the SWS shall be
notified. If monitoring wells and/or piezometers within unconsolidated formations are
damaged irreversibly they shall be abandoned by over-drilling and/or pulling the well
casing and plugging the well with an impermeable, chemically-inert sealant such as neat
cement grout and/or bentonite clay. For bedrock wells the abandonment shall consist of
plugging the interior well riser and screen with an impermeable neat cement grout and/or
bentonite clay sealant. Piezometers in the waste footprint shall be abandoned by over
Gold Hill Road CDLF (Permit 76-06)
Ground Water Monitoring Plan
4 
drilling the boring and backfilling with a bentonite-cement grout. All well repairs or
abandonment shall be certified by a NC-licensed geologist or engineer.

Samples withdrawn from the facility’s monitoring wells should be free of clay and silt;
therefore, existing wells may require re-development from time to time based upon
observed turbidity levels during sampling activities. If re-development of an existing
monitoring well is required, it will be performed in a manner similar to that used for a
new well as described below.

3.3 Additional Well Installations
All additional monitoring wells (new or replacement) shall be installed under the
supervision of a qualified geologist or engineer who is registered in North Carolina and
who shall certify to the SWS that the installation complies with the North Carolina
Regulations. Upon installation of future wells, the documentation for the construction of
each well shall be submitted by the registered geologist or engineer after well
construction, as specified in the permit to operate, once issued (Figures 1 and 2).

Newly constructed wells will be developed to remove particulates that are present in the
well due to construction activities, and to interconnect the well with the aquifer.
Development of new monitoring wells will be performed no sooner than 24 hours after
well construction. Wells may be developed with disposable bailers, a mechanical well
developer, or other approved method. A surge block may be used as a means of
assessing the integrity of the well screen and riser. In the event a pump is employed, the
design of the pump will be such that any ground water that has come into contact with air
is not allowed to drain back into the well. In general, each well will be developed until
sediment-free water with stabilized field parameters (i.e., temperature, pH, and specific
conductance) is obtained.

Well development equipment (bailers, pumps, surge blocks) and any additional
equipment that contacts subsurface formations will be decontaminated prior to on-site
use, between consecutive on-site uses, and/or between consecutive well installations.
The purge water will be disposed of on the ground surface at least 10 feet downgradient
of the monitoring well undergoing purging, unless field characteristics suggest the water
will need to be disposed of otherwise. If field characteristics suggest, the purge water
will be containerized and disposed of by other approved disposal means.

Gold Hill Road CDLF (Permit 76-06)
Ground Water Monitoring Plan
5 
3.4 Well Maintenance
The existing monitoring wells will be used and maintained in accordance with design
specifications throughout the life of the monitoring program. Routine well maintenance
will include inspection and correction/repair of, as necessary, identification labels,
concrete aprons, locking caps and locks, and access to the wells. Should it be determined
that background or compliance monitoring wells no longer provide samples
representative of the quality of ground water passing the relevant point of compliance, the
SWS shall be notified. The owner shall re-evaluate the monitoring network and provide
a plan to the SWS for modifying, rehabilitating, decommissioning, or installing
replacement wells or additional monitoring wells, as appropriate.

3.5 Modifications and Revisions
At some future time it may be appropriate to modify this plan, e.g. add or delete sampling
locations or analytical parameters. Such changes may require approval from SWS. Also,
this plan will be reviewed as new phases are developed and amended as needed. Refer to
the revision section for the latest edition.
4.0 CERTIFICATION
This water quality monitoring plan has been prepared by a qualified geologist who is
licensed to practice in the State of North Carolina. The plan was prepared based on first-
hand knowledge of site conditions and familiarity with North Carolina solid waste rules
and industry standard protocol. In accordance with North Carolina Solid Waste
Regulations, this Water Quality Monitoring Plan amendment should provide early
detection of any release of hazardous constituents to the uppermost aquifer, so as to be
protective of public health and the environment. No other warranties, expressed or
implied, are made.

Signed _______________________________

Printed ___G. David Garrett, PG, PE_______

Date _____March 1, 2016_____________

Not valid unless this document bears the seal of the above mentioned licensed professional.

Tables

Table 1
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
Well Ground TOC Stickup Groundwater Groundwater
ID Elev. Elev. (feet) Top* Bottom Top Bottom Depth** Elevation Temp. C pH S.C. Turbidity
(feet) (feet) (feet) (feet) (feet) (feet)uMho/cm (ntu)
MW1 802.54 804.99 2.45 20.40 35.40 782.14 767.14 27.63 774.91 16 6.5 346 65.0
MW4 758.61 761.25 2.64 15.00 30.00 743.61 728.61 25.26 733.35 15 5.7 50 3.6
MW8 720.58 723.02 2.44 6.00 21.00 714.58 699.58 14.61 705.97 14 5.5 61 45.0
MW10A 733.20 735.78 2.58 15.00 30.00 741.67 703.20 23.17 710.03 14 5.3 50 36.0
MW15 751.67 754.12 2.45 10.00 25.00 732.78 726.67 12.36 739.31 14 5.9 150 80.0
MW16 742.78 745.20 2.42 10.00 25.00 717.43 717.78 19.96 722.82 15 6.2 259 22.0
MW17 732.43 734.67 2.24 15.00 30.00 712.59 702.43 19.54 712.89 15 6.3 185 4.0
MW18 722.59 724.50 1.91 10.00 25.00 697.59 697.59 9.92 712.67 14 5.7 91 25.0
MW19 782.81 784.76 1.95 20.00 35.00 747.81 747.81 17.86 764.95 15 6.5 236 6.7
* Referenced from ground surface
**Referenced from top of casing
ntu = Nephelometric Turbidity Units
Sampling Date 3/19/2013
Screen Interval Screen Elevation Field Parameters
NM = Not Measured
S.C. = Specific Conductance
Gold Hill Road CDLF 7/25/2013 Page 1 of 1
Table 2

Ground and Surface Water Analysis Methodology
For Semi-Annual Detection Monitoring

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

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

Table 2 (continued)

Ground and Surface Water Analysis Methodology

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

Table 2 (continued)

Ground and Surface Water Analysis Methodology

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

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

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

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

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

Figures

Figure 1 – Type 3 Monitoring Well Construction Schematic (Lower Aquifer)
Figure 2 – Type 2 Monitoring Well Construction Schematic (Upper Aquifer)

Attachment 1
Monitoring Locations

SCS ENGINEERS, PC
2520 WHITEHALL PARK DRIVE, SUITE 450
CHARLOTTE, NORTH CAROLINA 28273
PHONE: [phone] FAX: [phone]
CLIENT DATEREVISIONN0.
PROJECT TITLE
SHEET TITLE
APP. BY:
Q/A RVW BY:
CHK. BY:
DWN. BY:
DSN. BY:
PROJ. NO.
D
A
T
E
:
S
C
A
L
E
:
D
R
A
W
I
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G

N
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.
1
1
A
S

S
H
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N
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B
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A
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Y

2
0
1
6
02214705.00
GDG
KEM
GDG
GDG
GDG
MORTON AND SEWELL LAND COMPANY
385 GOLD HILL ROAD
ASHEBORO, NC 27203
[phone]
GROUNDWATER
AND LANDFILL MONITORING PLAN
GOLD HILL ROAD CDLF
2015 PERMIT #70-06 MODIFICATION
M
1

Attachment 2
Solid Waste Section Guidelines for Groundwater,
Soil and Surface Water Sampling

North Carolina Department of
Environment and Natural Resources
Division of Waste Management
Solid Waste Section

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Rev 4-08 10

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

Rev 4-08 36

Attachment 3
New Guidelines for the Submittal of Environmental
Monitoring Data

Solid Waste Section Memorandum, October 27, 2006

North Carolina Department of Environment and Natural Resources
Dexter R. Matthews, Director Division of Waste Management Michael F. Easley, Governor
William G. Ross Jr., Secretary
1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] \ FAX: [phone] \ Internet http://wastenotnc.org
An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
October 27, 2006

To: SW Director/County Manager/Consultant/Laboratory
From: NC DENR-DWM, Solid Waste Section

Re: New Guidelines for Electronic Submittal of Environmental Monitoring Data

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

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

In order to better serve the public and to expedite our review process, the Solid Waste Section is requesting
specific formatting for environmental monitoring data submittals for all solid waste management facilities.
Effective, December 1, 2006, please submit a Solid Waste Environmental Monitoring Data Form in
addition to your environmental monitoring data report. This form will be sent in lieu of your current cover
letter to the Solid Waste Section. The Solid Waste Environmental Monitoring Data Form must be filled out
completely, signed, and stamped with a Board Certified North Carolina Geologist License Seal.
The solid waste environmental monitoring data form will include the following:
1. Contact Information
2. Facility Name
3. Facility Permit Number 4. Facility Address
5. Monitoring Event Date (MM/DD/YYYY)
6. Water Quality Status: Monitoring, Detection Monitoring, or Assessment Monitoring
7. Type of Data Submitted: Groundwater Monitoring Wells, Groundwater Potable Wells, Leachate,
Methane Gas, or Corrective Action Data 8. Notification of Exceedance of Groundwater, Surface Water, or Methane Gas (in table form)
9. Signature
10. North Carolina Geologist Seal
Page 2 of 2

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

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

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

PQLs are technology-based analytical levels that are considered achievable using the referenced analytical
method. The PQL is considered the lowest concentration of a contaminant that the lab can accurately detect and quantify. PQLs provided consistency and available numbers that were achievable by the given analytical
method. However, PQLs are not health-based, and analytical instruments have improved over the years
resulting in lower achievable PQLs for many of the constituents. As a result, the Solid Waste Section has
established the SWRLs as the new reporting limits eliminating the use of the PQLs.
We would also like to take this opportunity to encourage electronic submittal of the reports. This option is
intended to save resources for both the public and private sectors. The Solid Waste Section will accept the
entire report including narrative text, figures, tables, and maps on CD-ROM. The CD-ROM submittal shall
contain a CD-ROM case and both CD-ROM and the case shall be labeled with the site name, site address,
permit number, and the monitoring event date (MM/DD/YYYY). The files may be a .pdf, .txt, .csv, .xls, or .doc type. Also, analytical lab data should be reported in an .xls file. We have a template for analytical lab data
available on the web at the address listed above.

