1306_GreenwayWaste_CDLF_LandfillExpApp_DIN28462_20170908

September 8, 2017
HIGHWAY 49 CONSTRUCTION & DEMOLITION LANDFILL PERMIT
MODIFICATION AMENDMENT APPLICATION

Prepared For:

Greenway Waste Solutions of Harrisburg, Inc.
19109 West Catawba Avenue, Suite 200
Cornelius, North Carolina 28031

Prepared By:

CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA

CEC Project 111-370.002

SEPTEMBER 2017

North Carolina Board of Examiners
For
Engineers and Surveyors
License No. C-3035

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TABLE OF CONTENTS
Page
1.0 GENERAL INFORMATION ...........................................................................................1
Project Description.................................................................................................. 1
Compliance with State and County Solid Waste Management Plans.................... 5
2.0 FACILITY PLAN ..............................................................................................................6
Facility Drawings .................................................................................................... 6
2.1.1 Facility Map .................................................................................................6
Facility Compliance ................................................................................................ 6
Waste stream ........................................................................................................... 7
Landfill Capacity .................................................................................................... 7
3.0 ENGINEERING REPORT ...............................................................................................9
Landfill Facility Information .................................................................................. 9
Erosion and Sedimentation Control ...................................................................... 10
Stormwater Conveyance and Mitigation .............................................................. 11
3.3.1 Permit Modification Drainage Improvements ...........................................12
Stability and Settlement ........................................................................................ 13
Design Hydrogeologic Report .............................................................................. 13
Construction of the Landfill .................................................................................. 13
3.6.1 Final Cover System ....................................................................................14
3.6.2 Construction Quality Assurance Plan ........................................................15
4.0 CLOSURE PLAN ............................................................................................................16
Closure Cap System .............................................................................................. 16
Construction of Cap System ................................................................................. 16
Closure Schedule .................................................................................................. 16
Closure Cost .......................................................................................................... 17
5.0 POST-CLOSURE PLAN.................................................................................................18
Post-Closure Plan .................................................................................................. 18
Post-Closure Maintenance .................................................................................... 18
Post-Closure Monitoring ....................................................................................... 18
Planned use ........................................................................................................... 19
Post Closure Cost Estimate ................................................................................... 19

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Table of Contents (continued)
Page ii

FIGURES

Figure 1-1 – Floodplains Figure
Figure 1-2 – Wetlands Figure
Figure 1-3 – USGS Topography Map
Figure 1-4 – Facility Map

TABLES

Table 1-1 – Capacity and Acreage
Table 1-2 – Proposed Capacity Modification
Table 5-1 – Post-Closure Inspection Checklist

APPENDICES

Appendix A – Operations and Maintenance Plan
Appendix B – Drawings
Appendix C – Engineering Calculations
Appendix D – Cost Estimate
Appendix E – Proposed Monitoring Plan
Appendix F – Construction Quality Assurance

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Table of Contents (continued)
Page iii

PERMIT MOD DRAWINGS
C000
C100
C200
C300
–
–
–
–
Cover Sheet
Existing Site Conditions
Proposed Landfill Closure Grading Plan
Proposed Landfill Closure Drainage Basin Map
C400 – Details

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1.0 GENERAL INFORMATION

PROJECT DESCRIPTION

The Facility is located in Cabarrus County, North Carolina, off of NC Highway 49. The Facility
is bordered by Speedrail Court, Coddle Creek, and Mulberry Road. The immediate area west of
the site is industrial in nature with the remainder of the site surrounded by rural and primarily
wooded land. There is residential development to the north and east of the site, separated by
Coddle Creek. Residential development is also present on Mulberry Road, south of the site. The
landfill is classified as a C&D Landfill under Permit Number 13-06. This Permit Amendment
Application is being made in support of a Permit Modification, extension of the Permit to
Construct Phase I Expansion (July 1, 2011) and the Permit Renewal for the landfill.

The landfill is currently comprised of three operating phases (Phases 1, 2 and 3) totaling
approximately 25.8 acres and a proposed Expansion Area comprised of three additional phases
(Phase I, II and III) totaling 36.8 acres. Internal roads will be maintained to be passable by disposal
vehicles in all weather for access to the operations areas. Access roads will be provided to reach
monitoring wells and other locations requiring periodic servicing.

The Landfill facility has an existing entrance (Speedrail Court) off of Highway 49 in the western
portion of the site. A scalehouse, scales, parking stalls, and a gate is located in the entrance
corridor. Four existing sediment basins control the run-off from Phases 1, 2 and 3 of the operating
landfill. One additional sediment basin has been constructed to control run-off from the Phase I
Expansion area. Figure 1-1 shows the separation from floodplains, Figure 1-2 demonstrates that
the Facility is not located in wetlands, and Figure 1-3 shows the general USGS topography and
nearby streams.

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Figure 1-1 - Floodplain Map

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Figure 1-2 - Wetlands Map

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Figure 1-3 - USGS Topography Map

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COMPLIANCE WITH STATE AND COUNTY SOLID WASTE MANAGEMENT
PLANS

The Facility is being developed in compliance with the North Carolina Department of Environment
Quality (NCDEQ). The State Waste Policy and Management Act required NCDEQ to develop a
state solid waste management plan. NCDEQ requires that a solid waste management facility
permit to have two parts: Permit to Construct, and Permit to Operate and be in accordance with
North Carolina Solid Waste Management Rules 15A NCAC 13B .0201 (c) and (d) and Rule 15A
NCAC 13B .0534 (b) (2). Operation and maintenance of the Solid Waste Compost and
Reprocessing Facility is in accordance with Solid Waste Compost Rules 15A NCAC 13B, Section
.1401.

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2.0 FACILITY PLAN

FACILITY DRAWINGS

2.1.1 Facility Map

Figure 1-4 depicts the Facility Map prepared on a topographical map representative of existing site
conditions. It also reflects adjusted limits from the Permit Modification plans.

Figure 1-4 - Facility Map

FACILITY COMPLIANCE

The following is a discussion of the characteristics of the waste received at the facility, an
analysis of landfill capacity and soil resources, and special engineering features consistent with
Subparagraph (e)(1-2) of 15A NCAC 13B.

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WASTE STREAM

Waste that is generated from the construction, remolding, repair, or demolition operation on
pavement and buildings or structures will be accepted. The waste acceptance rate projected for this
facility is approximately 120,000 tons per year. The estimated disposal rate may vary due to
population, industrial, and commercial growth within the region, recycling efforts, or availability
of other landfills. The Facility serves Cabarrus, Mecklenburg, Union Stanly, and Rowan Counties.
Waste segregation procedures are presented in the Operations and Maintenance Plan, Appendix
A. The facility will be operated with equipment owned by the landfill owner. At minimum
equipment will consist of a dozer, compactor, track hoe, and a water truck.

LANDFILL CAPACITY

The C&D Landfill has an existing permitted gross capacity of 2,370,000 yd3 and 25.80 total acres
for Phases 1, 2, and 3 (Current Landfill). Phases I, II, and III (Landfill Expansion) comprise an
additional 36.8 acres with a gross capacity of 3,100,000 yd3. Capacity calculations were performed
for the Facility from grading and closure plans as shown in the Permit Drawings (Appendix B).
The currently Permitted Capacity and Acreages and the proposed Acreages of each of the phases
are shown in the chart below:
Table 1-1 – Capacity and Acreages
C&D Unit Gross Capacity (cy) Acreage
Current Landfill Permitted Proposed
Phase 1 1,509,000 14.8 11.1
Phase 2 & 3 861,000 10.2 18.3
Sub-Total 2,370,000 25.8 29.4
Landfill Expansion
Phase I 1,000,000 16.2 16.2
Phase II 1,000,000 8.6 8.6
Phase III 1,100,000 12.0 12.0
Sub-Total 3,100,000 36.8 36.8
Total for Facility 5,470,000 62.6 66.2

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The edge of waste limits for Phases 1-3 were adjusted slightly to maximize the proposed waste
footprint, but still maintain compliance with all NC Solid Waste regulations and buffers. The
revised limits are shown in Figure 1-4 above and in the construction drawings (sheets C200 and
C300). The proposed modifications (see Section 3.1) to Phases 1-3 and Landfill Expansion areas
will result in additional capacity for the phases. The combined permitted capacity for Phases 1-3
and Landfill Expansion is 5,470,000 cubic yards (cy). The proposed revisions associated with this
permit modification will increase the capacity for Phases 1-3 and Landfill Expansion to 5,996,908
cy. The resulting additional capacity is 526,908 cy, a 9.6% increase in capacity. This information
is summarized in the table below:

Table 1-2 – Proposed Capacity Modification
Area
Permitted
Capacity (cy)
Proposed
Additional
Capacity (cy)
Proposed
Capacity (cy)
Proposed
Increase in
Capacity
Phases 1-3 and
Landfill
Expansion
5,470,000 526,908 5,996,908 9.6%

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3.0 ENGINEERING REPORT

LANDFILL FACILITY INFORMATION

The Greenway Waste Solutions of Harrisburg, LLC. Construction and Demolition Debris Landfill
is located in Cabarrus County, NC. The operating landfill is located just north of Harrisburg and
accessed by Speedrail Court off of Highway 49. The Facility is bordered by Coddle Creek to the
north and east which joins the Rocky River to the south. The original permit for the facility to
construct Phase 1 was issued in 2000. The Permit to Operate for Phase 1 was issued in 2000, Permit
to Construct Phase 2 to was issued in 2004. The Permit to Construct Phase 3 was issued in 2007,
Permit to Operate Phases 1-3 and the Permit to Construct Phase I of the Landfill Expansion was
issued in 2011. Filling operations in Phases 1-3 of the landfill is on-going.

The landfill is currently comprised of three operating phases (Phases 1, 2 and 3) totaling
approximately 25.8 acres and a proposed Expansion Area comprised of 3 additional phases
(Phases I, II and III) totaling 36.8 acres. This Permit Application addresses the following items:

1. Permit Modification for Phases 1, 2 and 3:

The modification includes the expansion of the permitted limits of waste to a total 29.4 acres, along
with closure grade modifications and the addition of tack-on drainage swales in place of benches
on the landfill side slopes.

2. Extension to Permit to Construct Phase I Expansion:

Request extension to the Permit to Construct for the Phase I Expansion, dated July 1, 2011 (DIN
11248).

3. Permit Renewal for Phases 1, 2 and 3.

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EROSION AND SEDIMENTATION CONTROL

The Erosion and Sedimentation Control Plans were developed to meet all requirements set forth
by the Sedimentation Pollution Control Law (15A NCAC 4), and other requirements set forth by
NCDEQ. The Erosion and Sediment Control Plan was developed by others and no changes are
proposed as part of this Permit Modification, extension of the Permit to Construct Phase I
Expansion (July 1, 2011) and the Permit Renewal for the landfill. Temporary measures to be used
on the site are temporary berms, ditches, and silt (sediment) fencing. These, along with the
permanent sediment basins, permanent ditches and seeding make up all erosion control measures
to be utilized on the site.

The sediment basins shall be inspected at minimum weekly, and after each significant rain event
(1/2-inch or greater). Sediment shall be removed and the basin restored to original dimensions
after sediment has accumulated to one-half (1/2) of design volume indicated by cleanout stripe on
riser structure. Removed sediment shall be placed in an area that has sediment controls in place.
Sediment basin spillways, baffles, embankments and outlet control structure shall be inspected at
the same time for erosion damage and piping (embankment only). All necessary repairs shall be
made immediately to prevent basin failure.

Silt fencing shall be inspected at least once per week and after every rainfall event. Any tears,
cracks or overall failure should be repaired and/or replaced immediately. Sediment deposits shall
be removed as necessary to ensure proper functioning of fencing. Silt fencing shall remain until
final site stabilization has occurred.

Permanent ditches should be seeded and matted immediately after their construction; they should
be inspected after all rain events for any failure of the ditch or erosion control matting. All outlet
protection measures used to protect channel vegetation from damage shall be inspected for wash
out. All necessary repairs/replacements should be made immediately, and rip rap should be added
where necessary.

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Embankment and landfill cover slopes shall be periodically inspected for erosion. The slopes shall
be mowed no more than twice per year. The embankment slopes shall be re-fertilized in the second
year unless vegetation growth is fully adequate. The damaged areas shall be re-seeded (permanent
seeding for embankment slopes and temporary seeding for landfill cover slopes), fertilized and
mulched immediately. Seeding, fertilizing and mulching shall be in accordance with the Erosion
and Sedimentation control plan.