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

Attachment 4
Environmental Monitoring Data Form

Attachment 5
February 23, 2007 Addendum to the
October 27, 2006 Memorandum

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

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

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

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

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

T

F
Addendum to October 27, 2006, North Carolina Solid Wa

The purpose of this addendum memorandum is to provide further clarification to the October 27, 2006, North
C
The updated guidelines is in large part due to questions and concerns from laboratories, consultants, and the
regulated community regarding the detection of constituents in groundwater at levels below the previous
practical quantitation limits (PQLs). The North Carolina Solid Waste Section solicited feedback from the
regulated community, and, in conjunction with the regulated community, developed new limits. The primary purpose of these changes was to improve the protection of public health and the environment. The North
Carolina Solid Waste Section is concerned about analytical data at these low levels because the earliest possible
detection of toxic or potentially carcinogenic chemicals in the environment is paramount in the North Carolina
Solid Waste Section’s mission to protect human health and the environment. Low level analytical data are
critical for making the correct choices when designing site remediation strategies, alerting the public to health threats, and protecting the environment from toxic contaminants. The revised limits were updated based on
re

D
s are also an attempt to clarify the meaning of these
rms as used by the North Carolina Solid Waste Section.
e that can be measured and
ported with 99% confidence that the analyte concentration is greater than zero.
is the minimum concentration of a target analyte that can be accurately determined by the referenced method.
Many definitions relating to detection limits and quantitation limits are used in the literature and by government
agencies, and commonly accepted procedures for calculating these limits exist. Except for the Solid Waste
Section Limit and the North Carolina 2L Standards, the definitions listed below are referenced from the
Environmental Protection Agency (EPA). The definition
te
Method Detection Limit (MDL) is the minimum concentration of a substanc
re

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

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

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
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2
older NCDENR literature; however, it is no longer being used by the North Carolina Solid
aste Section.
n. The nomenclature of the SWRL described in the October
7, 2006, memorandum has changed to the SWSL.
C 2L .0200, Classifications and Water Quality Standards Applicable to the
roundwaters of North Carolina.
ethod Detection Limits (MDLs)
W

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

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

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

Clarification of detection limits referenced in the October 27, 2006, memorandum needed to be addressed
because of concerns raised by the regulated community. T
re
Method detection limits are statistically determined values that define the concentration at which measurements
of a substance by a specific analytical protocol can be distinguished from measurements of a blank (background
noise). Method detection limits are matrix-specific and require a well defined analytical method. In the course
of routine operations, labor
u
In many instances, the North Carolina Solid Waste Section gathers data from many sources prior to evaluating
the data or making a compliance decision. Standardization in data reporting significantly enhances the ability to
interpret and review data because the reporting formats are comparable. Reporting a method detection limit
alerts data users of the known uncertainties and limitations associated with using the data. Data users must understand these limitations in order to minimize the risk of making poor environmental decisions. Censoring
d

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

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

1646 Mail Service Center, Raleigh, North Carolina 27699-1646
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3
s made some additional changes to the values of the SWSLs. These changes may be viewed
ttp://www.wastenotnc.org/sw/swenvmonitoringlist.asp
nalytical Data Reporting Requirements
on our webpage: h

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

lectronic Data Deliverable (EDD) Submittal

The strategy for implementing the new analytical data reporting requirements involves reporting the actula

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

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

T

Failure to comply with the requirements described in the October 27, 2006, memorandum and this addendum to
the October 27, 2006, memorandum will constitute a violation of 15A NCAC 13B .0601, .0602, or .1632(b),
and the analytical data
enforcement action.
E
he analytical laboratory data. This option is intended to save resources r both the public and private sectors.

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

The North Carolina Solid Waste Section will accept the entire report including narrative text, figures, tables,
and maps on CD-ROM. Please separate the figures and tables from the report when saving in order to keep the
size of the files smaller. The CD-ROM submittal shall contain a CD-ROM case and both CD

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

c
(MM/DD/YYYY). The reporting files may be submitted as a .pdf, .txt, .csv, .xls,. or .doc type.
Also, analytical lab data and field data should be reported in .xls files. The North Carolina Solid Waste Section
has a template for analytical l
h
electronically in this format.
Pursuant to the October 27, 2006, memorandum, please remember to submit a Solid Waste Section
Environmental Monitoring Reporting Form in addition to your environmental monitoring data report. This
form should be sealed by a geologist or engineer licensed in North Carolina if hydrogeologic or geologic
calculations, maps, or interpretations are included with the report. Otherwise, any representative that the facility owner chooses may sign and submit the form. Also, if the concentration of methane generated by the
facility exceeds 100% of the lower explosive limits (LEL) at the property bounda
in
North Carolina Solid Waste Section Environmental Monitoring Reporting Form.
If
Lane (919-508-8520).

Attachment 6
October 16, 2007 Memorandum

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

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

North Carolina Department of Environment and Natural Resources

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

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

F

Environmental Monito

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

The updated guidelines are in large part due to questions and concerns from laboratories,
consultants, and the regulated community regarding the detection of constituents in groundwater at levels below the previous Practical Quantitation Limits (PQLs). The
North Carolina Solid Waste Section solicited feedback from the regulated community,
and, in conjunction with the regulated community, developed new limits. The primary
purpose of the
Data must be reported to the laboratory specific method detection limits and must be
quantifiable at or below the SWSLs. The SWSLs must be used for both groundwater and
surface water datalo
In June 2007, we received new information regarding changes to the Groundwater
Protection Standards. If a North Carolina 2L Groundwater Standard does not exist, then
a designated Groundwater Protection Standard is used pursuant to 15A NCAC 13B .1634. Toxicologists with the North Carolina Department of Health and Human Services calculated these new Groundwater Protection Standards. Questions regarding how the
standards were calcula
a

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

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

http://www.

ental monitoring data

In addition, the following should be included with environmsubmittals:
1. Environmental Monitoring Data Form as a cover sheet:
http://www.wastenotnc.org/swhome/EnvMonitoring/NCEnvMonRptForm.pdf
2. Copy of original laboratory results.
3. Table of detections and discussion of 2L exceedances. 4. Electronic files on CD or sent by email. These files should include the written report as
Portable Document Format (PDF) file and the laboratory data as an excel file following a
the format of the updated Electronic Data Deliverable (EDD) template on our website:
http://www.wastenotnc.org/swhome/enviro_monitoring.asp
If you have any questions or concerns, please feel free to contact Donald Herndon (919-
08-8502), Ervin Lane (919-508-8520) or Jaclynne Drummond (919-508-8500).
Thank you for your continued cooperation with these matters.

5

Attachment 7
November 5, 2014 Memorandum

North Carolina Department of Environment and Natural Resources
Division of Waste Management
Pat McCrory John E. Skvarla, III
Governor Secretary

1646 Mail Service Center, Raleigh, North Carolina 27699-1646 2090 US Highway 70, Swannanoa, North Carolina 28778-82111 Phone: [phone] Phone: [phone]
http://portal.ncdenr.org/web/wm/
An Equal Opportunity / Affirmative Action Employer

1
November 5, 2014

MEMORANDUM

To: Solid Waste Directors, Public Works Directors, Landfill Operators, and Landfill Owners

From: Solid Waste Section

Re: Groundwater, Surface Water, Soil, Sediment, and Landfill Gas Electronic Document Submittal

The Solid Waste Section is continuing its efforts to improve efficiencies in document management. All
groundwater, surface water, soil, sediment, and landfill gas documents submitted to the Solid Waste Section are
stored electronically and are made readily available for the public to view on our webpage. Please remember that
hard copies/paper copies are not required, and should not be submitted. The submittal of these electronic
documents following a consistent electronic document protocol will also assist us in our review. Please follow
these procedures when submitting all groundwater, surface water, soil, sediment, and landfill gas documents to the
Solid Waste Section.

Submittal Method and Formatting
 All files must be in portable document format (pdf) except for Electronic Data Deliverables (EDDs)
unless otherwise specified by the Solid Waste Section. All pdf files should meet these requirements:
o Optical Characteristic Recognition (OCR) applied;
o Minimum of 300 dpi;
o Free of password protections and/or encryptions (applies to EDDs as well);
o Optimized to reduce file size; and
o Please begin using the following naming convention when submitting all electronic files: Permit
Number (00-00)_Date of Document (YYYYMMDD). For example: 00-00_20140101.
 Please submit all files via email or by file transfer protocol (FTP) via email to the appropriate
Hydrogeologist unless otherwise specified by the Solid Waste Section. If the electronic file is greater
than 20 MB, please submit the file via FTP or on a CD. If submitting a CD, please mail the CD to the
appropriate Hydrogeologist. The CD should be labeled with the facility name, permit number, county,
name of document, date of monitoring event (if applicable), and the date of document.
 Please be sure a signed Environmental Monitoring Data Form is submitted as part of the electronic file for
all water quality and landfill gas documents (monitoring, alternate source demonstration, assessment,
investigation, corrective action). This completed form should be the first page of the document before the
cover/title page and should not be submitted as an individual file. Blank forms can be downloaded at
http://www.wastenotnc.org/swhome/EnvMonitoring/NCEnvMonRptForm.pdf

Monitoring Data
Monitoring data documents may include any or all of the following: 1) groundwater and surface water monitoring;
2) soil and sediment, and 3) landfill gas monitoring. In addition to the above procedures, at a minimum, please
include the following:

Groundwater and Surface Water Monitoring
 A copy of the laboratory report(s).
 A copy of the sampling log(s).
 A separate table of detections and exceedances for each monitoring location.

1646 Mail Service Center, Raleigh, North Carolina 27699-1646 2090 US Highway 70, Swannanoa, North Carolina 28778-82111 Phone: [phone] Phone: [phone]
http://portal.ncdenr.org/web/wm/
An Equal Opportunity / Affirmative Action Employer

2
o All analytical results should be reported in micrograms per liter (ug/L) except for field
parameters and specific Monitored Natural Attenuation (MNA) parameters.
o Please also include the laboratory’s method detection limit (MDL) in ug/L, the Solid Waste
Section Limit (SWSL) in ug/L, the appropriate NC regulatory standard in ug/L (2L, 2B,
GWPS, IMAC), and the Federal Maximum Contaminant Level (MCL) in ug/L.
o Please BOLD each exceedance result.
 A separate table of field parameters for each monitoring location.
 An Electronic Data Deliverable (EDD) spreadsheet for each monitoring event submitted in the correct
format. All analytical results should be reported in micrograms per liter (ug/L) except for field
parameters and specific Monitored Natural Attenuation (MNA) parameters. The blank EDD template
can be downloaded at http://www.wastenotnc.org/swhome/enviro_monitoring.asp. Please pay
attention to the formats within the spreadsheet. Any EDD received that is not formatted correctly will
be emailed back to be resubmitted via email within five (5) days.
 A separate groundwater monitoring well construction table.
o Please also include the date the well was drilled, well diameter, total well depth, depth to top
of screened interval (in feet), screened interval (in feet), geology of screened interval, TOC
elevation, ground elevation, groundwater elevation, GPS coordinates (latitude and longitude),
and depth to water (in feet).
 A separate groundwater table with groundwater flow rate(s).
 A recent facility figure that includes labeled groundwater and surface water monitoring locations.
 A groundwater flow map with an arrow(s) indicating flow direction(s), including date the
measurements were taken.