STORMWATER CONVEYANCE AND MITIGATION

This Landfill was exempted from the water quality control requirements of the Town of Harrisburg
Stormwater Quality Ordinance as the Landfill is to be permitted under the existing NPDES Phase
1 Stormwater Permit for Industrial Activities. The stormwater permitting requirements and water
quality control exemption was provided by the Town in a letter dated September 10, 2008. The
letter was included in the Phase I Expansion Application to Construct prepared by BP Barber. The
Town issued the following stormwater requirements for the development of the Phase I Expansion
area:

• Control and conveyance of post-construction runoff from the development by
vegetated conveyances to the maximum extent practicable;
• Compliance with section 15 of Article 4 of the Town's Unified Development
Ordinance pertaining to preservation of natural areas along designated streams and
rivers;
• Control of the post-development discharges to pre-development levels for the 1-year
and 10-year design storms;
• Compliance with general engineering design criteria in accordance with 15A NCAC
2H .1008(c);
• Requirement of recorded deeded restrictions or protective covenants to ensure the
future land use of the development is maintained consistent with the approved
stormwater management plan; and
• An approved erosion and sediment control plan for land disturbances granted by
Cabarrus County or NCDEQ.

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Stormwater calculations for the existing site stormwater attenuation and erosion control measures
can be found in the previously-approved applications in support of the Permit to Construct Phase
1 (issued March 20, 2000), Permit to Construct Phase 2 (issued April 4, 2000) and the Permit to
Construct Phase I Expansion (issued July 1, 2011). No significant changes to the permitted and
constructed stormwater and erosion control measures are expected as part of the request(s) for
Permit Modification, Extension of Permit to Construct the Expansion Area Phase I and/or Permit
Renewal associated with this Engineering Plan.

3.3.1 Permit Modification Drainage Improvements

The Permit modification includes the addition of tack-on drainage swales constructed along the
landfill slope and permanent ditches at the toe of the landfill slopes. The permanent ditches are
designed for erosion control purposes and stormwater conveyance to existing sediment basins.
The ditches are to be vegetated with at least 90% landscaped cover at all times and will require
matting with temporary erosion control blankets, until vegetated, as specified in the Permit
Modification Drawings.

Calculations were performed to ensure that the proposed “tack-on” drainage swales could convey
stormwater run-off from the landfill face to downchutes which will discharge to perimeter swales
and the existing sediment basins. Tack-on and perimeter swales were sized to intercept and convey
slope drainage from the 25 year, 24 hour storm event. Stormwater run-off flows were calculated
using the rational method. Based on the drainage basin map, the basin area for each tack-on swale
will not exceed 2 acres and the basin area for each perimeter swale will not exceed 5 acres.

In order to avoid failure due to high exit velocities from downchute pipes, downchute pipes will
have energy dissipation devices such as anchored tees installed. Downchute pipes and ditches are
to be inspected every six months or after every major storm event (1/2" or greater). Calculations,
drawings and corresponding references can be found in Appendices B and C of the Permit
Modification prepared by Civil & Environmental Consultants, Inc. (CEC) dated January 29, 2016.
The addition of the tack-on swales do not affect the previously designed erosion control measures
currently in place on the site.

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STABILITY AND SETTLEMENT

Settlement and stability calculations for the Phases 1, 2 and 3 and the Phase I Expansion can be
found in the previously-approved applications in support of the Permit to Construct Phase 1 (issued
March 20, 2000), Permit to Construct Phase 2 (issued April 4, 2000) and the Permit to Construct
Phase I Expansion (issued July 1, 2011). No significant changes to the landfill location, design,
construction and operations are requested for the for Permit Modification, Extension of Permit to
Construct the Expansion Area Phase I and/or Permit Renewal associated with this Engineering
Plan.

DESIGN HYDROGEOLOGIC REPORT

A Design Hydrogeologic Report for the Phases 1, 2 and 3 and the Phase I Expansion from the
previously approved Permit to Construct Phase I Expansion (issued July 1, 2011) can be found in
Appendix E of this report.

The limits of waste for Phases 1, 2 and 3 as depicted in the Permit Modification have been
expanded from the original permitted limits. The expanded limits are within 100 feet of original
limits in all locations around the perimeter of the landfill. No significant changes to subsurface
hydrogeologic conditions are expected in the expanded area from what was studied in original
permit applications.

CONSTRUCTION OF THE LANDFILL

This landfill was designed in accordance with 15A NCAC 13B of the North Carolina Solid Waste
Management Rules.

Preparation and development of the landfill will require a number of activities including subgrade
preparation, sediment and erosion control, and stormwater control. No changes to the landfill
location, design, construction and operations are requested for the for Permit Modification,

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Extension of Permit to Construct the Expansion Area Phase I and/or Permit Renewal associated
with this Engineering Plan.

3.6.1 Final Cover System

The standard closure cap system is designed to minimize infiltration and erosion and remains
unchanged from the Phases 1, 2 and 3 and the Phase I Expansion currently approved PTC. To
minimize infiltration the cap system will consist of 18 inches of soil having a permeability less
than or equal to the soils underlying the landfill, or no greater than 1.0 X 10-5 cm/sec, whichever
is less. The low permeability layer will be installed in two 9 inch lifts. To minimize erosion and to
protect the low-permeability barrier from root penetration, 18 inches of earthen material that is
capable of sustaining native plant growth will overlay the low-permeability layer. The vegetative
layer will be installed in two 9 inch lifts and seeded according to the details on the closure
drawings. A minimum five percent slope will be maintained for the top of the cell and the side
slopes will not exceed three horizontal feet to one vertical foot.

In addition, this permit application modifies the existing permitted closure system. The existing
permitted final elevation contours for Phases 1, 2, and 3 depict 3:1 side slopes from the edge of
waste to the top of the completed landfill. In addition, flat benches ten feet in width were to be
constructed every 40 vertical feet along the face of the completed landfill slope. Stormwater
conveyance swales were proposed on the benches to intercept stormwater run-off from the landfill
slope face. The bench swales were to discharge to slope drains which feed into swales at the base
of the landfill, then directed run-off towards permanent sediment control basins. The combination
of benches with swales and slope drains reduced the sheet flow distance for stormwater run-off
along the landfill slopes.

The revised final elevation contours for Phases 1, 2 and 3 are shown in the Drawings, Sheet C400,
of the Permit Modification prepared by Civil & Environmental Consultants, Inc. (CEC) dated
January 29, 2016 (Appendices B and C). Calculations, drawings and corresponding references can
be found in Appendices B and C of the Permit Modification prepared by Civil & Environmental
Consultants, Inc. (CEC) dated January 29, 2016. The final elevation contours depict a 3:1 slope

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from the revised edge of waste line to the final top elevation of the landfill. All required buffers
are maintained. The flat benches, as depicted in the permitted drawings, have been removed from
the landfill face and replaced with “tack-on” drainage swales constructed on the landfill side slopes
to intercept sheet flow run-off and convey the storm water to perimeter swales and sediment basins.
There are no modifications proposed for the permanent sediment basins. The highest proposed
elevation of the modified landfill Phases 1, 2 and 3 will be elevation 676 feet (NAVD 1988), which
is less than the permitted top elevation for Phases 1, 2 and 3 of 710 feet.

The edge of waste limits for Phases 1, 2 and 3 were adjusted slightly to maximize the proposed
waste footprint, but still maintain compliance with all NC Solid Waste regulations and buffers.
The revised limits are shown in the Drawings. The proposed modifications to Phases 1, 2 and 3
will result in additional 9.6% increase in capacity as discussed in Section 2.4.

3.6.2 Construction Quality Assurance Plan

The Construction Quality Assurance (CQA) Plan can be seen in Appendix F in accordance with
Rule .0541 of 15A NCAC 13B. The CQA report contains the construction quality assurance and
construction quality control procedures.

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4.0 CLOSURE PLAN

CLOSURE CAP SYSTEM

The permitted final cover system will remain unchanged from the previously approved PTC See
section 3.6.1 Final Cover System. The standard closure cap system is designed to minimize
infiltration and erosion and remains unchanged from the Phases 1, 2 and 3 and the Phase I
Expansion currently approved PTC. To minimize infiltration the cap system will consist of 18
inches of soil having a permeability less than or equal to the soils underlying the landfill, or no
greater than 1.0 X 10-5 cm/sec, whichever is less. The low permeability layer will be installed in
two 9 inch lifts. To minimize erosion and to protect the low-permeability barrier from root
penetration, 18 inches of earthen material that is capable of sustaining native plant growth will
overlay the low-permeability layer. The vegetative layer will be installed in two 9 inch lifts and
seeded according to the details on the closure drawings. A minimum five percent slope will be
maintained for the top of the cell and the side slopes will not exceed three horizontal feet to one
vertical foot.

CONSTRUCTION OF CAP SYSTEM

The post-settlement surface slopes will be a minimum of five percent and a maximum of 33 percent
remains unchanged from the Phases 1, 2 and 3 and the Phase I Expansion currently approved PTC.

CLOSURE SCHEDULE

Prior to beginning closure activities the Division will be notified of the intent to close the unit and
place such notification in the operating record. No later than 30 days after the date the unit
receives the known final receipt of waste, closure activities will commence unless an extension
has been granted from the Division. The closure activities will be complete 180 days following the
beginning of closure activities unless the Division grants an extension.

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Following closure of a unit, the Division will be notified that a certification signed by the project
engineer verifying closure has been completed in accordance with the closure plan has been placed
in the operating record. Following closure of the Construction and Demolition Landfill a notation
on the deed to the facility property will be recorded with the local Register of Deeds office, or
some other instrument that is normally examined during a title search and a copy of the notation
will be placed in the operating record. The notation will in perpetuity notify any potential
purchaser that the land has been used as a Construction and Demolition Landfill and is restricted
under the closure plan approved by the Division.

CLOSURE COST

Appendix D is a summary of estimated cost for closure activities as required under Rule .0546 of
SA NCAC 13B.

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5.0 POST-CLOSURE PLAN

POST-CLOSURE PLAN

Following closure of each unit post-closure care will be conducted for 30 years unless:
• It is decreased by the Division because it has been demonstrated that a reduced period
is sufficient to protect human health and the environment; and
• It is increased by the Division to protect human health and the environment.

The owner, Greenway Waste Solutions of Harrisburg, LLC's representative, Mike Griffin will be
responsible for the facility during the post-closure period.

POST-CLOSURE MAINTENANCE

The final cover will be seeded, fertilized and mulched to provide a dense stand of grass consistent
with the specification noted on the previously approved PTC plans. The grass should not be
mowed more than twice a year until dense vegetation is established. The final cover will be
inspected for signs of settlement, erosion, vector damage, and bare spots on a quarterly basis.
Additional inspections will be performed after large storm events. Depressions in the cover that
pond will be re-graded as needed to promote positive drainage. Areas subject to regrading or any
bare spots will be reseeded in accordance with permanent seeding specification. Any deep-rooted
vegetation will be removed so that deep-rooted vegetation will not compromise the integrity of the
final cover.

POST-CLOSURE MONITORING

The post-closure monitoring plan for groundwater and methane remains unchanged from the
previously approved PTC. Appendix E Proposed Monitoring Plan consists of the approved Design
Hydrogeological Report approved by NCDENR February 2010.

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PLANNED USE

Once the facility is closed in accordance with Rule 0543 of SA NCAC 13B, the entire facility will
be offered to the town of Harrisburg for possible use as a park and recreation facility. Throughout
the post-closure care period, ditches, diversion berms, culverts, riprap, silt fence, and other
drainage structures will be maintained according to the Permit Modification Drawings (Appendix
B) and the Operations and Maintenance Plan (Appendix A).

POST CLOSURE COST ESTIMATE

Appendix D is a summary of estimated cost for post-closure activities as required under Rule .0546
of SA NCAC 13B.

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Table 5-1 - Post-Closure Inspection Checklist

POST-CLOSURE INSPECTION CHECKLIST

SITE NAME _________________________________________________________________
PERMIT NUMBER ___________________________________________________________
INSPECTOR ________________________________________________________________
QUARTER/YEAR ____________________________________________________________
DATE ______________________________________________________________________
ITEM COMPLIANCE STATUS
IN OUT

1. Vegetative Cover

2. Soil Cover (no exposed liner)

3. Erosion and Sedimentation Control
Ditches Maintained
Silt Fence Maintained
Riprap Maintained
Pond Maintained

4. Condition of monitoring points (includes condition of casings, pads, locks, etc.
Groundwater Wells
Surface Water Points

5. Access to monitoring points (includes excessive siltation and/or vegetative growth)
Groundwater Wells
Surface Water Points

Description of any corrective measures taken:
__________________________________________________________________________

__________________________________________________________________________
__________________________________________________________________________

__________________________________________________________________________

Inspector’s Signature

APPENDIX A
OPERATIONS AND MAINTENANCE PLAN

North Carolina Board of Examiners
For
Engineers and Surveyors
License No. C-3035
September 8, 2017
GREENWAY WASTE OF HARRISBURG, INC.
PERMIT MODIFICATION OPERATIONS PLAN

Prepared For:

GREENWAY WASTE SOLUTIONS OF HARRISBURG, INC.
19109 WEST CATAWBA AVENUE, SUITE 200
CORNELIUS, NORTH CAROLINA 28031

Prepared By:

CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA

CEC Project 111-370.002

SEPTEMBER 2017

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September 2017
TABLE OF CONTENTS
1.0 INTRODUCTION..............................................................................................................1
1.1 General .................................................................................................................... 1
1.2 Purpose .................................................................................................................... 1
1.3 Reference Documents ............................................................................................. 2
1.4 Regulations ............................................................................................................. 3
1.5 Location .................................................................................................................. 3
2.0 OPERATIONAL DRAWINGS ........................................................................................4
3.0 WASTE ACCEPTANCE AND DISPOSAL REQUIREMENTS ..................................5
3.1 Asbestos Waste ....................................................................................................... 5
3.2 Waste Exclusions .................................................................................................... 5
3.3 Recycling Facility ................................................................................................... 7
3.3.1 Overview ......................................................................................................7
3.3.2 Contact Information .....................................................................................8
3.3.3 Recycling Facility Process ...........................................................................8
3.3.4 Holding Time for Recyclable .......................................................................9
3.3.5 Record Keeping Program .............................................................................9
3.4 Other Recycling .................................................................................................... 10
3.4.1 White Goods ..............................................................................................10
3.4.2 Tires ...........................................................................................................10
3.4.3 Concrete/Inert Material ..............................................................................10
3.4.4 Shingles ......................................................................................................11
3.4.5 Wood Waste ...............................................................................................11
3.4.6 Gypsum Wallboard/Sheetrock Recycling ..................................................11
3.5 Mobile Home Deconstruction ............................................................................... 12
3.5.1 Overview ....................................................................................................12
3.5.2 Contact Information ...................................................................................13
3.5.3 Mobile Home Deconstruction Process .......................................................14
3.5.3.1 Access ......................................................................................14
3.5.3.2 Waste Disposal .........................................................................14
3.5.3.3 White Goods ............................................................................14
3.5.3.4 Asbestos ...................................................................................15
3.5.3.5 Deconstruction of Mobile Homes ............................................15
3.5.3.6 Holding Time for Mobile Homes ............................................15
3.5.3.7 Record Keeping Program .........................................................16
3.6 Composting Facility .............................................................................................. 16
3.7 Waste Screening .................................................................................................... 16
3.8 Random Load Inspections..................................................................................... 17
3.9 Cover, Spreading, and Compacting ...................................................................... 19
3.10 Air Criteria and Fire Control ................................................................................. 19
3.11 Access and Safety ................................................................................................. 19
3.12 Erosion and Sedimentation Control ...................................................................... 20

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Table of Contents (continued)
Page ii

3.13 Stormwater Conveyance and Mitigation .............................................................. 21
3.13.1 Permit Modification Drainage Improvements ...........................................22
3.14 Operating Record and Recordkeeping Requirements ........................................... 23

FIGURES

Figure 1 – Facility Map

APPENDICES

Attachment A – Composting Facility Permit Application

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1.0 INTRODUCTION

1.1 GENERAL

This document is the Operations Plan for the Greenway Waste Of Harrisburg, Inc. Construction &
Demolition Landfill (Facility), located in Harrisburg, Cabarrus County, North Carolina. The Plan
serves as a guide to the landfill operator with respect to routine landfill operations, environmental
monitoring, and record keeping. The Facility is permitted to operate as a construction and
demolition (C&D) landfill in accordance with North Carolina Department of Environmental
Quality (NCDEQ), Division of Waste Management Permit Number 13-06. The Facility is
expected to have a maximum operational waste acceptance rate of 120,000 tons per year.
Equipment and staffing recommendations in this manual are based on these disposal rates and are
subject to change in the event of future modification to waste acceptance rates at the Facility.

1.2 PURPOSE

The Operations Plan is intended to serve as a site reference. Every employee should be acquainted
with its contents and location at the site. Each section of this plan is self-contained, easily updated,
and may be used in the field, for training sessions, or self-instruction.

The operations manual addressed the following topics:

Personnel requirements;
Entrance procedures and recordkeeping;
Incoming vehicle inspection;
Traffic control Landfilling operations Equipment requirements;
Operation and maintenance of environmental controls;
Contingency and emergency procedures; and
Safety practices and plan implementation.

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This Operations Plan has been prepared in accordance with North Carolina Administrative Code
(NCAC) Title 15A Section 13B .0542. Furthermore, the plan is based on engineering judgment
and reflects generally accepted solid waste landfilling techniques.

1.3 REFERENCE DOCUMENTS

This operations plan constitutes a portion of the Facility’s Permit to Operate Renewal Application.
The entire Permit to Operate Renewal Application should be kept on file with this plan at the site
to supplement this plan in terms of long-term facility development plans, monitoring requirements,
engineering design, site hydrogeology, construction activities, and site closure and post–closure
care. Other documents pertinent to facility operations and site development include:
· North Carolina Solid Waste Management Rules, 15A NCAC 13B with current
amendments;
· North Carolina Erosion and Sediment Control Planning and Design Manual, NCDEQ,
May 2013;
· North Carolina Erosion and Sediment Control Field Manual, NCDEQ, July 2001;
· Documents 1-12 of the Permit to Construct (Phase 2). Issued to Highway 49 C&D
Landfill Inc., September 30, 2004;
· Documents 1-13 of the previous Permit to Operate (Phase 2A). Issued to Highway 49
C&D Landfill Inc., February 4, 2005;
· Modification to Current Operation Plan/Permit to Operate – Revised, Highway 49
C&D Landfill Inc., Cabarrus County, North Carolina. Prepared by: BP Barber
Engineering. Prepared for: Highway 49 C&D Landfill Inc. February 15, 2007;
· East Section of Phase 2 As-Built Subgrade Verification, Highway 49 C&D Landfill
Inc., Cabarrus County, North Carolina. Prepared by: Chas. H. Sells, Inc. Prepared for:
Highway 49 C&D Landfill Inc. August 9, 2007;
· Operations Plan, Highway 49 C&D Landfill Inc., Cabarrus County, North Carolina.
Prepared by: BP Barber Engineering. Prepared for: Highway 49 C&D Landfill Inc.
August 29, 2007;

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· Construction Plan Application and Composting Facility Permit Application for the
Highway 49 Landfill. Prepared by BP Barber. Prepared for: Highway 49 C&D Landfill
Inc. August, 2010; and
· Operations Plan, Highway 49 C&D Landfill Inc., Cabarrus County, North Carolina.
Prepared by: Brown and Caldwell. Prepared for: Highway 49 C&D Landfill Inc. June
3, 2011.

1.4 REGULATIONS

Solid Waste Management Rules 15A NCAC 13B .500 and all conditions of the operating permit
granted by the NCDEQ Division of Waste Management, shall take precedence and be complied
with by landfill operators if there is an actual or perceived contradiction with the text of this plan,
unless written consent for variance(s) is granted by the NCDEQ Division of Waste Management.
The Facility supervisory staff should be familiar with the State Solid Waste Management Rules
and the Facility permit(s).

1.5 LOCATION

The Facility is located on Speedrail Court, in Harrisburg, North Carolina. Currently, landfilling
operations are on-going at previously approved Phases 1-3.

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2.0 OPERATIONAL DRAWINGS

Figure 1 included in this report illustrates long-term operations of the facility on a topographical
map consistent with Subparagraph (d)(2) of Rule .0537 15A NCAC 13B.

The Permit Amendment Drawings in Appendix B and the Permit to Construct drawings from the
2010 Permit to Construct Permit Application (BP Barber) include all regulatory drawings.

FIGURE 1 - FACILITY MAP

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3.0 WASTE ACCEPTANCE AND DISPOSAL REQUIREMENTS

The Facility will accept only those solid wastes it is permitted to receive. The landfill owner or
operator must notify the Division within 24 hours of attempted disposal of any waste the C&DLF
is not permitted to receive, including waste from outside the area the landfill is permitted to serve.

3.1 ASBESTOS WASTE

Friable asbestos waste must be managed in accordance with 40 CFR 61, which is hereby
incorporated by reference including any subsequent amendments and additions. Copies of 40 CFR
61 are available for inspection at the Department of Environment Quality, Division of Waste
Management. The regulated asbestos waste must be covered immediately with soil in a manner
that will not cause airborne conditions and must be disposed of separate and apart from other solid
wastes, as shown on Operation drawings:
(A) In a defined isolated area within the footprint of the landfill; or
(B) In an area not contiguous with other disposal areas. Separate areas must
be designated so that asbestos is not exposed by future land-disturbing
activities.
Non-friable asbestos may be accepted consistent with normal operating procedures as set forth in
a following section.

3.2 WASTE EXCLUSIONS

The Facility will accept all types of wastes generated within approved service area except those
prohibited by 15A NCAC 13B .0542 (e). Specifically, the following types of wastes will not be
accepted:
(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);

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(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);
(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: lamps or
bulbs including but not limited to halogen, incandescent, neon or fluorescent;
lighting ballast or fixtures; thermostats and light switches; batteries including but
not limited to those from exit and emergency lights and smoke detectors; lead pipes;
lead roof flashing; transformers; capacitors; and 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;

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(18) The owner or operator of a C&DLF must not knowingly dispose any type or form
of C&D waste that is generated within the boundaries of a unit of local
government that by ordinance:
(A) Prohibits generators or collectors of C&D waste from disposing that type
or form of C&D waste; and
(B) Requires generators or collectors of C&D waste to recycle that type
or form of C&D waste.

3.3 RECYCLING FACILITY

A Recycling Facility will be operated on site. The facility consists of approximately two (2) acres
and is located within the Landfill Facility boundary. The approximately 17,000 square foot Facility
is an enclosed structure and receives mixed C&D loads of material. The waste acceptance will be
consistent with Section 3.2 of this document. The facility includes an open paved area for parking,
the structure itself, and a pole barn for storage.

3.3.1 Overview

This Operations Manual was prepared for the Recycling Facility located within the Facility
(Highway 49) boundary. The Recycling Facility is strictly for the processing of C&D material in
order to recycle materials. Highway 49 plans to recycle as many varieties of materials as practical
as end users are available. Initially, scrap metal recycling, wood waste, sheetrock, corrugated
cardboard roofing shingles and inert materials will be recycled. Once an end-user of another
material (i.e. glass) is located, these other materials may be recycled. Any non-recyclable material
will be disposed of appropriately by Highway 49 upon completion of the recycling process.

The information contained herein was prepared to provide landfill personnel with a clear
understanding of how the facility would be operated. While deviations from the operations outlined
here may be acceptable, they should be reviewed and approved by the Design Engineer and the
Highway 49 Solid Waste Manager.

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3.3.2 Contact Information

All correspondence and questions concerning the operation of the Recycling Facility should be
directed to the appropriate County and State personnel listed below. For fire or police emergencies
dial 911.

North Carolina Department of Environment al Quality
North Carolina Department of Environmental Quality
610 E Center Ave
Mooresville, NC 28115
Phone: [phone]
Fax [phone]

Division of Waste Management (DWM) – Solid Waste Section:

Western Area Supervisor: Deborah Aja
Permitting Engineer: Allen Gaither
Waste Management Specialist: Teresa Bradford

Division of Land Resources - Land Quality Section:

Regional Engineer: Zahid Kahn, PE

3.3.3 Recycling Facility Process

Selected in-coming loads will be weighed at the existing scalehouse and directed to the Facility.
All in-coming loads to the Facility will be unloaded under the cover of the structure and all
processing will be indoors. The recycled material will be loaded into transport trailers within the
structure. There will be no uncovered storage of unprocessed material outside of the structure. Out-
going loads will be weighed at the existing scalehouse. Liquids, if any, will not be released from

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the covered structure. Any non-recyclable material will be disposed of appropriately by Highway
49.

3.3.4 Holding Time for Recyclable

Once a recyclable material is removed from the C&D loads, it may be stockpiled within the Facility
for up to 30 days. No materials shall be kept in this area for more than 30 days, nor shall they be
stockpiled in other areas waiting recycling. Temporary storage of inert material may be stored
uncovered outside of the structure and other materials such as concrete, wood waste, shingles,
metals may be relocated to the temporary stockpile areas adjacent to the landfill working face as
indicated on the attached site plan. Additional recovered material will be stored in a pole barn on
site.

3.3.5 Record Keeping Program

Highway 49 shall maintain the following records related to the Recycling Facility in an operating
record at the landfill:

A. Weight of C&D loads processed;

B. Weight of C&D loads unrecoverable; and

C. Date and disposal information for all recycled materials tons include location and
vendor of recipient of recycled materials.

The operating record will be kept up to date and reconciled on a monthly basis by the Landfill
Manager or his designee. It will be presented upon request to DWM for inspection. A copy of this
Operations Manual will be kept at the landfill and will be available for use at all times.

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3.4 OTHER RECYCLING

In addition to the Recycling Facility, incoming C&D waste will be recycled as much as practical.
Stockpile areas will be located near, but clearly segregated from the working face. These stockpile
areas will be kept in a clean orderly fashion. Incoming waste with easily identified recyclables
will be unloaded in a recycling area close to the working face. Metals pulled from the load will be
placed in the on-site metal recycling container. Clean cardboard will be removed and transported
to an on-site bailer.