Soil and Sediment Sampling
 A copy of the laboratory report(s).
 A copy of the sampling log(s).
 A separate table of detections and exceedances for each sampling location.
o Please also include the results in micrograms per liter (ug/L), the laboratory’s method
detection limit (MDL) in ug/L, and the appropriate NC regulatory standard (PSRG) in ug/L.
o Please BOLD each exceedance result.
 A separate table of soil and/or sediment characteristics.
 A recent facility figure that includes labeled sampling locations.

Landfill Gas Monitoring
 A blank Landfill Gas Monitoring Data Form can be found within the Landfill Gas Monitoring
Guidance document and can be downloaded at
http://portal.ncdenr.org/c/document_library/get_file?uuid=da699f7e-8c13-4249-9012-
16af8aefdc7b&groupId=38361.
 A separate table of landfill gas detections and exceedances for each monitoring location. Please
BOLD each exceedance result.
 A recent facility figure that includes labeled landfill gas monitoring locations (both permanent and
temporary).

If you have any questions or concerns regarding electronic submittals, please feel free to contact the
Hydrogeologist overseeing your facility. The Solid Waste Section greatly appreciates your assistance on
this matter. Working together, we can continue to provide excellent customer service to you and to the
public.
 Jackie Drummond, Asheville Regional Office, 828-296-4706, [e-mail]
 Ervin Lane, Raleigh Central Office, 919-707-8288, [e-mail]
 Elizabeth Werner, Raleigh Central Office, 919-707-8253, [e-mail]
 Christine Ritter, Raleigh Central Office, 919-707-8254, [e-mail]
 Perry Sugg, Raleigh Central Office, 919-707-8258, [e-mail]

Attachment 8
Monitoring well construction logs

5105 Harbour Towne Drive •Raleigh • North Carolina • 27604
919-418-4375 (Mobile) • E-mail: [e-mail]

September 19, 2013

Mr. Ervin Lane
NC Division of Waste Management
Solid Waste Section
Mail Service Center 1646
Raleigh, NC 27699-1646

RE: Discussion of Water Quality Monitoring Data
Request for Monitoring Well Reduction
Gold Hill Road C&D Landfill (Randolph County, North Carolina)
Permit #7606-CDLF-2001

Dear Mr. Lane:

On behalf of Gold Hill Road C&D Landfill, I am pleased the following discussion of hydrogeologic
conditions and apparent trends in the ground water monitoring data for the referenced site. This
discussion is presented to support the facility’s request for a reduction in the number of wells that
must be monitored during the remainder of operations and during the post-closure period. Phase 2 of
the CDLF is the active disposal area, covering approximately 13 acres, which has undergone
development of most of the authorized footprint. Phase 1 contains stockpiled LCID, but this phase is
permitted for future C&D – the nomenclature is carried over from earlier permitting activities.

At the current waste intake, it appears that Phase 1 will not be developed as a CDLF for many years.
There are nine wells and three surface locations being monitored, which affects the closure/post-
closure bond requirements, as well as operational costs. The current monitoring network consists of:
Phase 2 (active CDLF) Phase 1 (LCID, future CDLF)
MW-1 (background well), MW-19 (up gradient)
MW-4 (cross-gradient), MW-15 (cross-gradient wells)
MW-8, MW-10A, MW-16, MW-17, and MW-18 (down gradient wells)
Surface water sampling includes SW-3 (background), SW-1 and SW-2 (down gradient).
I believe the current CDLF can be effectively monitored with four wells, MW-1, MW-4, MW-10A,
and MW-18, and two surface locations, SW-2 and SW-3.
Gold Hill Road C&D Landfill – Randolph County, North Carolina September 19, 2013
Water Quality Monitoring Data Discussion Page 2

Please refer to the attached figure, Drawing MP-1, taken from the most recent monitoring report.
The hydrogeology is characterized as a shallow, short-segmented, “closed loop” basin, i.e., recharge
occurs in the higher elevations, including most of the site, discharge occurs along the on-site stream
to the northwest. The distance water travels is hundreds of feet, not miles. The uppermost aquifer
occurs within the transitional boundary between fine-grain surficial soil and the deeper parent
bedrock (argillite). Depths of the bedrock are on the order of 20 to 35 feet; the ground water depths
typically vary from 10 to 28 feet in the higher elevations (MW-1) and 8 to 14 feet in the lower
elevations (MW-4). The bedrock is not monitored based on earlier permitting work; deeper wells are
available to activate should an impact be detected in the uppermost aquifer. Summarized well screen
data, water level data, and field parameters are presented on Table 1.

A ground water divide coincides along Gold Hill Road; the groundwater basin coincides with the
localized surface water basin and is contained between the road and the creek without significant
outside influence – hence the term “closed loop” – thus the facility controls the ground use from the
right-of-way to the creek relative to the inactive Phase 1. There is an undeveloped parcel not owned
by the facility up gradient of the active Phase 2; the facility background well is cross gradient of this
parcel, but MW-10A is down gradient – nothing is known or implied concerning this parcel, but this
is the only land within the small drainage basin not controlled by the facility. There are no ground
water wells down gradient of the facility.

Historical ground water level data show large fluctuations in response to significant climatic trends
over the last few years. The fluctuations are typically larger in the higher elevations of the site, as
would be expected, and these trends reflect a tremendous change in the volumes of water moving
beneath the site over time. This variation in water volumes drives the “seasonality” seen in the data.
In the report for latest groundwater sampling event (March 2013), a discussion was presented that
tied the water level fluctuations to variation in the concentrations of certain inorganic constituents.
The following graph of the last few years of water level data was used to facilitate the discussion.

680.00
700.00
720.00
740.00
760.00
780.00
800.00
3/
2
9
/
2
0
1
0
9/
2
9
/
2
0
1
0
3/
2
9
/
2
0
1
1
9/
2
1
/
2
0
1
1
3/
2
1
/
2
0
1
2
9/
1
1
/
2
0
1
2
3/
1
9
/
2
0
1
3
MW1
MW19
MW15
MW4
MW16
MW17
MW18
MW8
MW10A
Linear (MW1)
Ground water elevations
Gold Hill Road C&D Landfill – Randolph County, North Carolina September 19, 2013
Water Quality Monitoring Data Discussion Page 3
Please refer to the March 2013 sampling report for additional discussion concerning geologic
conditions at the site, including turbidity and background constituents. Here, let it suffice to
acknowledge the fact that the whole region is a mining district, with gold and various metal-sulfide
minerals common in the bedrock – this leads to the presence of several metallic species found at high
background levels. Sampling data shows concentrations of many of these elements that exceed the
Solid Waste Section Limit (SWSL) and or the standards of 15A NCAC 2L (the 2L standards).

Several metals have been detected frequently and chronically above the SWSL and/or 2L standards,
at both the background well (MW-1) and background surface water location (SW-3), in addition to
detection in the compliance wells. Cobalt, vanadium, cadmium, barium, beryllium, chromium,
copper, iron, lead, manganese, mercury, nickel, selenium, and zinc are included in this trend.
Historic groundwater quality data for the past few years is presented on Table 2.

The data are highly seasonal and are believed to be tied to turbidity and/or exacerbated by undefined
redox reactions between the recharge and discharge zones; this is characteristic with high background
presence. Other Appendix I inorganic constituents, alkalinity, chloride and TDS, are above the
SWSL at the monitoring wells, including the background well, but these parameters are below the
respective 2L standards. These constituents are likely also tied to the background.

Detection of Appendix I organic constituents over time is sparse and erratic, with no discernible
trend – the constituents that have been detected are those commonly associated with sampling or
laboratory contaminants. None of the detected Appendix I organic constituents exceed the SWSL or
2L standards. Overall, there is no indication that the landfill is causing, or contributing to, any
degradation of ground water quality at this facility.

The series of charts, presented as Attachments 1 and 2, show various data trends used to distinguish
any differences between the Phase 1 wells, which we would like to decommission, and the Phase 2
wells. Attachment 1 shows temporal trends for groups of monitored constituents within individual
wells. Although the groupings result in a scale that is not usable for compliance demonstrations, the
seasonal trends are typically clear and long-term trends can be discerned for some constituents.

A direct relationship between the concentrations of metals and turbidity is recognized. A large
reduction of turbidity across the board observed in 2011, reflected by nearly every inorganic
constituent, is likely due a change in sampling technique. I need to study the earlier data further to
determine exactly what caused this reduction, whereas the change appears more significant than
seasonality alone. However, many of the 2L and/or SWSL exceedances became less severe.

Attachment 2 shows the variation in selected constituents from one well to another. The same
relationship between turbidity and concentration of metals can be seen. However, the parameters
alkalinity, chloride, and TDS appear to be independent of turbidity. These data show similarity
between the wells, in addition to seasonality. What is interesting about these data is the fact that
higher concentrations of some constituents are observed in the up gradient wells MW-1 and MW-19.
Gold Hill Road C&D Landfill – Randolph County, North Carolina September 19, 2013
Water Quality Monitoring Data Discussion Page 4

A detailed analysis of the data has not been completed, however, it is apparent that differences in the
Phase 1 wells and Phase 2 wells are not large, which supports a preliminary conclusion made in the
report for the March 2013 sampling report that the monitoring program is influenced by high
background values of metals, and it does not appear that the landfill has much impact on the data. It
should be noted that no Appendix I organic constituents were detected in the surface water samples.

It should also be noted that with other monitoring programs for CDLFs and MSWLFs under my
purview, for the first phase we have started with an initial small set of wells (which were approved at
the time of permitting) and added to the monitoring network as the facility expanded. If this same
course of action was pursued at this facility, we would not need the Phase 1 wells (keeping in mind
the backward nomenclature) until some future time. Ostensibly, the existing wells would be left in
place and, once the next phase is permitted for construction, the wells would be reactivated.

The September 2013 sampling event was just completed, so the requested changes, if approved,
would be implemented beginning with the March 2014 sampling event. I look forward to discussing
this matter, and on behalf of the facility, I appreciate your consideration of this matter.