3.4.1 White Goods

White goods will be handled in accordance with all State and Federal regulations. Material from
the Recycling Facility may also be stored in this stockpile. Any white goods containing CFC’s
will have them managed properly prior to removal of the white goods.

3.4.2 Tires

Stockpiled tires will be covered and handled in accordance with all State and Federal regulations.
There will be a designated container on site at all times for tires removed from the working face
for final disposal at a properly permitted facility. Material from the Recycling Facility may also
be stored in this stockpile. Tires will not be stockpiled for a time period exceeding 30 days. The
stockpile will be in an enclosed trailer or covered area.

3.4.3 Concrete/Inert Material

Inert debris such as brick, concrete, concrete block, rock, etc. will be removed and transported to
the reprocessing/material storage area for crushing. Material from the Recycling Facility may also
be stored in this stockpile. The material will be stockpiled in a pile not to exceed 500 tons for
periodic crushing.

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3.4.4 Shingles

Shingles will be stockpiled on site for recycling. The stockpile area will be close to the working
face, but clearly segregated from it. Material from the Recycling Facility may also be stored in
this stockpile. The grinding of shingles will be done by properly permitted third party resources.
The stockpile of shingles will not exceed 500 tons. The ground shingles will be transported off-
site to a properly permitted third party end- user.

3.4.5 Wood Waste

Wood waste consisting of pallets, dimension lumber, and similar non-treated material will be
stockpiled on site for recycling. The stockpile area will be close to the working face, but clearly
segregated from it. Material from the Recycling Facility may also be stored in this stockpile. The
stockpile of wood waste will not exceed 500 tons.

3.4.6 Gypsum Wallboard/Sheetrock Recycling

A gypsum wallboard/sheetrock recycling area will be operated on site. The area will be an
enclosed pole building and receive only “clean” source separated material including off-
specification material from manufacturers. In-coming loads will be weighed at the existing
scalehouse and directed to the area.

Segregated loads of some products such as gypsum may originate on the project construction site
and transported to the facility at which time they are directed to our gypsum reprocessing area by-
passing the indoor Recycling Center. The material is deposited on the ground and stockpiled
outdoors but is covered with weighted tarps to keep the material dry awaiting processing. When
grinding is necessary to develop outgoing product, the Horizontal Grinder is used to grind the
gypsum product to a 2 inch minus material. This product is further refined with a Sandvik Tir-
Screener to further enhance the marketability gypsum product to meet the end users specifications.
The fine material has a direct feed conveyor that discharges the material into a Pole Structure that
is tarped on all sides. This is performed for two reasons; 1) the product must remain dry at all

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times because the low moisture content is required by our client and 2) the fine material has the
highest dust emissions potential. By discharging this material in the building it eliminates the dust
generated by coming off the end of the conveyor and stockpiling on the ground. The larger more
coarse product (much less dust potential), is screened leaving some of the original wall board paper
backing intact is discharged from the other conveyor line is covered by tarps for transportation to
another end user. The fine material is stored in the Pole building awaiting transportation to the
final end user.

At no time will stockpiled unprocessed sheetrock exceed 600 tons. The processed material will be
stored in bunkers consisting of fine screenings, medium screenings, and coarse/paper screenings.
Out-going loads will be weighed at the existing scalehouse. At no time will stockpiled material
exceed 600 tons.

The facility recycles the in-coming material from Griffin Brothers Reclamation Centers and other
sources.

3.5 MOBILE HOME DECONSTRUCTION

3.5.1 Overview

This Operations Manual was prepared for Mobile Home Deconstruction Area. The Mobile Home
Deconstruction Area is strictly for the deconstruction of mobile homes in order to recycle materials
from the mobile homes. Highway 49 plans to recycle as many varieties of materials as possible as
end users are available. Initially, scrap metal recycling will be conducted. Once an end-user of
another material (i.e. glass) is located, these other materials may be recycled. Any non-recyclable
material will be disposed of appropriately by Highway 49 upon completion of the deconstruction
process.

The information contained herein was prepared to provide landfill personnel with a clear
understanding of how the facility would be operated. While deviations from the operations outlined

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here may be acceptable, they should be reviewed and approved by the Design Engineer and the
Highway 49 Solid Waste Manager.

3.5.2 Contact Information

All correspondence and questions concerning the operation of the Highway 49 Mobile Home
Deconstruction Area should be directed to the appropriate County and State personnel listed below.
For fire or police emergencies dial 911.

North Carolina Department of Environmental Quality

North Carolina Department of Environmental Quality
610 E Center Ave
Mooresville, NC 28115
Phone: [phone]
Fax [phone]

Division of Waste Management (DWM) - Solid Waste Section:

Western Area Supervisor: Deborah Aja Permitting Engineer: Allen Gaither
Management Specialist: Teresa Bradford

Division of Land Resources - Land Quality Section:

Regional Engineer: Zahid Kahn, PE

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3.5.3 Mobile Home Deconstruction Process

Mobile homes will be deconstructed using the processes outlined below.

3.5.3.1 Access

Mobile home owners seeking disposal will contact the Landfill and be placed on a waiting list. No
more than Two (2) mobile homes will be allowed on-site for deconstruction at one time. Once
space is available for a mobile home, the scale operator at the landfill will contact the next owner
on the waiting list. The owner will have a 48 hour window in which to contact the Landfill with
information regarding the delivery date and hauler. If owner cannot arrange delivery within this
initial 48-hour period, the owner may make alternate arrangements for delivery and must notify
the Landfill a minimum of 48 hours prior to planned delivery. The delivered mobile home will not
be weighed on the scales at time of delivery, but the owner will be charged based upon the size
and dimensions of the mobile home.

If delivery is not made within 48 hours of the scheduled delivery date, the owners name will be
placed on the waiting list and the owner will be notified. If an owner has more than one mobile
home, they will be rotated with others on the waiting list.

3.5.3.2 Waste Disposal

All mobile homes must be free of garbage, household hazardous waste, and all other non-
construction and demolition waste prior to acceptance by the landfill.

3.5.3.3 White Goods

White goods will be accepted with the mobile home. White goods will be removed using a track-
hoe and handled in accordance with all State and Federal regulations. Any white goods containing
CFC’s will have them managed properly prior to removal of the white goods, and deconstruction
of the mobile home.

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3.5.3.4 Asbestos

Since asbestos may be located in the building materials of mobile homes constructed prior to 1983,
all mobile homes built before January 1, 1983 will be thoroughly sprayed with water (both interior
and exterior) to minimize dust. Upon demolition of a mobile home constructed prior to 1983, the
waste generated will be placed in the C&D landfill and covered with six inches of soil or approved
alternate daily cover.

3.5.3.5 Deconstruction of Mobile Homes

Once accepted, the mobile home will be placed in the mobile home deconstruction area. Mobile
home deconstruction will be dependent upon weather conditions and manpower availability and
will ONLY take place in the deconstruction area. Prior to deconstruction, mobile homes
constructed before 1983 will be thoroughly sprayed with water to minimize dust (as noted above).
The home will then be deconstructed using a track-hoe. The track-hoe will tear the trailer apart and
lay the pieces on the ground to be separated by landfill personnel. The personnel will separate the
non-recyclable materials from the recyclable materials.

Initially, scrap metal is planned for recycling. As other end-users for other materials are available,
other materials may be separated for recycling. All material not planned for recycling will be
placed in the C&D landfill before the end of the day in which the deconstruction takes place.
Material from mobile homes constructed prior to 1983 will be covered prior to the end of the day.
All recyclable materials will be stockpiled in the deconstruction area for future recycling. No open
flames or cutting with torches will be allowed within 100 feet of the C&D landfill.

3.5.3.6 Holding Time for Mobile Homes

All mobile homes must be deconstructed within 45 days from acceptance into the deconstruction
area. Upon receipt at the landfill, the date shall be painted on the side or end of the mobile home,
or on the frame, for identification purposes for Solid Waste Section personnel.

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3.5.3.7 Record Keeping Program

Highway 49 shall maintain the following records related to the Mobile Home Deconstruction in
an operating record at the landfill:
A. Mobile Home Acceptance records including dates and description;
B. Owner and hauler information for each mobile home;
C. Date of deconstruction for each mobile home and materials to be recycled;
D. Date and disposal information for all recycled materials tons include location and
vendor of recipient of recycled materials; and
E. Date and certification of CFC’s removed.

The operating record will be kept up to date by the Solid Waste Director or his designee. It will be
presented upon request to DWM for inspection. A copy of this Operations Manual will be kept at
the landfill and will be available for use at all times.

3.6 COMPOSTING FACILITY

The composting facility Permit Application included in Appendix A provides detailed site design,
construction, and operation information.

3.7 WASTE SCREENING

The landfill operator shall be responsible for screening wastes to ensure that hazardous or
unacceptable wastes are not disposed in the landfill. Screening of wastes (load inspections) shall
be accomplished as follows:

Informal load checking will be the responsibility of all employees, particularly those that work at
the entrance area and those that work at or near the active fill area. Each employee will observe
vehicles entering the Facility and landfill for any potentially unauthorized waste and will alert
management personnel if any unauthorized wastes are suspected. Through the waste collection
programs, there will be several checkpoints:

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Facility Entrance – Only authorized vehicles and material will be allowed beyond the
scales. The scale attendant will refuse entry to any unauthorized vehicles or vehicles
observed carrying unauthorized waste.
Active face checkpoints – All incoming loads of waste will be observed by the equipment
operators as it is discharged at the active face
Checkpoints during compaction at active face – Material will be inspected by the landfill
compactor operator as it is compacted at the active face.

3.8 RANDOM LOAD INSPECTIONS

In addition to the visual inspections performed by the equipment operator/attendants, a random
inspection program shall be implemented to detect and prevent disposal of any of the unauthorized
wastes listed in previously. Inspections conducted as part of this program shall be performed by
personnel trained in the following areas: methods for identification and determination of
unauthorized wastes, handling procedures for unauthorized wastes, record keeping requirements
of the program, and occupational health and safety. Inspection personnel shall also have a thorough
understanding of the North Carolina Hazardous Waste Management Regulations (15A NCAC
13A) and the North Carolina Regulated Medical Waste Management Regulations (15 NCAC 13B
.1203).

The frequency of the random inspections shall be determined by the quantity and type of waste
received, the familiarity with the generators and/or transporters, and the occurrences of identified
unauthorized waste. Inspections should be performed at the minimum of the following frequency:
Once a week. The inspections also need to be random. The time of day and day of week shall vary
between inspections. The transporter/hauler selected for inspection shall also vary between
inspections.
The procedure for the inspection shall be as follows:
- Stop the selected vehicle prior to the working face of the landfill;
- Notify the driver of the inspection;
- Direct the vehicle to the inspection area. The inspection area may be either a
permanently designated location or a temporary location adjacent to the working face;

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- If possible, perform a visual observation of the waste prior to unloading. If
unauthorized waste is observed, or suspected, the vehicle shall be prohibited from
unloading, and shall be directed out of the facility;
- If no unauthorized waste is observed or suspected from the visual observation, or if a
visual observation is not possible, the vehicle shall discharge the load at the inspection
area. The driver shall remain at the inspection area while the inspection is performed,
unless a safety concern requires evacuation of the area. Equipment shall be used to
spread and turn the waste to facilitate a visual observation of the load contents. If no
unauthorized waste is identified, the waste shall be transferred to the working face for
disposal;
- If unauthorized waste is identified in the load, and the unauthorized waste is not a
regulated hazardous waste, a regulated medical waste, a regulated toxic waste, a
regulated liquid waste, or a waste which requires special handling, the waste shall be
loaded back into the vehicle and removed from the facility;
- If acceptability of the waste cannot be determined by visual observation, the waste can
either be rejected and loaded back into the vehicle and removed from the facility, or
samples of the waste can be taken to determine acceptability. Testing shall be selected
based on the reason for the suspicion of unacceptability; and
- If the waste is suspected of being a liquid waste, a regulated hazardous waste, a
regulated medical waste, or a regulated toxic waste, site personnel will safely identify
the nature of the unauthorized waste. Wastes within these categories are not to be
handled by landfill staff. Upon assessment of the waste, qualified contractors will be
contacted to provide direction for temporary handling, isolation, and security. Within
24 hours of discovery, the Facility will orally inform NCDEQ Division of Waste
Management (Division) of the incident and make every effort to contact a waste
contractor for the proper packaging, removal, and disposal of the unauthorized waste.
The Division will be informed in writing of the incident and steps taken to properly
dispose of the unauthorized waste.

Management of this Facility reserves the right to establish acceptance criteria and procedures for
certain non-municipal solid wastes. These may be more restrictive than required by law based on

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quantities and characteristics of the waste stream, current operating status of the landfill, and
characteristics of waste streams previously received. Acceptability will be based on judgment of
the landfill operator’s technical personnel with respect to regulatory requirements, physical and
chemical qualities and other technical considerations.