Please contact me at your earliest convenience with questions or comments.

Sincerely,

G. David Garrett, P.G., P.E.
9/19/2013
cc: Mr. Al Morton – Gold Hill Road C&D Landfill, Inc.
Attachments
Table 1
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
Well Ground TOC Stickup Groundwater Groundwater
ID Elev. Elev. (feet) Top* Bottom Top Bottom Depth** Elevation Temp. C pH S.C. Turbidity
(feet) (feet) (feet) (feet) (feet) (feet) uMho/cm (ntu)
MW1 802.54 804.99 2.45 20.40 35.40 782.14 767.14 27.63 774.91 16 6.5 346 65.0
MW4 758.61 761.25 2.64 15.00 30.00 743.61 728.61 25.26 733.35 15 5.7 50 3.6
MW8 720.58 723.02 2.44 6.00 21.00 714.58 699.58 14.61 705.97 14 5.5 61 45.0
MW10A 733.20 735.78 2.58 15.00 30.00 741.67 703.20 23.17 710.03 14 5.3 50 36.0
MW15 751.67 754.12 2.45 10.00 25.00 732.78 726.67 12.36 739.31 14 5.9 150 80.0
MW16 742.78 745.20 2.42 10.00 25.00 717.43 717.78 19.96 722.82 15 6.2 259 22.0
MW17 732.43 734.67 2.24 15.00 30.00 712.59 702.43 19.54 712.89 15 6.3 185 4.0
MW18 722.59 724.50 1.91 10.00 25.00 697.59 697.59 9.92 712.67 14 5.7 91 25.0
MW19 782.81 784.76 1.95 20.00 35.00 747.81 747.81 17.86 764.95 15 6.5 236 6.7
* Referenced from ground surface
**Referenced from top of casing
ntu = Nephelometric Turbidity Units
Sampling Date 3/19/2013
Screen Interval Screen Elevation Field Parameters
NM = Not Measured
S.C. = Specific Conductance
Gold Hill Road CDLF 7/25/2013 Page 1 of 1
Sampling Point:CAS ANALYSIS MDL SWSL 2L STD Max Min
Sample Date: NUMBER METHOD ug/l ug/l ug/l ug/l ug/l
PH (field measurement) SW320 SM4500HB NE 7.3 4.8
Total Alkalinity SW337 SM2320B 1000 1000 NE 228000 8
Chloride SW301 SM4500-CLB 5000 5000 250000 24000 4000
Total Dissolved Residue SW311 SM2540C 1000 1000 500000 420000 24000
Sulfate SW315 SM426C 5000 250000 250000 152000 7
Antimony 7440-36-0 EPA200.8 0.14 6 1* 1.1 0.02
Arsenic 7440-38-2 EPA200.8 0.1 10 10 12 0.1
Barium 7440-39-3 EPA200.8 0.02 100 700 763 4.8
Beryllium 7440-41-7 EPA200.8 0.02 1 4* 14 0.02
Cadmium 7440-43-9 EPA200.8 0.02 1 2 24 0.02
Cobalt 7440-48-4 EPA200.8 0.03 10 1* 16 0.02
Copper 7440-50-8 EPA200.8 0.02 10 1000 85 0.02
Total Chromium 7440-47-3 EPA200.8 0.04 10 10 18 0.04
Iron 7439-89-6 SM3111B 15.9 300 300 234750 15.9
Manganese 7439-96-5 EPA200.7 0.61 50 50 23122 1.5
Lead 7439-92-1 EPA200.8 0.02 10 15 54 0.02
Mercury 7439-97-6 EPA200.8 0.05 0.2 1 0.9 0.01
Nickel 7440-02-0 EPA200.8 0.04 50 100 93 0.04
Selenium 7782-49-2 EPA200.8 0.2 10 20 42 0.17
Silver 7440-22-4 EPA200.8 0.02 10 20 2.2 0.02
Thallium 7440-28-0 EPA200.8 0.02 5.5 0.28 0.45 0.02
Vanadium 7440-62-2 EPA200.8 0.14 25 0.3 39 0.28
Zinc 7440-66-6 EPA200.8 0.24 10 1000 719 2.2
Turbidity SW330 SM2130B 1 1 NE 13600 1.6
Conductivity uMho/cm (at 25c) SW323 SM2510B 1 1 NE 559 24
Temperature SW325 SM2550B 24 5
Static Water Level SW318
Well Depth SW411
Chloromethane 74-87-3 EPA8260B 0.77 1 3 1 0.3
Vinyl Chloride 75-01-4 EPA8260B 0.63 1 0.03 0.63 0.63
Bromomethane 74-83-9 EPA8260B 0.67 10 10* 0.67 0.67
Chloroethane 75-00-3 EPA8260B 0.48 10 3000 0.48 0.48
Trichlorofluoromethane 75-69-4 EPA8260B 0.24 1 2000 1 0.24
1,1-Dichloroethene 75-35-4 EPA8260B 0.17 5 5 0.17 0.17
Acetone 67-64-1 EPA8260B 9.06 100 6000 9.06 1.3
Iodomethane 74-88-4 EPA8260B 0.26 10 10 0.26 0.26
Carbon Disulfide 75-15-0 EPA8260B 0.23 100 700 0.23 0.23
Methylene Chloride 75-09-2 EPA8260B 0.64 1 5 2.3 0.64
trans-1,2-Dichloroethene 156-60-5 EPA8260B 0.23 5 100 0.23 0.23
1,1-Dichloroethane 75-34-3 EPA8260B 0.20 5.00 6.00 0.20 0.2
Vinyl Acetate 108-05-4 EPA8260B 0.20 50.00 88* 0.20 0.2
Cis-1,2-Dichloroethene 156-59-2 EPA8260B 0.25 5 70 0.25 0.25
2-Butanone 78-93-3 EPA8260B 2.21 100 4000 4.5 0.9
Bromochloromethane 74-97-5 EPA8260B 0.27 3 NE 0.27 0.27
Chloroform 67-66-3 EPA8260B 0.25 5 70 0.4 0.25
1,1,1-Trichloroethane 71-55-6 EPA8260B 0.19 1 200 0.19 0.19
Carbon Tetrachloride 56-23-5 EPA8260B 0.22 1 0.3 0.22 0.22
Benzene 71-43-2 EPA8260B 0.24 1 1 0.24 0.24
1,2-Dichloroethane 107-06-2 EPA8260B 0.27 1 0.4 0.27 0.27
Trichloroethene 79-01-6 EPA8260B 0.23 1 3 0.23 0.23
1,2-Dichloropropane 78-87-5 EPA8260B 0.21 1 0.6 0.21 0.21
Bromodichloromethane 75-27-4 EPA8260B 0.21 1 0.6 0.21 0.21
Cis-1,3-Dichloropropene 10061-01-5 EPA8260B 0.24 1 1 0.24 0.24
4-Methyl-2-Pentanone 108-10-1 EPA8260B 1.19 100 560* 1.19 1.19
Toluene 108-88-3 EPA8260B 0.23 1 600 7.3 0.23
trans-1,3-Dichloropropene 10061-02-6 EPA8260B 0.28 1 0.4 0.28 0.28
1,1,2-Trichloroethane 79-00-5 EPA8260B 0.25 1 0.6* 0.25 0.25
Tetrachloroethene 127-18-4 EPA8260B 0.17 1 0.7 0.17 0.17
2-Hexanone 591-78-6 EPA8260B 1.57 50 40* 1.57 1.57
Dibromochloromethane 124-48-1 EPA8260B 0.24 3 0.4 0.24 0.24
1,2-Dibromoethane 106-93-4 EPA8260B 0.26 1 0.2 0.26 0.26
Chlorobenzene 108-90-7 EPA8260B 0.3 3 50 0.3 0.3
1,1,1,2-Tetrachloroethane 630-20-6 EPA8260B 0.22 5 NE 0.22 0.22
Ethylbenzene 100-41-4 EPA8260B 0.21 1 600 0.21 0.21
Xylenes 1330-20-7 EPA8260B 0.68 5 500 0.68 0.68
Dibromomethane 74-95-3 EPA8260B 0.28 10 70 0.28 0.28
Styrene 100-42-5 EPA8260B 0.19 1 70 0.19 0.19
Bromoform 75-25-2 EPA8260B 0.2 3 4 0.2 0.2
1,1,2,2-Tetrachloroethane 79-34-5 EPA8260B 0.26 3 0.2 0.26 0.26
1,2,3-Trichloropropane 96-18-4 EPA8260B 0.43 1 0.005 0.43 0.43
1,4-Dichlorobenzene 106-46-7 EPA8260B 0.39 1 6 0.39 0.39
1,2-Dichlorobenzene 95-50-1 EPA8260B 0.32 5 20 0.32 0.32
1,2-Dibromo-3-Chloropropane 96-12-8 EPA8260B 0.34 13 0.04 0.34 0.34
Acrylonitrile 107-13-1 EPA8260B 2.72 200 NE 2.72 2.72
trans-1,4-Dichloro-2-Butene 110-57-6 EPA8260B 0.42 100 NE 0.42 0.42
Tetrahydrofuran 109-99-9 EPA8260B 0.39 1 NE 0.39 0.39
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
Gold Hill Road CDLF 7/25/2013 Page 1 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
5.4 6.6 6.6 6.5 6.3 6.3 5.3
40000 114000 101000 124000 26000 78000 3000
--- U --- U 5000 U 5000 U 5000 U 5000 U 5000 U
76000 157000 260000 165000 99000 208000 55000
10500 J 10500 J 16800 J 11700 J 26400 J 25200 J 23300 J
--- J 0.04 J 0.14 U 0.14 U 0.39 J 0.07 J 0.05 J
1.1 J 5 J 5.1 J 0.1 U 0.55 J 0.9 J 0.13 U
48.9 J 293 180 7.4 J 7.8 J 14.7 J 5.9 J
0.3 J 2 2 0.02 U 0.21 J 0.48 J 0.2 J
0.6 J 1 1 3 0.23 J 0.64 J 0.21 J
7.7 J 16 14 2.7 J 2.4 J 4.9 J 1.4 J
27 85 63 4 J 8.6 J 20 11
3.7 J 18 12 0.04 U 0.57 J 1.6 J 0.7 J
22575 217800 107500 722 1659 6295 1588
1192 23122 5826 379 197 624 81
9.2 J 36 28 0.21 J 0.88 J 3.1 J 0.64 J
--- U --- U 0.05 U 0.05 U 0.05 U 0.04 J 0.03 U
5.9 J 17.2 J 13.6 J 0.96 J 4.5 J 7.3 J 4.5 J
0.4 J 2.8 J 1.4 J 0.2 U 0.2 U 0.27 J 0.17 U
0.1 J 0.5 J 0.18 J 0.02 U 0.02 U 0.1 U 0.1 U
--- U 0.2 J 0.22 J 0.02 U 0.03 J 0.08 J 0.1 J
9.7 J 32 31 1.2 J 2 J 5 J 2.1 J
66 410 234 8 J 26 43 29
140 2800 1900 8.9 40 100 36
94 286 227 281 94 205 50
14 15 15 17 17 16 14
19.16 22.42 22.45 27.13 21.59 26.13 23.17