3.9 COVER, SPREADING, AND COMPACTING

The working face will be restricted to the smallest area feasible and compacted as densely as
feasible. Any area that exceeds one-half (1/2) acre or more on a weekly basis will be covered with
six (6) inches of earthen material. Cover may be placed at more frequent intervals to control
disease, vectors, fires, odors, blowing litter, and scavenging. Areas where additional waste will
not receive waste for three (3) months, but will receive additional waste in the future will be
covered and stabilized with vegetative cover or other stabilizing material.

Appropriate methods including fencing and diking will be used to confine wind-blown solid waste.
At the end of each day, wind-blown waste will be collected and disposed of in the landfill.

3.10 AIR CRITERIA AND FIRE CONTROL

No open burning of waste will be permitted on site. The Division will be notified verbally within
24 hours and in writing with 15 days of any fire and/or explosion at the facility.

If a fire occurs at the landfill, the Harrisburg Fire Department will be notified. Hot loads that are
brought to the facility will be immediately dumped away from the landfill and the fire department
notified. The hot load will be sprayed down with water until extinguished. The load is then to be
reloaded for disposal in the landfill.

3.11 ACCESS AND SAFETY

The site has controlled access with the use of entrance gates. The entrance gates allow entry to the
currently operating landfill located to the west of the expansion area. The same entrance will be

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used for access to the expansion area, and will remain gated. Access to the expansion area is
restricted to the entrance gate only. Coddle Creek prevents access to the site from the north and
the east, while the currently operating landfill (with fencing and wooded buffer) prevents access
from the west. Access to the site from the south is also restricted by a wooded buffer. Access
roads are all-weather construction and will be maintained in good condition.

A scalehouse is located at the entrance with an attendant present during operational hours. The
attendant is responsible for evaluating loads to assure compliance with operation requirements and
to direct the loads to the appropriate location on site—landfill, recycling/processing area, or
composting facility. In addition, signs are posted to direct loads to the appropriate area.

Dust is controlled on access roads through the use of a water truck. Signs are posted indicating
that liquid, hazardous, and municipal wastes are prohibited.

3.12 EROSION AND SEDIMENTATION CONTROL

The Erosion and Sedimentation Control Plans were developed to meet all requirements set forth
by the Sedimentation Pollution Control Law (15A NCAC 4), and other requirements set forth by
NCDEQ. The Erosion and Sediment Control Plan was developed by others and no changes are
proposed as part of this Permit Modification, extension of the Permit to Construct Phase I
Expansion (July 1, 2011) and the Permit Renewal for the landfill. Temporary measures to be used
on the site are temporary berms, ditches, and silt (sediment) fencing. These, along with the
permanent sediment basins, permanent ditches and seeding make up all erosion control measures
to be utilized on the site.

The sediment basins shall be inspected at minimum weekly, and after each significant rain event
(1/2-inch or greater). Sediment shall be removed and the basin restored to original dimensions
after sediment has accumulated to one-half (1/2) of design volume indicated by cleanout stripe on
riser structure. Removed sediment shall be placed in an area that has sediment controls in place.
Sediment basin spillways, baffles, embankments and outlet control structure shall be inspected at

-21- Highway 49 C&D Permit Modification Operations Plan
September 2017

the same time for erosion damage and piping (embankment only). All necessary repairs shall be
made immediately to prevent basin failure.

Silt fencing shall be inspected at least once per week and after every rainfall event. Any tears,
cracks or overall failure should be repaired and/or replaced immediately. Sediment deposits shall
be removed as necessary to ensure proper functioning of fencing. Silt fencing shall remain until
final site stabilization has occurred.

Permanent ditches should be seeded and matted immediately after their construction; they should
be inspected after all rain events for any failure of the ditch or erosion control matting. All outlet
protection measures used to protect channel vegetation from damage shall be inspected for wash
out. All necessary repairs/replacements should be made immediately, and rip rap should be added
where necessary.

Embankment and landfill cover slopes shall be periodically inspected for erosion. The slopes shall
be mowed no more than twice per year. The embankment slopes shall be re-fertilized in the second
year unless vegetation growth is fully adequate. The damaged areas shall be re-seeded (permanent
seeding for embankment slopes and temporary seeding for landfill cover slopes), fertilized and
mulched immediately. Seeding, fertilizing and mulching shall be in accordance with the Erosion
and Sedimentation control plan.

3.13 STORMWATER CONVEYANCE AND MITIGATION

This Landfill was exempted from the water quality control requirements of the Town of Harrisburg
Stormwater Quality Ordinance as the Landfill is to be permitted under the existing NPDES Phase
1 Stormwater Permit for Industrial Activities. The stormwater permitting requirements and water
quality control exemption was provided by the Town in a letter dated September 10, 2008. The
letter was included in the Phase I Expansion Application to Construct prepared by BP Barber. The
Town issued the following stormwater requirements for the development of the Phase I Expansion
area:

-22- Highway 49 C&D Permit Modification Operations Plan
September 2017

• Control and conveyance of post-construction runoff from the development by
vegetated conveyances to the maximum extent practicable;
• Compliance with section 15 of Article 4 of the Town's Unified Development Ordinance
pertaining to preservation of natural areas along designated streams and rivers;
• Control of the post-development discharges to pre-development levels for the 1-year
and 10-year design storms;
• Compliance with general engineering design criteria in accordance with 15A NCAC
2H .1008(c);
• Requirement of recorded deeded restrictions or protective covenants to ensure the
future land use of the development is maintained consistent with the approved
stormwater management plan; and
• An approved erosion and sediment control plan for land disturbances granted by
Cabarrus County or NCDEQ.

Stormwater calculations for the existing site stormwater attenuation and erosion control measures
can be found in the previously-approved applications in support of the Permit to Construct Phase
1 (issued March 20, 2000), Permit to Construct Phase 2 (issued April 4, 2000) and the Permit to
Construct Phase I Expansion (issued July 1, 2011). No significant changes to the permitted and
constructed stormwater and erosion control measures are expected as part of the request(s) for
Permit Modification, Extension of Permit to Construct the Expansion Area Phase I and/or Permit
Renewal associated with this Engineering Plan.

3.13.1 Permit Modification Drainage Improvements

The Permit modification includes the addition of tack-on drainage swales constructed along the
landfill slope and permanent ditches at the toe of the landfill slopes. The permanent ditches are
designed for erosion control purposes and stormwater conveyance to existing sediment basins.
The ditches are to be vegetated with at least 90% landscaped cover at all times and will require
matting with temporary erosion control blankets, until vegetated, as specified in the Permit
Modification Drawings.

Calculations were performed to ensure that the proposed “tack-on” drainage swales could convey
stormwater run-off from the landfill face to downchutes which will discharge to perimeter swales
and the existing sediment basins. Tack-on and perimeter swales were sized to intercept and convey

-23- Highway 49 C&D Permit Modification Operations Plan
September 2017

slope drainage from the 25 year, 24 hour storm event. Stormwater run-off flows were calculated
using the rational method. Based on the drainage basin map, the basin area for each tack-on swale
will not exceed 2 acres and the basin area for each perimeter swale will not exceed 5 acres.

In order to avoid failure due to high exit velocities from downchute pipes, downchute pipes will
have energy dissipation devices such as anchored tees installed. Downchute pipes and ditches are
to be inspected every six months or after every major storm event (1/2" or greater). Calculations,
drawings and corresponding references can be found in Appendices B and C of the Permit
Modification prepared by Civil & Environmental Consultants, Inc. (CEC) dated January 29, 2016.
The addition of the tack-on swales do not affect the previously designed erosion control measures
currently in place on the site.

3.14 OPERATING RECORD AND RECORDKEEPING REQUIREMENTS

The owner and operator will record and retain at the facility or an alternative location the following
information:
- Records for random waste inspections, monitoring results, certifications of training,
and training procedures;
- Amount of recycled material recovered from in-coming waste. (Weighed as exported
from the site). Amount of waste received at the facility and county of generation;
- Cost estimates for closure and post-closure;
- Notation of date and time of placement of cover material; and
- All audit records, compliance records, and inspection reports.

All information contained in the operating record will be furnished to the Division upon request or
made available for inspection by the division. The operating record will also include a copy of all
approved permits and Monitoring Plans.

ATTACHMENT A

COMPOSTING FACILITY PERMIT APPLICATION

Highway 49 C&D Landfill, LLC Compost Facility Application
BP Barber

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TABLE OF CONTENTS

1.0 GENERAL PROVISIONS ...................................................................................................1 
1.1 Project Description ......................................................................................................1 
1.2 Site Requirements .......................................................................................................2 
2.0 FACILITY DESIGN .............................................................................................................2 
2.1 Site Development ........................................................................................................2 
3.0 DESIGN REPORT................................................................................................................3 
3.1 Design Capacity ..........................................................................................................3 
3.2 Material Processing .....................................................................................................3 
3.3 Temperature Monitoring .............................................................................................4 
3.4 Temperature Control ...................................................................................................5 
3.5 Service Area ................................................................................................................5 
3.6 Equipment Requirements ............................................................................................6 
4.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEM ............................6 
4.1 Groundwater Considerations ......................................................................................6 
4.2 Controlling Nuisances and Vectors ............................................................................6 
5.0 C&D LANDFILL DEVELOPMENT, GENERAL OPERATION AND
MAINTENANCE ..................................................................................................................6 
5.1 Plan and Permit Requirements ....................................................................................6 
5.2 Hours of Operation .....................................................................................................7 
5.3 Drop-Off Area .............................................................................................................7 
5.4 Windrow Processing ...................................................................................................7 
5.5 Adverse Weather Conditions ......................................................................................8 
5.6 Flow Diagram .............................................................................................................8 
5.7 Contingency Plan ........................................................................................................8 
6.0 Facility Operation .................................................................................................................8 
6.1 Training of Facility Personnel ....................................................................................8 
6.2 Entrance ......................................................................................................................9 
6.3 Access and Security ....................................................................................................9 
6.4 Signs ..........................................................................................................................10 
Highway 49 C&D Landfill, LLC Compost Facility Application
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6.5 Waste Acceptance .....................................................................................................10 
6.6 Dust, Litter, Odors, and Vectors ...............................................................................11 
6.7 Landscaping Maintenance ........................................................................................11 

Highway 49 C&D Landfill, LLC Compost Facility Application
BP Barber

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1.0 GENERAL PROVISIONS

1.1 Project Description

This Application to renew the Type 1 Composting Facility permit for the Highway 49
C&D Landfill is being submitted by BP Barber on behalf of Highway 49 C&D Landfill,
LLC. This application meets the composting facility design parameters, contraction
requirements, and design drawing requirements found in Section .1400 of 15A NCAC 13B
of the North Carolina Department of Environment and Natural Resources (NCDENR) Solid
Waste Management Rules. This application package includes information regarding the site
design, construction and operation.

Project Title: Highway 49 C&D Landfill Composting Facility

Owner: Highway 49 C&D Landfill, LLC
19109 West Catawba Avenue Suite 200
Cornelius, North Carolina 28031
[phone]

Owner's Representative: Mike Griffin

Consulting Engineer: BP Barber
5900 Northwoods Business Parkway
Suite O
Charlotte, NC 28269-7511

Consulting Engineer’s
Representative:

Adam C. Way, P.E.

Proposed Site Operator: Highway 49 C&D Landfill, LLC
19109 West Catawba Avenue Suite 118
Cornelius, North Carolina 28031
[phone]

Operator’s Representative: Ronald Gilkerson

Highway 49 C&D Landfill, LLC Compost Facility Application
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The Highway 49 C&D Landfill Composting Facility is located at 2105 Speedrail
Court, in Harrisburg, NC. Renewal for the composting permit is being sought. The
composting facility will be relocated as shown on the Site Plan in Appendix A, and consists
of land totaling 5 acres. Access to the site is provided via Speedrail Court. The property is
owned by C&D Management, LLC, and the facility will be operated by Highway 49 C&D
Landfill, LLC. Mr. Ronald Gilkerson (Telephone [phone]) will be responsible for
daily operations.

1.2 Site Requirements

The composting facility will not be located over a closed-out disposal facility. This
can be confirmed by viewing the Site Plan in Appendix A. The surrounding area consists of
woods and vegetation. Existing ground surface elevations of the proposed composting area
range from 608 to 640 feet, mean sea level (MSL). The property surrounding the
composting area is owned by the Highway 49 C&D Landfill and others. The applicable
buffer requirements are met (see Site Development section 2.1 below) where the composting
facility is surrounded by others.

2.0 FACILITY DESIGN

2.1 Site Development

The site is not currently located within an existing flood plain, nor shall the proposed
design result in washout of solid waste such as to pose a hazard to human life, wildlife, land
or water resources. The composting facility will be located, as required, fifty (50) feet from
any property boundary delineating parcels of land not owned by Highway 49 C&D Landfill.
A two hundred (200) foot minimum buffer between compost areas and residences or
dwellings not owned or occupied by the permittee will be maintained at all times. A fifty
(50) foot buffer zone will be maintained between the composting area and perennial
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streams/rivers. A twenty-five (25) foot minimum buffer will be maintained between
compost areas and swales or berms to allow for adequate access of fire fighting equipment.
The composting facility shall be located in accordance with 15A NCAC 2B .0200,
Classification and Water Quality Standards Applicable to Surface Waters in North Carolina.
The site will not cause a discharge of materials or fill materials into waters of the State that
would be in violation of Section(s) 404, and 402 of the Clean water Act, or in violation of the
requirements of the National Pollutant Discharge Elimination System (NPDES). The site will
not cause non-point source pollution of waters of the state that violates assigned water
quality standards.
The site shall not contravene groundwater standards as established under 15A NCAC
2L. The portion of the site designated for active composting will have a soil texture finer
than loamy sand, and a depth to the seasonal high water table shall be maintained of at least
twelve (12) inches, (Type 1 facility).