32.29 32.29 32.29 32.29 32.29 32.29 32.29
--- U --- U 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
3/29/2010 9/29/2010 3/29/2011 9/21/2011 3/21/2012
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
Table 2
9/11/2012 3/19/2013 xxxx2013
M10A
Gold Hill Road CDLF 7/25/2013 Page 2 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
6.2 6.1 6.3 6.4 6.6 6.5 6.5
74000 116000 81000 109000 80000 114000 112000
10000 10000 10000 10000 5000 9000 8000
244000 285000 223000 248000 188000 420000 334000
9500 J 148600 J 42000 J 32000 J 24000 J 37800 J 53100 J
0.5 J 0.3 J 0.59 J 0.39 J 0.4 J 0.22 J 0.25 J
1.7 J 1 J 0.87 J 3 J 0.69 J 2.3 J 1 J
51.1 J 15.5 J 10.8 J 35.2 J 8.3 J 92 J 13 J
0.5 J 0.2 J 0.09 J 0.51 J 0.07 J 1 0.17 J
0.2 J 0.1 3 0.63 J 0.05 J 1 0.35 J
4 J 1.9 J 1.1 J 3 J 0.78 J 5.8 J 1.4 J
12 5.2 J 4.4 J 17 3.1 J 22 5.2 J
6 J 2.3 J 2.4 J 8.1 J 1.7 J 13 2.7 J
12790 2685 3845 10320 2434 35520 5175
138 79 19 J 133 15 J 332 15 J
9.1 J 2.1 J 1.8 J 10 1.3 J 23 2.4 J
--- U --- U 0.05 U 0.05 U 0.05 U 0.07 J 0.03 U
2.8 J 4.2 J 1.6 J 5.5 J 1.1 J 7 J 2.2 J
--- U 0.5 U 0.2 U 0.5 J 0.2 U 0.52 J 0.17 U
0.2 J 0.1 U 0.02 U 0.07 J 0.02 U 0.14 J 0.1 U
--- U 0.2 U 0.02 U 0.05 J 0.02 U 0.25 J 0.07 U
13.9 J 9.1 J 6.1 J 20.8 J 4.4 J 28 7.5 J
24 J 5.7 J 6.7 J 28 4.9 J 71 11
220 650 110 360 45 250 65
235 398 282 321 229 287 346
15 16 15 24 18 17 16
14.44 30.36 25.32 31.76 9.09 31.2 27.63
36.78 36.78 36.78 36.78 36.78 36.78 36.78
--- U --- U 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/29/2011 9/21/2011 3/21/2012 9/11/20123/29/2010 9/29/2010 3/19/2013 xxxx2013
MW1 Background
Gold Hill Road CDLF 7/25/2013 Page 3 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
6.5 6.7 6.1 6.6 6.9 7 5.9
193000 228000 111000 138000 218000 141000 56000
--- U 5000 7000 11000 9000 6000 8000
221000 303000 256000 172000 217000 188000 91000
13900 J 9500 J 9700 J 8500 J 11000 J 7600 J 10200 J
--- U --- U 0.14 U 0.14 U 0.2 J 0.07 J 0.02 U
11 J 5.4 J 12 0.32 J 0.5 J 0.25 J 1.3 J
62.1 J 93.3 J 125 20.2 J 13 J 11.6 J 28 J
3 1 3 0.08 J 0.02 U 0.07 U 0.26 J
3 1 4 0.25 J 0.21 J 0.1 J 0.31 J
3.1 J 1.9 J 3.2 J 0.15 J 0.12 J 0.1 J 0.41 J
14 8.5 J 17 0.17 J 0.95 J 0.6 J 2.5 J
5.3 J 3.9 J 7.9 J 0.04 U 0.04 U 0.18 U 0.79 J
28675 17050 234750 459 129 J 115 J 3077
2669 3673 3078 1203 772 420 1482
40 22 47 0.85 J 0.31 J 0.21 J 4.4 J
--- U --- U 0.05 U 0.05 U 0.05 U 0.04 J 0.03 U
2.1 J 2.8 J 3.2 J 0.31 J 0.67 J 1 J 1.4 J
8.7 J 3.4 J 10 0.2 U 0.2 U 0.17 U 0.49 J
0.5 J 0.3 J 0.56 J 0.02 U 0.02 U 0.1 U 0.1 U
--- U --- U 0.18 J 0.02 U 0.02 U 0.19 J 0.07 U
9.7 J 8 J 13 J 0.81 J 0.31 J 0.28 J 1.7 J
56 42 106 3.5 J 2.9 J 2.3 J 9.8 J
500 1200 1500 14 6.7 --- U 80
357 559 269 317 350 520 150
14 16 14 17 16 16 14
11.36 13.26 12.22 14.59 12.16 13.23 12.36
27.5 27.5 27.5 27.5 27.5 27.5 27.5
--- U 0.9 J 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/21/2012 9/11/2012 3/19/2013 xxxx20133/29/2010 9/29/2010 3/29/2011 9/21/2011
MW15
Gold Hill Road CDLF 7/25/2013 Page 4 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
5.1 5.6 5.7 5.9 6.5 6 6.2
38000 43000 64000 53000 63000 114000 77000
5000 6000 10000 5000 9000 12000 12000
131000 141000 135000 94000 142000 236000 120000
11300 J 6700 J 5000 U 5000 U 6400 J 5000 U 10400 J
0.22 J --- U 0.14 U 0.14 U 0.14 U 0.08 J 0.02 U
2.8 J 1.9 J 2.3 J 0.1 U 0.42 J 2.5 J 0.72 J
122 71.5 J 105 9.2 J 12.3 J 37.9 J 28.4 J
2 0.9 J 1 0.02 U 0.02 U 0.35 J 0.07 J
2 0.5 J 0.94 J 0.13 J 0.12 J 0.2 J 0.12 J
2.7 J 2.4 J 3.7 J 0.3 J 0.73 J 3.9 J 1.8 J
9.7 J 7 J 9.8 J 0.02 U 0.77 J 4.5 J 1.1 J
5.6 J 3 J 4.2 J 0.04 U 0.04 U 3.5 J 0.38 J
43950 14920 49000 388 434 8935 2543
2740 1218 1760 821 1237 2414 2800
21 13 19 0.19 J 0.24 J 3.7 J 0.84 J
--- U --- U 0.05 U 0.05 U 0.05 U 0.03 J 0.03 U
2.9 J 3 J 3 J 0.04 U 0.88 J 3.2 J 1.8 J
2.8 J 1.2 J 2.2 J 0.2 U 0.2 U 0.62 J 0.2 J
0.4 J 0.1 J 0.13 J 0.02 U 0.02 U 0.1 U 0.1 U
--- U 0.1 J 0.18 J 0.02 U 0.02 U 0.07 U 0.07 U
11.5 J 9.7 J 11.9 J 0.88 J 0.53 J 10.1 J 1.4 J
107 69 114 2.7 J 2.9 J 7.7 J 4.2 J
1900 1400 3400 5.6 5.7 120 22
125 127 182 170 253 195 259
15 17 14 17 17 17 15
18.49 20.41 19.99 23.12 19.96 20.58 19.96
27.55 27.55 27.55 27.55 27.55 27.55 27.55
--- U 0.9 J 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 7.3 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/29/2010 9/29/2010 3/29/2011 9/21/2011 3/21/2012 9/11/2012 3/19/2013 xxxx2013
MW16
Gold Hill Road CDLF 7/25/2013 Page 5 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
5.4 6.3 6 5.9 6.4 6.2 6.3
28000 83000 106000 64000 52000 83000 88000
--- U --- 7000 5000 U 5000 8000 7000
90000 133000 145000 87000 79000 120000 142000
--- U --- U 6800 J 5000 J 6500 J 5000 U 5000 U
--- U --- U 0.14 U 0.38 J 0.14 U 0.02 J 0.02 U
1.3 J 1.4 J 1.5 J 0.1 U 0.1 U 0.13 U 0.13 U
158 120 110 5.6 J 4.8 J 7.2 J 5.1 J
0.7 J 0.7 J 0.51 J 0.02 U 0.02 U 0.07 U 0.07 U
2 3 2 0.49 J 0.14 J 0.22 J 0.05 J
6.2 J 6.8 J 7.2 J 0.24 J 0.05 J 0.11 J 0.07 J
11 11 12 0.21 J 0.39 J 0.69 J 0.44 J
3.6 J 2.4 J 3.2 J 0.04 U 0.04 U 0.18 U 0.18 U
36350 28890 29150 560 205 J 223 J 130 J
6636 6817 5039 174 38 J 360 59
21 20 19 0.46 J 0.16 J 0.17 J 0.12 J
--- U --- U 0.05 U 0.08 J 0.05 U 0.02 U 0.03 U
4.4 J 4.4 J 4.5 J 0.04 U 0.23 J 0.96 J 0.74 J
2.4 J 2.6 J 3.3 J 0.2 U 0.2 U 0.17 U 0.17 U
0.3 J 0.4 J 0.22 J 0.02 U 0.02 U 0.1 U 0.1 U
0.1 J 0.1 J 0.17 J 0.02 U 0.02 U 0.07 U 0.07 U
9.3 J 8.6 J 8.8 J 0.63 J 0.32 J 0.34 J 0.44 J
139 122 110 4.1 J 2.3 J 3.1 J 3.2 J
1000 1600 2000 9 6.8 5.5 4
97 158 191 139 122 183 185
15 15 15 16 17 16 15
16.8 20.43 19.46 21.92 18.93 20.55 19.54
32.24 32.24 32.24 32.74 32.74 32.74 32.74
--- U --- U 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/29/2010 9/29/2010 3/29/2011 9/21/2011 3/21/2012 9/11/2012 3/19/2013 xxxx2013
MW17
Gold Hill Road CDLF 7/25/2013 Page 6 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
6.3 6 5.6 5.4 6.3 5.5 5.7
31000 34000 28000 38000 30000 38000 34000
5000 5500 5000 5000 5000 7000 6000
325000 98000 133000 78000 165000 157000 112000
18700 J --- U 6100 J 5000 U 5000 U 5400 J 6300 J
--- U --- U 0.14 U 0.14 U 0.14 U 0.04 J 0.02 U
9.6 J 3.9 J 3.2 J 0.1 U 0.66 J 0.8 J 0.21 J
109 118 113 7.5 J 13.7 J 13.9 J 9.2 J
14 4 3 0.17 J 0.14 J 0.35 J 0.12 J
24 4 3 0.2 J 0.11 J 0.29 J 0.34 J
5.2 J 4.5 J 4.4 J 0.68 J 0.3 J 1 J 0.22 J
16 19 21 0.4 J 1.9 J 4.4 J 1.3 J
2.7 J 2.2 J 2.9 J 0.04 U 1.1 J 2.1 J 0.35 J
228000 67300 19575 674 2088 4606 1221
2914 1967 608 207 45 J 276 50
21 24 21 0.82 J 1 J 2.6 J 0.64 J
--- U --- U 0.05 U 0.06 J 0.05 U 0.04 J 0.03 U
2.2 J 2.8 J 2.5 J 0.04 U 0.67 J 1.6 J 0.62 J
42 J 8.8 J 9.3 J 0.3 J 0.2 U 0.59 J 0.17 U
2.2 J 0.5 J 0.29 J 0.02 U 0.02 U 0.14 J 0.1 U
--- U 0.1 J 0.14 J 0.02 U 0.02 U 0.07 U 0.07 U
10.1 J 10.4 J 10.9 J 1.1 J 3.8 J 6.5 J 1.7 J
506 201 145 4.2 J 5.3 J 8.5 J 5.2 J
7300 1800 2600 8.3 50 100 25
91 95 92 110 97 122 91
14 16 14 16 16 16 14
9.08 11.49 10.27 13.58 9.9 11.43 9.92
27.29 27.29 27.29 27.29 27.29 27.29 27.29
--- U 1 J 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U 2.3 J 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/21/2012 9/11/2012 3/19/2013 xxxx20133/29/2010 9/29/2010 3/29/2011 9/21/2011
MW18
Gold Hill Road CDLF 7/25/2013 Page 7 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
6 6.4 6.2 6.3 6.6 6.2 6.5
56000 49000 66000 74000 71000 64000 78000
4000 --- U 5000 U 5000 U 5000 U 12000 5000 U
280000 224000 220000 168000 191000 162000 154000
104700 J 90000 51200 J 34100 J 37900 J 23500 J 25500 J
--- U --- U 0.14 U 0.14 U 0.14 U 0.04 J 0.02 U
2.2 J 5.3 J 2.2 J 0.19 J 0.29 J 0.13 U 0.13 U
106 108 66.6 J 12.5 J 6.2 J 8.9 J 7.1 J
0.8 J 1 0.57 J 0.02 U 0.02 U 0.07 U 0.07 U
0.7 J 1 0.36 J 0.17 J 0.14 J 0.13 J 0.06 J
4.5 J 4.7 J 4.3 J 0.03 U 0.03 U 0.03 J 0.02 J
15 17 16 0.08 J 0.65 J 0.77 J 0.48 J
7.6 J 8.1 J 6.1 J 0.04 U 0.16 J 0.23 J 0.2 J
55075 51600 3638 100 J 346 137 J 15.9 U
2340 2287 296 7 J 11 J 6 J 1.5 J
13 25 11 0.02 U 0.29 J 0.08 U 0.08 U
--- U --- U 0.05 U 0.05 U 0.05 U 0.02 U 0.03 U
4.8 J 5.9 J 3.9 J 0.04 U 0.18 J 0.72 J 0.47 J
2.3 J 3.2 J 1.2 J 0.51 J 0.2 U 0.17 U 0.23 J
0.2 J 0.3 J 0.09 J 0.02 U 0.02 U 0.1 U 0.1 U
--- U 0.1 J 0.07 J 0.02 U 0.02 U 0.07 U 0.21 J
13.9 J 17 J 12.8 J 1.1 J 0.79 J 0.67 J 0.67 J
189 345 156 2.9 J 3.1 J 7.9 J 2.2 J
1900 1700 750 1.6 5.7 3.2 6.7
354 351 280 262 233 202 236
15 16 15 18 17 18 15
16.58 20.74 18 20.82 15.36 20.42 17.86
37.29 37.29 37.29 37.28 37.28 37.28 37.28
--- U --- U 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U 2.3 J 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/29/2010 9/29/2010 3/29/2011 9/21/2011 3/21/2012 9/11/2012 3/19/2013 xxxx2013
MW19
Gold Hill Road CDLF 7/25/2013 Page 8 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
4.8 5.8 5.3 5.5 6 5.7 5.7
--- U 7000 9000 13000 6000 13000 13000
13000 --- U 5000 U 5000 U 5000 U 5000 5000 U
43000 44000 41000 54000 40000 45000 125000
7 J --- U 5000 U 5000 U 10200 J 5000 U 5000 U
--- U --- U 0.14 U 0.14 U 0.14 U 0.03 J 0.02 U
0.3 J --- U 0.3 J 0.85 J 0.19 J 0.13 U 0.13 U
37 J 22.4 J 35.5 J 71.3 J 9.4 J 24.1 J 6.1 J
0.3 J 0.2 J 0.23 J 0.48 J 0.09 J 0.15 J 0.07 U
--- U 0.1 J 0.08 J 0.19 J 0.02 U 0.17 J 0.08 J
2.6 J 1 J 1.9 J 3.4 J 0.19 J 1.1 J 0.05 J
7.5 J 3.5 J 8 J 14 0.49 J 6.2 J 0.56 J
3.8 J 2 J 4 J 8.2 J 0.67 J 3 J 1 J
8900 4200 6465 22675 220 J 5995 110 J
162 71 103 300 11 J 97 4.1 J
1.9 J 0.8 J 1.7 J 3.6 J 0.08 J 1.2 J 0.08 J
--- U --- U 0.05 U 0.05 U 0.05 U 0.02 J 0.03 U
2 J 2.3 J 2.2 J 3.6 J 0.62 J 3.6 J 1.2 J
--- U --- U 0.2 U 0.2 U 0.2 U 0.17 U 0.17 U
--- U --- U 0.02 U 0.02 U 0.02 U 0.1 U 0.1 U
--- U --- U 0.07 J 0.04 J 0.02 U 0.08 J 0.07 U
13.3 J 8.3 J 14.4 J 26 0.55 J 7.2 J 0.51 J
26 12 20 42 3.5 J 18 4 J
190 240 370 250 4.9 8.3 3.6
41 38 40 42 24 51 50
16 16 15 17 18 16 15
19.22 28.04 25.11 30.5 24.02 29.32 25.26
32.99 32.99 32.99 32.99 32.99 32.99 32.99
--- U --- U 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/29/2010 9/29/2010 3/29/2011 9/21/2011 3/21/2012 9/11/2012 3/19/2013 xxxx2013
MW4
Gold Hill Road CDLF 7/25/2013 Page 9 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
5.2 6.4 5.5 5.8 6.2 5.9 5.5
8 30000 20000 34000 20000 36000 21000
--- U 13000 7000 5000 U 5000 U 5000 U 5000
54000 91000 76000 68000 70000 80000 24000
--- U 5100 J 5000 U 6300 J 12000 J 9600 J 9400 J
--- U 0.6 J 0.14 U 0.14 U 0.14 U 0.05 J 0.02 U
5.1 J 9.5 J 6.3 J 0.1 U 0.1 U 0.24 J 0.13 U
363 763 619 15.9 J 13.3 J 17.8 J 19.7 J
5 9 7 0.15 J 0.15 J 0.17 J 0.23 J
1 2 2 0.6 J 0.05 J 0.08 J 0.09 J
5.9 J 7.1 J 8.5 J 0.41 J 0.05 J 0.44 J 0.46 J
19 22 28 1.2 J 0.53 J 2.2 J 2.2 J
10 13 15 0.75 J 0.1 J 0.87 J 0.89 J
117625 166700 190250 2462 171 J 1930 2432
3421 6416 4359 68 7 J 62 50
32 54 52 0.88 J 0.1 J 0.94 J 0.94 J
0.51 J 0.9 0.38 0.05 U 0.05 U 0.09 J 0.03 U
2.5 J 93 J 4.1 J 0.04 U 0.35 J 1.2 J 0.93 J
1.8 J 3.3 J 4.4 J 0.2 U 0.2 U 0.17 U 0.17 U
0.3 J 1 J 0.59 J 0.02 U 0.02 U 0.1 U 0.1 U
0.1 J 0.3 J 0.45 J 0.02 U 0.02 U 0.14 J 0.07 U
22.5 29 33 2.6 J 0.49 J 2.2 J 2.4 J
336 719 605 11 6.1 J 14 16
2600 13600 4400 29 5.6 40 45
71 75 83 85 63 98 61
14 15 13 16 16 16 14
11.67 17.57 14.44 17.69 13.56 17.32 14.61
25.03 25.03 25.03 25.03 25.03 25.03 25.03
--- U --- U 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U 1 0.24 U 0.6 J 0.24 U 0.4 J 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/29/2010 9/29/2010 3/29/2011 9/21/2011 3/21/2012 9/11/2012 3/19/2013 xxxx2013
MW8
Gold Hill Road CDLF 7/25/2013 Page 10 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
5.7 6.6 6 Missing 6.5 Missing 6.4
--- U --- U 0.14 U Missing 0.14 U Missing 0.04 J
0.8 J 5.4 J 1.1 J Missing 2.2 J Missing 2.3 J
38.9 J 113 J 32.2 J Missing 58.8 J Missing 54.8 J
0.1 J 0.7 U 0.14 J Missing 0.1 J Missing 0.12 J
2.7 J 3.3 J 1.8 J Missing 3.7 J Missing 3 J
3.8 J 12 4.5 J Missing 9.6 J Missing 7.4 J
2.4 J 13 3.7 J Missing 9.6 J Missing 5.6 J
3.4 J 22 2.7 J Missing 9.2 J Missing 6 J
--- U --- U 0.05 U Missing 0.05 U Missing 0.03 U
1.1 J 6.1 J 1 J Missing 2.7 J Missing 2.4 J
--- U 1.2 J 0.23 J Missing 0.2 U Missing 0.3 J
--- U 0.1 J 0.02 U Missing 0.02 U Missing 0.1 U
--- U 0.1 J 0.04 J Missing 0.08 J Missing 0.07 U
5.8 J 36 10.5 J Missing 23.5 J Missing 13.8 J
9.1 J 47 8.3 J Missing 19 Missing 16
144 81 119 Missing 143 Missing 173
13 19 8 Missing 17 Missing 9
--- U --- U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/29/2011 9/21/2011 3/21/2012 9/11/2012 3/19/2013 xxxx20133/29/2010 9/29/2010
SW1
Gold Hill Road CDLF 7/25/2013 Page 11 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
5.8 NM 6.8 Missing 6.7 6.9 6.6
--- U NM 0.29 J Missing 0.4 J 0.44 J 0.1 J
0.4 J NM 0.43 J Missing 0.86 J 0.78 J 0.6 J
28.9 J NM 19.1 J Missing 20.4 J 18.2 J 17.3 J
--- U NM 0.12 J Missing 0.04 J 0.04 J 0.05 J
1.2 J NM 0.2 J Missing 0.34 J 0.44 J 0.27 J
3.4 J NM 3.2 J Missing 6.9 J 5.9 J 3.5 J
1.5 J NM 0.7 J Missing 0.96 J 1.5 J 1 J
1.2 J NM 0.6 J Missing 1.7 J 2.4 J 1.6 J
--- U NM 0.05 U Missing 0.05 U 0.02 U 0.03 U
1.1 J NM 0.39 J Missing 1 J 1.2 J 0.8 J
--- U NM 0.2 U Missing 0.2 U 0.17 U 0.17 U
0.1 J NM 0.02 U Missing 0.02 U 0.1 U 0.1 U
--- U NM 0.02 U Missing 0.02 U 0.07 U 0.07 U
3.2 J NM 0.99 J Missing 2.4 J 2.7 J 2.3 J
5.8 J NM 6.6 J Missing 12 12 10
74 NM 160 Missing 122 98 109
12 NM 7 Missing 18 16 8
NM NM NM 0.77 U 0.77 U 0.77 U 0.77 U
NM NM NM 0.63 U 0.63 U 0.63 U 0.63 U
NM NM NM 0.67 U 0.67 U 0.67 U 0.67 U
NM NM NM 0.48 U 0.48 U 0.48 U 0.48 U
NM NM NM 0.24 U 0.24 U 0.24 U 0.24 U