3.0 DESIGN REPORT

3.1 Design Capacity
The design capacity of the facility is approximately 20,000 cubic yards per year.

3.2 Material Processing
This section provides general material processing information. Detailed operations
are illustrated on the flow diagram on Page 12 of this report.
Compost (grass clippings and loose leaves)
Grass clippings generated by the Town of Harrisburg will be received free of charge,
unless other agreements are made. All material shall be transported through the scales for
weighing verification. The material will then be transported to the drop-off area for
unloading. The grass clippings and leaves will be segregated in compost windrows. Product
mixing will include some soil and mulch fines to enhance nitrification. The compost
produced will be available to the Town of Harrisburg or Cabarrus County residents free of
charge.
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Land-clearing debris (tree limbs, tree stumps, etc.)
Land-clearing debris will be transported in bulk loads and weighed at the scale house.
The material will then be transported to the drop-off areas. The debris will be routed to
temporary stockpiles in the reprocessing areas. This debris material will also be stored in
windrows for proper management. The material will be scheduled for grinding every quarter
or when windrow storage capacity reaches 3,000 cubic yards. A tub grinder will be
transported to the site to produce mulch from the material. The mulch products will then be
placed in the windrows for storage. All windrow mulch products will be power screened for
fines separation and topsoil generation. The mulch produced will be used on-site to
supplement erosion control measures. As with the compost produced, the mulch material will
be offered to the Town of Harrisburg and local residents of Cabarrus County free of charge.
Soil from land-clearing debris
Topsoil from root balls of stumps will be removed prior to grinding and stockpiled
separately. The fines from mulch screening will be mixed with the topsoil removed from the
root balls, and power screened to refine the product type. The material will then be
windrowed for storage. This material will be used to improve cover soils for hydro-seeding.
Also, some of the topsoil products will be offered to the Town of Harrisburg and local
residents for use in landscaping.
Aggregate (Crushed inert debris such as brick, block, concrete, etc.)
Segregated loads of clean inert debris will be weighed at the scalehouse and
transported to the temporary storage areas. This material is not to be placed in the windrows.
This material will be scheduled for processing every quarter, or when storage capacity
reaches 2,000 cubic yards. A Bohringer Eagle rock crusher, which is rated at less than 100
tons per hour, will be used for processing inert materials. This product will be used on-site
for construction of the haul roads.

3.3 Temperature Monitoring
The compost is monitored on a monthly basis for temperature. For compost
windrows that have been in storage for thirty (30) days or longer, the temperature is to be
monitored on a weekly basis. The temperature probes will be placed in the compost to
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document and measure temperature generations. The recorded temperature will be used to
ensure that the minimum temperature of 131º F for three (3) days is maintained for the
compost. Should the recorded temperature fall below the 131º F temperature specified,
pathogen testing will be performed to ensure pathogen levels are in the required range.
The procedure utilized for temperature recording is random testing of all stored
compost in windrows at the frequencies mentioned above. Each composting windrow will be
monitored with a compost thermometer, which has a 48-inch probe to ensure that all areas
inside the windrow can be measured. Each probe measurement will be obtained at fifty (50)
foot intervals utilizing the full length of the probe. Each probe will be monitored for a period
of approximately five minutes, or until the temperature reading has stabilized. Each
monitoring event will be recorded on a monitoring chart. The probe will be verified twice
daily at the same location for temperature recordation. If necessary, additional windrow
turning will be performed for the compost to bring the temperature up to the required 131º F
for three days.

3.4 Temperature Control
Windrow turning is performed on the compost once to twice monthly. The compost is
turned using a front-end loader. If temperatures for the compost windrows fall below the
131º F required for three days, additional windrow turning will be performed.
In addition to windrow turning, adding a mixture of grass clippings with the wood
chips and leaves will increase biodegradation. If additional turning does not bring
temperatures to the desired range, ammonium nitrate may be added to improve
biodegradation.

3.5 Service Area
The Highway 49 C&D Landfill composting will continue to service Cabarrus,
Mecklenburg, Union, Stanly, and Rowan Counties.

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3.6 Equipment Requirements
The facility will be operated with equipment used by the facility owner to maintain
and operate the existing C&D landfill.

4.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEM

4.1 Groundwater Considerations
A minimum of twelve (12) inches will be maintained to the seasonal high water table.

4.2 Controlling Nuisances and Vectors
Potential nuisances affecting the area surrounding the landfill’s composting facility
include odor, dust, fires, blowing litter, sedimentation, and vectors. Potential vectors include
rodents, birds, and other scavengers.
A water truck will be used to control dust emissions on borrow areas, haul roads and
at the working face. This equipment will be used on an as-needed basis.
Open burning is not permitted at the landfill. In the event of a fire in the debris, the
burning materials will be covered with a soil cover if the fire is deemed manageable. If the
fire is determined to be unmanageable for landfill personnel, the local fire department will be
notified. Fences will be used to control blowing litter. Routine inspection and policing of
the facility will be conducted to ensure that litter will not pose a nuisance or hazard.
Odors and vectors are not expected to be problematic.

5.0 C&D LANDFILL DEVELOPMENT, GENERAL OPERATION AND
MAINTENANCE

5.1 Plan and Permit Requirements
All construction documents and plans of the permit shall be followed. A copy of the
plans, permits, and operational reports shall be maintained at the office at all times.

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5.2 Hours of Operation
The Highway 49 C&D Landfill and its composting facility will maintain operating
hours between 7:30 AM and 5:30 PM Monday through Saturday. Saturday hours may be
reduced depending on waste stream. The facility will be closed on the following holidays:

New Year’s Day Labor Day
Memorial Day Thanksgiving Day
Independence Day Christmas Day

A sign or signs identifying the owner, operator, telephone number, NCDENR permit
number, types of waste accepted and the landfill operating hours will be posted at the
entrance to the landfill.

5.3 Drop-Off Area
The drop-off area will be located within the composting areal limits, which are shown
on the Site Plan in Appendix A. Material is to be separated at the drop-off area by type.
Signs designating the types of material such as “Grass Clippings and Leaves,” “Land
Clearing Debris,” “Topsoil” and “Aggregate” shall be posted at the drop-off area.
An inspector shall be located at the drop-off area to inspect each incoming load.
Waste that does not meet the criteria for the acceptable materials shall be disposed of in an
on-site waste container for future disposal at a permitted municipal solid waste landfill.

5.4 Windrow Processing
The majority of material that is stored in the windrows does not require turning. The
compost itself takes an extended period to process. The windrows containing compost are to
be turned once to twice monthly. The composting matter is to remain in the windrows for
approximately three to six months for aging prior to use.

Highway 49 C&D Landfill, LLC Compost Facility Application
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5.5 Adverse Weather Conditions
Processing, loading, and storage of mulch, aggregate, and compost are done
regardless of the weather conditions. The topsoil products may require covered storage.
The drop-off area and entrance have all-weather roadways. The roadways shall be
kept clear during periods of snowfall. Tub grinding and screening may be stopped during
periods of high winds, should dust become an issue. Dust shall be controlled on the
roadways as described in Section 6.6.

5.6 Flow Diagram
Please refer to the attached Flow Diagram on Page 12 of this report.

5.7 Contingency Plan
Should an instance of on-site equipment failure or temporary shut down of the
facility occur, all incoming loads of material shall be stockpiled at the drop-off area.
Overflow stockpiling is available in the previously approved composting area.
On-site, no open burning of material is permitted. Should accidental fires occur,
equipment and stockpiled soil shall be provided to control them. Any occurrence of fire at
the facility shall be reported to the NCDENR Division of Waste Management within 24
hours, and written notification shall be submitted by the Operations Manager within 15 days.
Should a fire occur at the facility, the local fire department (Harrisburg Fire
Department) shall be notified. Loads that are hot shall be removed immediately and placed
away from the facility and the fire department shall be notified. Said loads shall be sprayed
down with water until the fire and/or combustion is extinguished. The load shall then be
reloaded for disposal in the landfill. The Harrisburg Fire Department is aware of this
proposed facility. Should a fire occur they have agreed to respond to the site.

6.0 Facility Operation

6.1 Training of Facility Personnel
The proposed management team and site operation staff are properly trained to
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execute important tasks such as the following:

1. Monitoring of incoming wastes
2. Identification of unauthorized wastes
3. Accurate recording of accepted wastes
4. Safe equipment operation

The management team includes Mr. Larry Griffin, Sr. of Griffin Brothers, owner, and
Mr. Ronald C. Gilkerson, Site Geologist.

6.2 Entrance
The existing entrance and haul roads for the Highway 49 C&D Landfill will be used
to access the Highway 49 C&D Landfill Composting Facility.

6.3 Access and Security
The site has controlled access with the use of entrance gates. The entrance gates
allow entry to the currently operating landfill located to the west of the composting facility.
The same entrance will be used for access to the composting facility, and will remain gated.
Access to the composting facility is restricted to the entrance gate only. Coddle Creek
prevents access to the site from the north and the east, while the currently operating landfill
(with fencing and wooded buffer) prevents access from the west. Access to the site from the
south is also restricted by a wooded buffer. Access roads are all-weather construction and
will be maintained in good condition.
A scalehouse is located at the entrance with an attendant present during operational
hours. The attendant is responsible for evaluating loads to assure compliance with operation
requirements and to direct the loads to the appropriate location on site—landfill,
recycling/processing area, or composting facility. In addition, signs are posted to direct
loads to the appropriate area.
Dust is controlled on access roads through the use of a water truck. Signs are posted
indicating that liquid, hazardous, and municipal wastes are prohibited.
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6.4 Signs
Existing signs are provided at the existing site entrance and show the contact name,
telephone number, permit number, and the landfill operating hours. Information on disposal
procedures and wastes that cannot be accepted is also provided. Traffic signs will be
provided as needed to direct customers and to promote orderly traffic flow to and from the
disposal areas.

6.5 Waste Acceptance
The Highway 49 C&D Landfill Compost Facility will accept yard trash as defined in
30A-290(a)(45) (solid waste consisting solely of vegetative matter resulting from
landscaping maintenance). All yard trash will be composted. The following waste will be
accepted:

1. Grass clippings, loose leaves, etc.
2. Tree limbs, stumps, etc.
3. Soil from land clearing debris
4. Aggregate (crushed inert debris such as brick, block, or concrete)

The Highway 49 C&D Landfill Compost Facility cannot accept the following wastes.
Further, the following wastes can not be processed into the compost:

1. Hazardous waste nor asbestos containing waste
2. Household hazardous waste
3. Any compost made from solid waste

The Operations Manager will notify the NCDENR Division of Waste Management
within twenty-four (24) hours of an attempt to dispose of any of the forbidden waste
products.

Highway 49 C&D Landfill, LLC Compost Facility Application
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6.6 Dust, Litter, Odors, and Vectors
Dust, litter, odors, and vectors are discussed in Section 4.2. Dust generated by
composting operation will be controlled or reduced by:

1. Application of water via the irrigation system provided along the existing access road
or by using a water truck.
2. Regular removal of mud and dirt from the paved roads.
3. Vegetating of final cover and borrow areas as soon as practical.

Blowing litter will be reduced or controlled by:

1. Limiting the size of the active working area.
2. Utilization of litter fences.
3. Policing of the area.

Odors and vectors are not expected to be problematic.

If environmental problems associated with the landfill are detected and confirmed by
NCDENR, Highway 49 C&D Landfill, LLC will submit to NCDENR for review and
approval a corrective action plan and a schedule of compliance for implementing the plan.