NM NM NM 0.17 U 0.17 U 0.17 U 0.17 U
NM NM NM 9.06 U 9.06 U 9.06 U 9.06 U
NM NM NM 0.26 U 0.26 U 0.26 U 0.26 U
NM NM NM 0.23 U 0.23 U 0.23 U 0.23 U
NM NM NM 0.64 U 0.64 U 0.64 U 0.64 U
NM NM NM 0.23 U 0.23 U 0.23 U 0.23 U
NM NM NM 0.20 U 0.20 U 0.20 U 0.20 U
NM NM NM 0.20 U 0.20 U 0.20 U 0.20 U
NM NM NM 0.25 U 0.25 U 0.25 U 0.25 U
NM NM NM 2.21 U 2.21 U 2.21 U 2.21 U
NM NM NM 0.27 U 0.27 U 0.27 U 0.27 U
NM NM NM 0.25 U 0.25 U 0.25 U 0.25 U
NM NM NM 0.19 U 0.19 U 0.19 U 0.19 U
NM NM NM 0.22 U 0.22 U 0.22 U 0.22 U
NM NM NM 0.24 U 0.24 U 0.24 U 0.24 U
NM NM NM 0.27 U 0.27 U 0.27 U 0.27 U
NM NM NM 0.23 U 0.23 U 0.23 U 0.23 U
NM NM NM 0.21 U 0.21 U 0.21 U 0.21 U
NM NM NM 0.21 U 0.21 U 0.21 U 0.21 U
NM NM NM 0.24 U 0.24 U 0.24 U 0.24 U
NM NM NM 1.19 U 1.19 U 1.19 U 1.19 U
NM NM NM 0.23 U 0.23 U 0.23 U 0.23 U
NM NM NM 0.28 U 0.28 U 0.28 U 0.28 U
NM NM NM 0.25 U 0.25 U 0.25 U 0.25 U
NM NM NM 0.17 U 0.17 U 0.17 U 0.17 U
NM NM NM 1.57 U 1.57 U 1.57 U 1.57 U
NM NM NM 0.24 U 0.24 U 0.24 U 0.24 U
NM NM NM 0.26 U 0.26 U 0.26 U 0.26 U
NM NM NM 0.3 U 0.3 U 0.3 U 0.3 U
NM NM NM 0.22 U 0.22 U 0.22 U 0.22 U
NM NM NM 0.21 U 0.21 U 0.21 U 0.21 U
NM NM NM 0.68 U 0.68 U 0.68 U 0.68 U
NM NM NM 0.28 U 0.28 U 0.28 U 0.28 U
NM NM NM 0.19 U 0.19 U 0.19 U 0.19 U
NM NM NM 0.2 U 0.2 U 0.2 U 0.2 U
NM NM NM 0.26 U 0.26 U 0.26 U 0.26 U
NM NM NM 0.43 U 0.43 U 0.43 U 0.43 U
NM NM NM 0.39 U 0.39 U 0.39 U 0.39 U
NM NM NM 0.32 U 0.32 U 0.32 U 0.32 U
NM NM NM 0.34 U 0.34 U 0.34 U 0.34 U
NM NM NM 2.72 U 2.72 U 2.72 U 2.72 U
NM NM NM 0.42 U 0.42 U 0.42 U 0.42 U
NM NM NM 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
3/19/2013 xxxx20133/29/2010 9/29/2010 3/29/2011 9/21/2011
SW2
3/21/2012 9/11/2012
Gold Hill Road CDLF 7/25/2013 Page 12 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
6.7 6.9 6.7 NM 7 7.3 6.9
--- U 0.8 J 0.14 U NM 0.14 U 0.03 J 0.02 U
0.4 J 3.6 J 0.6 J NM 0.74 J 0.54 J 0.35 J
37.3 J 88.5 J 27.3 J NM 30.9 J 22.6 J 22 J
0.2 J 0.2 J 0.06 J NM 0.04 J 0.06 J 0.08 J
0.8 J 4.8 J 0.92 J NM 0.91 J 0.28 J 0.32 J
5.3 J 16 3 J NM 3.4 J 1.9 J 2.6 J
2 J 7.4 J 1.5 J NM 1.5 J 0.36 J 1 J
2.3 J 9.6 J 1.3 J NM 1.5 J 0.35 J 0.83 J
--- U --- 0.05 U NM 0.05 U 0.02 U 0.03 U
1.3 J 5.7 J 1.1 J NM 1.3 J 2.2 J 1.2 J
--- U 0.9 J 0.38 J NM 0.2 U 0.34 J 0.17 U
0.1 J 0.1 J 0.02 U NM 0.02 U 0.1 U 0.1 U
--- U --- U 0.13 J NM 0.02 U 0.07 U 0.07 U
4.5 J 17.7 J 3.2 J NM 3.8 J 1.2 J 2.5 J
14 87 8.8 J NM 10 4.3 J 5.7 J
159 300 222 NM 219 208 193
13 19 9 NM 17 18 9
--- U 0.9 J 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U
2.4 J --- U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Permit #7606-CDLF-2001
Ground and Surface Water Monitoring Data
Table 2
3/19/2013 xxxx20133/29/2010 9/29/2010 3/29/2011 9/21/2011 3/21/2012 9/11/2012
SW3 Background
Gold Hill Road CDLF 7/25/2013 Page 13 of 14
Sampling Point:
Sample Date:
PH (field measurement)
Total Alkalinity
Chloride
Total Dissolved Residue
Sulfate
Antimony
Arsenic
Barium
Beryllium
Cadmium
Cobalt
Copper
Total Chromium
Iron
Manganese
Lead
Mercury
Nickel
Selenium
Silver
Thallium
Vanadium
Zinc
Turbidity
Conductivity uMho/cm (at 25c)
Temperature
Static Water Level
Well Depth
Chloromethane
Vinyl Chloride
Bromomethane
Chloroethane
Trichlorofluoromethane
1,1-Dichloroethene
Acetone
Iodomethane
Carbon Disulfide
Methylene Chloride
trans-1,2-Dichloroethene
1,1-Dichloroethane
Vinyl Acetate
Cis-1,2-Dichloroethene
2-Butanone
Bromochloromethane
Chloroform
1,1,1-Trichloroethane
Carbon Tetrachloride
Benzene
1,2-Dichloroethane
Trichloroethene
1,2-Dichloropropane
Bromodichloromethane
Cis-1,3-Dichloropropene
4-Methyl-2-Pentanone
Toluene
trans-1,3-Dichloropropene
1,1,2-Trichloroethane
Tetrachloroethene
2-Hexanone
Dibromochloromethane
1,2-Dibromoethane
Chlorobenzene
1,1,1,2-Tetrachloroethane
Ethylbenzene
Xylenes
Dibromomethane
Styrene
Bromoform
1,1,2,2-Tetrachloroethane
1,2,3-Trichloropropane
1,4-Dichlorobenzene
1,2-Dichlorobenzene
1,2-Dibromo-3-Chloropropane
Acrylonitrile
trans-1,4-Dichloro-2-Butene
Tetrahydrofuran
Color key: Exceeds SWSL but not 2L Exceeds 2L but not SWSL
Detected below SWSL Exceeds 2L and SWSL
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
NM NM NM NM NM NM NM
--- U --- U 0.77 U 0.77 U 0.77 U 0.77 U 0.77 U
--- U --- U 0.63 U 0.63 U 0.63 U 0.63 U 0.63 U
--- U --- U 0.67 U 0.67 U 0.67 U 0.67 U 0.67 U
--- U --- U 0.48 U 0.48 U 0.48 U 0.48 U 0.48 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 9.06 U 9.06 U 9.06 U 9.06 U 9.06 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.64 U 0.64 U 0.64 U 0.64 U 0.64 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.20 U 0.20 U 0.20 U 0.20 U 0.20 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 2.21 U 2.21 U 2.21 U 2.21 U 2.21 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.27 U 0.27 U 0.27 U 0.27 U 0.27 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 1.19 U 1.19 U 1.19 U 1.19 U 1.19 U
--- U --- U 0.23 U 0.23 U 0.23 U 0.23 U 0.23 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.25 U 0.25 U 0.25 U 0.25 U 0.25 U
--- U --- U 0.17 U 0.17 U 0.17 U 0.17 U 0.17 U
--- U --- U 1.57 U 1.57 U 1.57 U 1.57 U 1.57 U
--- U --- U 0.24 U 0.24 U 0.24 U 0.24 U 0.24 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.3 U 0.3 U 0.3 U 0.3 U 0.3 U
--- U --- U 0.22 U 0.22 U 0.22 U 0.22 U 0.22 U
--- U --- U 0.21 U 0.21 U 0.21 U 0.21 U 0.21 U
--- U --- U 0.68 U 0.68 U 0.68 U 0.68 U 0.68 U
--- U --- U 0.28 U 0.28 U 0.28 U 0.28 U 0.28 U
--- U --- U 0.19 U 0.19 U 0.19 U 0.19 U 0.19 U
--- U --- U 0.2 U 0.2 U 0.2 U 0.2 U 0.2 U
--- U --- U 0.26 U 0.26 U 0.26 U 0.26 U 0.26 U
--- U --- U 0.43 U 0.43 U 0.43 U 0.43 U 0.43 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
--- U --- U 0.32 U 0.32 U 0.32 U 0.32 U 0.32 U
--- U --- U 0.34 U 0.34 U 0.34 U 0.34 U 0.34 U
--- U --- U 2.72 U 2.72 U 2.72 U 2.72 U 2.72 U
--- U --- U 0.42 U 0.42 U 0.42 U 0.42 U 0.42 U
--- U --- U 0.39 U 0.39 U 0.39 U 0.39 U 0.39 U
Notes:
SWSL = Solid Waste Section Limit, a laboratory reporting limit established by NCDENR
2L Std. = groundwater protection standard based on 15A NCAC 2L except as denoted by *
* - denotes groundwater standard based on other criteria
Laboratory results in bold exceed the higher of NCAC 2L Standard or SWSL
ND = Not Detected above the Laboratory Reporting Limit
NE = Not Established NM = Not Measured
U = not detected above the laboratory method detection limit
J = Estimated value above laboratory method detection limit and below SWSL
Trip Blank
3/29/2011 9/21/2011 3/21/2012 9/11/2012 3/19/20133/29/2010 9/29/2010
Table 2
Ground and Surface Water Monitoring Data
Permit #7606-CDLF-2001
Gold Hill Road CDLF 7/25/2013 Page 14 of 14
Attachment 1 – Temporal Variation by Well
1