6.7 Landscaping Maintenance
Landscaping maintenance will include the existing entrance. An irrigation system is
used to water the grassed and planted areas. Grass is mowed as needed and any distressed
areas will be fertilized or replanted. Planted shrubbery and trees will be fertilized and
mulched at least two (2) times per year.
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Flow Diagram
Station 1 - Recycling & Reprocessing Drop-off Area

Station 3 - Mobile Units
(Power Screen, Tub Grinder,
Rock Crusher)

Station 6 - Aggregate Storage Station 2 - Materials Storage

Station 5 Station 4
Compost Windrows Mulch & Topsoil Windrows

APPENDIX B
DRAWINGS

APPENDIX C
ENGINEERING CALCULATIONS

CALCULATIONS

TACK ON SWALES

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:8% SLOPE TACK ON SWALE Date:1/12/2016
8% SLOPE TACK ON SWALE 1.76 0.40 5.0 8.05 5.67
* LARGEST DRAINAGE AREA TO SWALE
Rational Runoff
Basin Composite C
*Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
8% TACK ON SWALE
Trapezoidal
Bottom Width (ft) = 2.00
Side Slopes (z:1) = 2.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 666.00
Slope (%) = 8.00
N-Value = 0.081
Calculations
Compute by: Known Q
Known Q (cfs) = 5.67
Highlighted
Depth (ft) = 0.59
Q (cfs) = 5.670
Area (sqft) = 2.05
Velocity (ft/s) = 2.77
Wetted Perim (ft) = 5.19
Crit Depth, Yc (ft) = 0.51
Top Width (ft) = 4.95
EGL (ft) = 0.71
0 2 4 6 8 10 12 14 16
Elev (ft)Depth (ft)Section
665.50 -0.50
666.00 0.00
666.50 0.50
667.00 1.00
667.50 1.50
668.00 2.00
668.50 2.50
669.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: 8% TACK ON SWALE
Discharge 5.67
Peak Flow Period 0.08
Channel Slope 0.08
Channel Bottom Width 2
Left Side Slope 2
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Bunch Type
Vegetation Density Fair 50-75%
Soil Type Clay Loam
SC250 - Class C - Bunch Type - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC250
Unvegetated
Straight5.67 cfs 4.63
ft/s
0.41 ft 0.04 3 lbs/ft2 2.03 lbs/ft2 1.48 STABLE E
SC250
Reinforced
Vegetation
Straight5.67 cfs 2.8 ft/s 0.59 ft 0.081 10 lbs/ft2 2.92 lbs/ft2 3.42 STABLE E
Underlying
Substrate
Straight5.67 cfs 2.8 ft/s 0.59 ft -- 0.8 lbs/ft2 0.398 lbs/ft2 2.01 STABLE --
Page 1 of 2
1/27/2016http://www.ecmds.com/print/analysis/77786/77811
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:TOP OF LANDFILL DIVERSION DITCH Date:1/12/2016
TOP OF LANDFILL DIVERSION DITCH 3.81 0.40 5.0 8.05 12.27
*LARGEST DRAINAGE AREA
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Jan 28 2016
TOP OF LANDFILL DIVERSION DITCH
Trapezoidal
Bottom Width (ft) = 6.00
Side Slopes (z:1) = 2.00, 3.00
Total Depth (ft) = 2.50
Invert Elev (ft) = 634.00
Slope (%) = 0.06
N-Value = 0.073
Calculations
Compute by: Known Q
Known Q (cfs) = 12.27
Highlighted
Depth (ft) = 1.94
Q (cfs) = 12.27
Area (sqft) = 21.05
Velocity (ft/s) = 0.58
Wetted Perim (ft) = 16.47
Crit Depth, Yc (ft) = 0.48
Top Width (ft) = 15.70
EGL (ft) = 1.95
0 2 4 6 8 10 12 14 16 18 20 22 24
Elev (ft)Depth (ft)Section
633.50 -0.50
634.00 0.00
634.50 0.50
635.00 1.00
635.50 1.50
636.00 2.00
636.50 2.50
637.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: TOP OF LANDFILL DIVERSION DITCH
Discharge 12.27
Peak Flow Period 0.08
Channel Slope .06
Channel Bottom Width 6
Left Side Slope 2
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Clay Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC250
Unvegetated
Straight 12.27
cfs
4.43
ft/s
0.4 ft 0.04 3 lbs/ft2 1.48 lbs/ft2 2.02 STABLE E
SC250
Reinforced
Vegetation
Straight 12.27
cfs
2.96
ft/s
0.56 ft 0.073 10 lbs/ft2 2.1 lbs/ft2 4.76 STABLE E
Underlying
Substrate
Straight 12.27
cfs
2.96
ft/s
0.56 ft -- 0.8 lbs/ft2 0.235 lbs/ft2 3.4 STABLE --
Page 1 of 2
1/28/2016http://www.ecmds.com/print/analysis/77786/84842
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Slope Name: TACK ON SWALE OUTSIDE SLOPE
Country United States
State/Region North Carolina
City Charlotte
Annual R Factor 175
Adjusted R Factor 21
Total Slope Length 30
Protection Type Permanent
Protection Period 3
Beginning Month January
Slope Gradient (H:1) 3
Soil Type Clay Loam
K Factor 0.210
Reach 1
Start: 0ft End: 30ft
Vegetation Type: Mix (Both Sod/Bunch)(50-75%)
Material ASL bare ASL mat MSL bare MSL mat Soil Loss
Tolerance
SF Remarks Staple / App
Rate
Estb. Veg. 0.658 in 0.028 in 0 in 0 in 0.03 in 1.085 STABLE --
SC150 0.06 in 0.002 in 0.103 in 0.004 in 0.25 in 71.295 STABLE B
Page 1 of 2
1/28/2016http://www.ecmds.com/print/analysis/77786/77863

DOWNCHUTES

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:DOWNCHUTE 1 FLOW Date:1/12/2016
DOWNCHUTE 1 3.28 0.40 5.0 8.05 10.56
Rational Runoff
Downchute Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Jan 28 2016
DOWNCHUTE 1
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 652.00
Slope (%) = 33.00
N-Value = 0.040
Calculations
Compute by: Known Q
Known Q (cfs) = 10.56
Highlighted
Depth (ft) = 0.25
Q (cfs) = 10.56
Area (sqft) = 1.44
Velocity (ft/s) = 7.35
Wetted Perim (ft) = 6.58
Crit Depth, Yc (ft) = 0.47
Top Width (ft) = 6.50
EGL (ft) = 1.09
0 2 4 6 8 10 12 14 16 18 20 22
Elev (ft)Depth (ft)Section
651.50 -0.50
652.00 0.00
652.50 0.50
653.00 1.00
653.50 1.50
654.00 2.00
654.50 2.50
655.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: DOWNCHUTE 1
Discharge 10.56
Peak Flow Period 0.08
Channel Slope 0.33
Channel Bottom Width 5
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type Clay Loam
Rock Riprap
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Rock Riprap
Unvegetated
Straight 10.56
cfs
7.6 ft/s 0.24 ft 0.04 6 lbs/ft2 5 lbs/ft2 1.2 STABLE --
Page 1 of 2
1/28/2016http://www.ecmds.com/print/analysis/77786/78782
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:DOWNCHUTE 2 FLOW Date:1/12/2016
DOWNCHUTE 2 7.84 0.40 5.0 8.05 25.24
Rational Runoff
Downchute Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
DOWNCHUTE 2
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 650.00
Slope (%) = 33.00
N-Value = 0.040
Calculations
Compute by: Known Q
Known Q (cfs) = 25.24
Highlighted
Depth (ft) = 0.41
Q (cfs) = 25.24
Area (sqft) = 2.55
Velocity (ft/s) = 9.88
Wetted Perim (ft) = 7.59
Crit Depth, Yc (ft) = 0.79
Top Width (ft) = 7.46
EGL (ft) = 1.93
0 2 4 6 8 10 12 14 16 18 20 22
Elev (ft)Depth (ft)Section
649.50 -0.50
650.00 0.00
650.50 0.50
651.00 1.00
651.50 1.50
652.00 2.00
652.50 2.50
653.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: DOWNCHUTE 2
Discharge 25.24
Peak Flow Period 0.08
Channel Slope 0.33
Channel Bottom Width 5
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type Clay Loam
Rock Riprap
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Rock Riprap
Unvegetated
Straight 25.24
cfs
10.18
ft/s
0.4 ft 0.04 9 lbs/ft2 8.24 lbs/ft2 1.09 STABLE --
Page 1 of 2
1/27/2016http://www.ecmds.com/print/analysis/77786/78783
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:DOWNCHUTE 3 FLOW Date:1/12/2016
DOWNCHUTE 3 6.52 0.40 5.0 8.05 20.99
Rational Runoff
Downchute Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
DOWNCHUTE 3
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 638.00
Slope (%) = 33.00
N-Value = 0.040
Calculations
Compute by: Known Q
Known Q (cfs) = 20.99
Highlighted
Depth (ft) = 0.37
Q (cfs) = 20.99
Area (sqft) = 2.26
Velocity (ft/s) = 9.28
Wetted Perim (ft) = 7.34
Crit Depth, Yc (ft) = 0.71
Top Width (ft) = 7.22
EGL (ft) = 1.71
0 2 4 6 8 10 12 14 16 18 20 22
Elev (ft)Depth (ft)Section
637.50 -0.50
638.00 0.00
638.50 0.50
639.00 1.00
639.50 1.50
640.00 2.00
640.50 2.50
641.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: DOWNCHUTE 3
Discharge 20.99
Peak Flow Period 0.08
Channel Slope 0.33
Channel Bottom Width 5
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type Clay Loam
Rock Riprap
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Rock Riprap
Unvegetated
Straight 20.99
cfs
9.58
ft/s
0.36 ft 0.04 8 lbs/ft2 7.42 lbs/ft2 1.08 STABLE --
Page 1 of 2
1/27/2016http://www.ecmds.com/print/analysis/77786/78785
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:DOWNCHUTE 4 FLOW Date:1/12/2016
DOWNCHUTE 4 0.88 0.40 5.0 8.05 2.83
Rational Runoff
Downchute Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
DOWNCHUTE 4
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 666.00
Slope (%) = 33.00
N-Value = 0.040
Calculations
Compute by: Known Q
Known Q (cfs) = 2.83
Highlighted
Depth (ft) = 0.12
Q (cfs) = 2.830
Area (sqft) = 0.64
Velocity (ft/s) = 4.40
Wetted Perim (ft) = 5.76
Crit Depth, Yc (ft) = 0.21
Top Width (ft) = 5.72
EGL (ft) = 0.42
0 2 4 6 8 10 12 14 16 18 20 22
Elev (ft)Depth (ft)Section
665.50 -0.50
666.00 0.00
666.50 0.50
667.00 1.00
667.50 1.50
668.00 2.00
668.50 2.50
669.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: DOWNCHUTE 4
Discharge 2.83
Peak Flow Period 0.08
Channel Slope 0.33
Channel Bottom Width 5
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type Clay Loam
Rock Riprap
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Rock Riprap
Unvegetated
Straight2.83 cfs 4.74
ft/s
0.11 ft 0.04 4 lbs/ft2 2.31 lbs/ft2 1.73 STABLE --
Page 1 of 2
1/27/2016http://www.ecmds.com/print/analysis/77786/78792