0
50000
100000
150000
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300000
3/
1
/
2
0
1
0
9/
1
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0
1
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9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-10A
0
500
1000
1500
2000
2500
3000
3/
1
/
2
0
1
0
9/
1
/
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0
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1
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9/
1
/
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0
1
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1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-10A
0
50
100
150
200
250
300
350
400
450
3/
1
/
2
0
1
0
9/
1
/
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0
1
0
3/
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/
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0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-10A
Attachment 1 – Temporal Variation by Well
2

0
5
10
15
20
25
30
35
40
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-10A
0
2
4
6
8
10
12
14
16
18
20
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-10A
0
0.5
1
1.5
2
2.5
3
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Be
Hg
Se
Ag
Tl
All values in ug/l MW-10A
Attachment 1 – Temporal Variation by Well
3

0
50000
100000
150000
200000
250000
300000
350000
400000
450000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-1
0
100
200
300
400
500
600
700
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-1
0
10
20
30
40
50
60
70
80
90
100
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-1
Attachment 1 – Temporal Variation by Well
4

0
5
10
15
20
25
30
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-1
0
1
2
3
4
5
6
7
8
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-1
0
0.2
0.4
0.6
0.8
1
1.2
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Be
Hg
Se
Ag
Tl
All values in ug/l MW-1All values in ug/l MW-1
Attachment 1 – Temporal Variation by Well
5

0
50000
100000
150000
200000
250000
300000
350000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-15
0
200
400
600
800
1000
1200
1400
1600
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-15
0
20
40
60
80
100
120
140
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-15
Attachment 1 – Temporal Variation by Well
6

0
5
10
15
20
25
30
35
40
45
50
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-15
0
2
4
6
8
10
12
14
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-10A
0
2
4
6
8
10
12
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Be
Hg
Se
Ag
Tl
All values in ug/l MW-10A
Attachment 1 – Temporal Variation by Well
7

0
50000
100000
150000
200000
250000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-16
0
2000
4000
6000
8000
10000
12000
14000
16000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-16
0
20
40
60
80
100
120
140
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-16
Attachment 1 – Temporal Variation by Well
8

0
5
10
15
20
25
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-16
0
0.5
1
1.5
2
2.5
3
3.5
4
4.5
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-16
0
0.5
1
1.5
2
2.5
3
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Be
Hg
Se
Ag
Tl
All values in ug/l MW-16
Attachment 1 – Temporal Variation by Well
9

0
20000
40000
60000
80000
100000
120000
140000
160000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-17
0
500
1000
1500
2000
2500
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-17
0
20
40
60
80
100
120
140
160
180
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-17
Attachment 1 – Temporal Variation by Well
10

0
5
10
15
20
25
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-17
0
1
2
3
4
5
6
7
8
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-17
0
0.5
1
1.5
2
2.5
3
3.5
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Be
Hg
Se
Ag
Tl
All values in ug/l MW-17
Attachment 1 – Temporal Variation by Well
11

0
50000
100000
150000
200000
250000
300000
350000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-18
0
1000
2000
3000
4000
5000
6000
7000
8000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-18
0
100
200
300
400
500
600
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-18
Attachment 1 – Temporal Variation by Well
12

0
5
10
15
20
25
30
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-18
0
5
10
15
20
25
30
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-18
0
5
10
15
20
25
30
35
40
45
1/
1
/
1
9
0
0
1/
2
/
1
9
0
0
1/
3
/
1
9
0
0
1/
4
/
1
9
0
0
1/
5
/
1
9
0
0
1/
6
/
1
9
0
0
1/
7
/
1
9
0
0
Be
Hg
Se
Ag
Tl
All values in ug/l MW-18All values in ug/l MW-18
Attachment 1 – Temporal Variation by Well
13

0
50000
100000
150000
200000
250000
300000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-19
0
200
400
600
800
1000
1200
1400
1600
1800
2000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-19
0
50
100
150
200
250
300
350
400
450
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-19
Attachment 1 – Temporal Variation by Well
14

0
5
10
15
20
25
30
35
40
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-19
0
1
2
3
4
5
6
7
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-19
0
0.5
1
1.5
2
2.5
3
3.5
1/
1
/
1
9
0
0
1/
2
/
1
9
0
0
1/
3
/
1
9
0
0
1/
4
/
1
9
0
0
1/
5
/
1
9
0
0
1/
6
/
1
9
0
0
1/
7
/
1
9
0
0
Be
Hg
Se
Ag
Tl
All values in ug/l MW-19
Attachment 1 – Temporal Variation by Well
15

0
50000
100000
150000
200000
250000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-4
0
50
100
150
200
250
300
350
400
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-4
0
10
20
30
40
50
60
70
80
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-4All values in ug/l MW-4
Attachment 1 – Temporal Variation by Well
16

0
5
10
15
20
25
30
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-4
0
0.5
1
1.5
2
2.5
3
3.5
4
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-4
0
0.1
0.2
0.3
0.4
0.5
0.6
1/
1
/
1
9
0
0
1/
2
/
1
9
0
0
1/
3
/
1
9
0
0
1/
4
/
1
9
0
0
1/
5
/
1
9
0
0
1/
6
/
1
9
0
0
1/
7
/
1
9
0
0
Be
Hg
Se
Ag
Tl
All values in ug/l MW-4
Attachment 1 – Temporal Variation by Well
17

0
10000
20000
30000
40000
50000
60000
70000
80000
90000
100000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Alk
Chl
TDS
Sulf
Fe
Mn
All values in ug/l MW-8
0
2000
4000
6000
8000
10000
12000
14000
16000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Turb
All values in ug/l MW-8
0
100
200
300
400
500
600
700
800
900
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Ba
Cu
Zn
All values in ug/l MW-8
Attachment 1 – Temporal Variation by Well
18

0
10
20
30
40
50
60
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Pb
V
Cr
All values in ug/l MW-8
0
10
20
30
40
50
60
70
80
90
100
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Co
As
Ni
Cd
All values in ug/l MW-8
0
1
2
3
4
5
6
7
8
9
10
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
Be
Hg
Se
Ag
Tl
All values in ug/l MW-8
Attachment 2 – Temporal Variation by Constituent
19

0
2000
4000
6000
8000
10000
12000
14000
16000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l TurbidityAll values in ug/l
0
2
4
6
8
10
12
14
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Arsenic
0
100
200
300
400
500
600
700
800
900
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Barium
Attachment 2 – Temporal Variation by Constituent
20

0
2
4
6
8
10
12
14
16
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Cadmium
0
2
4
6
8
10
12
14
16
18
20
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l ChromiumAll values in ug/l
0
2
4
6
8
10
12
14
16
18
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Cobalt
Attachment 2 – Temporal Variation by Constituent
21

0
10
20
30
40
50
60
70
80
90
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l CopperAll values in ug/l
0
10
20
30
40
50
60
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Lead
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Mercury
Attachment 2 – Temporal Variation by Constituent
22

0
10
20
30
40
50
60
70
80
90
100
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l All values in ug/l Nickel
0
0.5
1
1.5
2
2.5
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Silver
0
5
10
15
20
25
30
35
40
45
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Selenium
Attachment 2 – Temporal Variation by Constituent
23

0
0.05
0.1
0.15
0.2
0.25
0.3
0.35
0.4
0.45
0.5
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Thallium
0
5
10
15
20
25
30
35
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l VanadiumAll values in ug/l
0
100
200
300
400
500
600
700
800
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l ZincAll values in ug/l
Attachment 2 – Temporal Variation by Constituent
24

0
50000
100000
150000
200000
250000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Alkalinity
0
2000
4000
6000
8000
10000
12000
14000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Chloride
0
50000
100000
150000
200000
250000
300000
350000
400000
450000
3/
1
/
2
0
1
0
9/
1
/
2
0
1
0
3/
1
/
2
0
1
1
9/
1
/
2
0
1
1
3/
1
/
2
0
1
2
9/
1
/
2
0
1
2
3/
1
/
2
0
1
3
M10A
MW1
MW15
MW16
MW17
MW18
MW19
MW4
MW8
All values in ug/l Total Dissolved Solids