PERIMETER DITCHES

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PERIMETER DITCH 1 Date:1/12/2016
PERIMETER DITCH 1 5.68 0.40 5.0 8.05 18.29
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
PERIMETER DITCH 1
Trapezoidal
Bottom Width (ft) = 5.00
Side Slopes (z:1) = 3.00, 3.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 640.00
Slope (%) = 2.50
N-Value = 0.067
Calculations
Compute by: Known Q
Known Q (cfs) = 18.29
Highlighted
Depth (ft) = 0.91
Q (cfs) = 18.29
Area (sqft) = 7.03
Velocity (ft/s) = 2.60
Wetted Perim (ft) = 10.76
Crit Depth, Yc (ft) = 0.66
Top Width (ft) = 10.46
EGL (ft) = 1.02
0 2 4 6 8 10 12 14 16 18 20 22
Elev (ft)Depth (ft)Section
639.50 -0.50
640.00 0.00
640.50 0.50
641.00 1.00
641.50 1.50
642.00 2.00
642.50 2.50
643.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: PERIMETER DITCH 1
Discharge 18.29
Peak Flow Period 0.08
Channel Slope 0.025
Channel Bottom Width 5
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Clay Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC250
Unvegetated
Straight 18.29
cfs
4 ft/s 0.66 ft 0.037 3 lbs/ft2 1.02 lbs/ft2 2.93 STABLE E
SC250
Reinforced
Vegetation
Straight 18.29
cfs
2.63
ft/s
0.9 ft 0.067 10 lbs/ft2 1.41 lbs/ft2 7.1 STABLE E
Underlying
Substrate
Straight 18.29
cfs
2.63
ft/s
0.9 ft -- 0.8 lbs/ft2 0.13 lbs/ft2 6.17 STABLE --
Page 1 of 2
1/28/2016http://www.ecmds.com/print/analysis/77786/77813
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PERIMETER DITCH 2 Date:1/12/2016
PERIMETER DITCH 2 3.58 0.40 5.0 8.05 11.53
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
PERIMETER DITCH 2
Triangular
Side Slopes (z:1) = 3.00, 2.00
Total Depth (ft) = 1.50
Invert Elev (ft) = 575.00
Slope (%) = 8.60
N-Value = 0.054
Calculations
Compute by: Known Q
Known Q (cfs) = 11.53
Highlighted
Depth (ft) = 0.99
Q (cfs) = 11.53
Area (sqft) = 2.45
Velocity (ft/s) = 4.71
Wetted Perim (ft) = 5.34
Crit Depth, Yc (ft) = 1.06
Top Width (ft) = 4.95
EGL (ft) = 1.33
0 1 2 3 4 5 6 7 8 9 10
Elev (ft)Depth (ft)Section
574.50 -0.50
575.00 0.00
575.50 0.50
576.00 1.00
576.50 1.50
577.00 2.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: PERIMETER DITCH 2
Discharge 11.53
Peak Flow Period 0.08
Channel Slope 0.086
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 2
Low Flow Liner
Retardance Class
Vegtation Type
Vegetation Density
Soil Type Clay Loam
Rock Riprap
Phase Reach Discharge Velocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Rock Riprap
Unvegetated
Straight 11.53
cfs
4.79
ft/s
0.98 ft 0.054 6 lbs/ft2 5.27 lbs/ft2 1.14 STABLE --
Page 1 of 2
1/27/2016http://www.ecmds.com/print/analysis/77786/78026
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PERIMETER DITCH 3 Date:1/12/2016
PERIMETER DITCH 3 1.50 0.40 5.0 8.05 4.83
Rational Runoff
Basin Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Friday, Jan 15 2016
PERIMETER DITCH 3
Triangular
Side Slopes (z:1) = 3.00, 2.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 560.00
Slope (%) = 3.50
N-Value = 0.090
Calculations
Compute by: Known Q
Known Q (cfs) = 4.83
Highlighted
Depth (ft) = 1.02
Q (cfs) = 4.830
Area (sqft) = 2.60
Velocity (ft/s) = 1.86
Wetted Perim (ft) = 5.51
Crit Depth, Yc (ft) = 0.75
Top Width (ft) = 5.10
EGL (ft) = 1.07
0 1 2 3 4 5 6 7 8 9 10 11 12
Elev (ft)Depth (ft)Section
559.50 -0.50
560.00 0.00
560.50 0.50
561.00 1.00
561.50 1.50
562.00 2.00
562.50 2.50
563.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: PERIMETER DITCH 3
Discharge 4.83
Peak Flow Period 0.08
Channel Slope 0.035
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 2
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Clay Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight4.83 cfs 1.87
ft/s
1.02 ft 0.09 4.2 lbs/ft2 2.22 lbs/ft2 1.89 STABLE --
Underlying
Substrate
Straight4.83 cfs 1.87
ft/s
1.02 ft -- 0.05 lbs/ft2 0.027 lbs/ft2 1.88 STABLE --
Page 1 of 2
1/15/2016http://www.ecmds.com/print/analysis/77786/78389
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PERIMETER DITCH 4 Date:1/12/2016
PERIMETER DITCH 4 8.35 0.40 5.0 8.05 26.89
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
PERIMETER DITCH 4
Triangular
Side Slopes (z:1) = 3.00, 2.00
Total Depth (ft) = 2.50
Invert Elev (ft) = 554.00
Slope (%) = 3.50
N-Value = 0.053
Calculations
Compute by: Known Q
Known Q (cfs) = 26.89
Highlighted
Depth (ft) = 1.59
Q (cfs) = 26.89
Area (sqft) = 6.32
Velocity (ft/s) = 4.25
Wetted Perim (ft) = 8.58
Crit Depth, Yc (ft) = 1.49
Top Width (ft) = 7.95
EGL (ft) = 1.87
0 2 4 6 8 10 12 14 16 18
Elev (ft)Depth (ft)Section
553.50 -0.50
554.00 0.00
554.50 0.50
555.00 1.00
555.50 1.50
556.00 2.00
556.50 2.50
557.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: PERIMETER DITCH 4
Discharge 26.89
Peak Flow Period 0.08
Channel Slope 0.035
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 2
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Clay Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC250
Unvegetated
Straight 26.89
cfs
7.26
ft/s
1.22 ft 0.026 3 lbs/ft2 2.66 lbs/ft2 1.13 STABLE E
SC250
Reinforced
Vegetation
Straight 26.89
cfs
4.27
ft/s
1.59 ft 0.053 10 lbs/ft2 3.46 lbs/ft2 2.89 STABLE E
Underlying
Substrate
Straight 26.89
cfs
4.27
ft/s
1.59 ft -- 0.8 lbs/ft2 0.178 lbs/ft2 4.48 STABLE --
Page 1 of 2
1/27/2016http://www.ecmds.com/print/analysis/77786/78390
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PERIMETER DITCH 5 Date:1/12/2016
PERIMETER DITCH 5 10.53 0.40 5.0 8.05 33.91
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Jan 28 2016
PERIMETER DITCH 5
Triangular
Side Slopes (z:1) = 3.00, 2.00
Total Depth (ft) = 2.50
Invert Elev (ft) = 638.00
Slope (%) = 4.76
N-Value = 0.052
Calculations
Compute by: Known Q
Known Q (cfs) = 33.91
Highlighted
Depth (ft) = 1.63
Q (cfs) = 33.91
Area (sqft) = 6.64
Velocity (ft/s) = 5.11
Wetted Perim (ft) = 8.80
Crit Depth, Yc (ft) = 1.63
Top Width (ft) = 8.15
EGL (ft) = 2.04
0 2 4 6 8 10 12 14 16 18
Elev (ft)Depth (ft)Section
637.50 -0.50
638.00 0.00
638.50 0.50
639.00 1.00
639.50 1.50
640.00 2.00
640.50 2.50
641.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: PERIMETER DITCH 5
Discharge 33.91
Peak Flow Period 0.08
Channel Slope 0.0476
Channel Bottom Width 5
Left Side Slope 3
Right Side Slope 2
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Clay Loam
SC250 - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
SC250
Unvegetated
Straight 33.91
cfs
6.44
ft/s
0.76 ft 0.035 3 lbs/ft2 2.27 lbs/ft2 1.32 STABLE E
SC250
Reinforced
Vegetation
Straight 33.91
cfs
4.9 ft/s 0.94 ft 0.052 10 lbs/ft2 2.8 lbs/ft2 3.58 STABLE E
Underlying
Substrate
Straight 33.91
cfs
4.9 ft/s 0.94 ft -- 0.8 lbs/ft2 0.417 lbs/ft2 1.92 STABLE --
Page 1 of 2
1/28/2016http://www.ecmds.com/print/analysis/77786/78388
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PERIMETER DITCH 5 Date:1/12/2016
PERIMETER DITCH 6 0.34 0.40 5.0 8.05 1.09
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Channel Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 20 2016
PERIMETER DITCH 6
Triangular
Side Slopes (z:1) = 3.00, 2.00
Total Depth (ft) = 2.00
Invert Elev (ft) = 554.00
Slope (%) = 3.50
N-Value = 0.159
Calculations
Compute by: Known Q
Known Q (cfs) = 1.09
Highlighted
Depth (ft) = 0.73
Q (cfs) = 1.090
Area (sqft) = 1.33
Velocity (ft/s) = 0.82
Wetted Perim (ft) = 3.94
Crit Depth, Yc (ft) = 0.42
Top Width (ft) = 3.65
EGL (ft) = 0.74
0 1 2 3 4 5 6 7 8 9 10 11 12
Elev (ft)Depth (ft)Section
553.50 -0.50
554.00 0.00
554.50 0.50
555.00 1.00
555.50 1.50
556.00 2.00
556.50 2.50
557.00 3.00
Reach (ft)
Tensar International Corporation
5401 St. Wendel-Cynthiana Road
Poseyville, Indiana 47633
Tel. [phone]
Fax [phone]
www.nagreen.com
Erosion Control Materials Design Software
Version 5.0
Project Name: PERMIT MOD
Project Number: 77786
Project Location: HARRISBURG, NORTH CAROLINA
Channel Name: PERIMETER DITCH 6
Discharge 1.09
Peak Flow Period 0.08
Channel Slope 0.035
Channel Bottom Width 0
Left Side Slope 3
Right Side Slope 2
Low Flow Liner
Retardance Class C
Vegtation Type Mix (Sod & Bunch)
Vegetation Density Fair 50-75%
Soil Type Clay Loam
Unreinforced Vegetation - Class C - Mix (Sod & Bunch) - Fair 50-75%
Phase Reach DischargeVelocity Normal
Depth
Mannings
N
Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor
Remarks Staple
Pattern
Unreinforced
Vegetation
Straight1.09 cfs 0.84
ft/s
0.72 ft 0.159 4.2 lbs/ft2 1.57 lbs/ft2 2.67 STABLE --
Underlying
Substrate
Straight1.09 cfs 0.84
ft/s
0.72 ft -- 0.05 lbs/ft2 0.006 lbs/ft2 8.26 STABLE --
Page 1 of 2
1/20/2016http://www.ecmds.com/print/analysis/77786/84439

STORMWATER PIPES

Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PIPE 1 Date:1/12/2016
PIPE 1 5.68 0.40 5.0 8.05 18.29
Rational Runoff
Pipe Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
PIPE 1
Invert Elev Dn (ft) = 588.76
Pipe Length (ft) = 83.00
Slope (%) = 1.51
Invert Elev Up (ft) = 590.01
Rise (in) = 24.0
Shape = Circular
Span (in) = 24.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 596.00
Top Width (ft) = 25.00
Crest Width (ft) = 10.00
Calculations
Qmin (cfs) = 0.00
Qmax (cfs) = 18.29
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 18.00
Qpipe (cfs) = 18.00
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 6.14
Veloc Up (ft/s) = 6.99
HGL Dn (ft) = 590.52
HGL Up (ft) = 591.54
Hw Elev (ft) = 592.64
Hw/D (ft) = 1.32
Flow Regime = Inlet Control
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PIPE 2 Date:1/12/2016
PIPE 2 1.50 0.40 5.0 8.05 4.83
Rational Runoff
Pipe Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Monday, Jan 18 2016
PIPE 2
Invert Elev Dn (ft) = 552.00
Pipe Length (ft) = 42.00
Slope (%) = 9.52
Invert Elev Up (ft) = 556.00
Rise (in) = 18.0
Shape = Circular
Span (in) = 18.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 558.00
Top Width (ft) = 28.50
Crest Width (ft) = 10.00
Calculations
Qmin (cfs) = 0.00
Qmax (cfs) = 4.83
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 4.65
Qpipe (cfs) = 4.65
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 3.16
Veloc Up (ft/s) = 4.65
HGL Dn (ft) = 553.16
HGL Up (ft) = 556.83
Hw Elev (ft) = 557.16
Hw/D (ft) = 0.77
Flow Regime = Inlet Control
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PIPE 3 Date:1/12/2016
PIPE 3 8.69 0.40 5.0 8.05 27.98
Rational Runoff
PIPE Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Wednesday, Jan 27 2016
PIPE 3
Invert Elev Dn (ft) = 548.00
Pipe Length (ft) = 45.00
Slope (%) = 3.33
Invert Elev Up (ft) = 549.50
Rise (in) = 36.0
Shape = Circular
Span (in) = 36.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 554.00
Top Width (ft) = 30.00
Crest Width (ft) = 10.00
Calculations
Qmin (cfs) = 0.00
Qmax (cfs) = 27.98
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 27.95
Qpipe (cfs) = 27.95
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 4.70
Veloc Up (ft/s) = 6.72
HGL Dn (ft) = 550.35
HGL Up (ft) = 551.21
Hw Elev (ft) = 552.01
Hw/D (ft) = 0.84
Flow Regime = Inlet Control
Civil & Environmental Consultants, Inc.
By:CTH
Project Name:HIGHWAY 49 Date:1/12/2016
CEC Project No.:111-370.002 Checked By:NTB
Description:PIPE 4 Date:1/12/2016
PIPE 4 10.53 0.40 5.0 8.05 33.91
Rational Runoff
Ditch Composite C
Area
(acres)
Flow, Q
(cfs)
Intensity, I
(in/hr)
Time of
Concentration, Tc
(min)
Culvert Report
Hydraflow Express Extension for Autodesk® AutoCAD® Civil 3D® by Autodesk, Inc.Thursday, Jan 28 2016
PIPE 4
Invert Elev Dn (ft) = 548.00
Pipe Length (ft) = 85.00
Slope (%) = 12.94
Invert Elev Up (ft) = 559.00
Rise (in) = 36.0
Shape = Circular
Span (in) = 36.0
No. Barrels = 1
n-Value = 0.013
Culvert Type = Circular Concrete
Culvert Entrance = Square edge w/headwall (C)
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5
Embankment
Top Elevation (ft) = 564.00
Top Width (ft) = 30.00
Crest Width (ft) = 10.00
Calculations
Qmin (cfs) = 0.00
Qmax (cfs) = 33.91
Tailwater Elev (ft) = (dc+D)/2
Highlighted
Qtotal (cfs) = 30.10
Qpipe (cfs) = 30.10
Qovertop (cfs) = 0.00
Veloc Dn (ft/s) = 4.99
Veloc Up (ft/s) = 6.91
HGL Dn (ft) = 550.39
HGL Up (ft) = 560.78
Hw Elev (ft) = 561.50
Hw/D (ft) = 0.83
Flow Regime = Inlet Control
NOAA Atlas 14, Volume 2, Version 3
Location name: Harrisburg, North Carolina, US*
Latitude: 35.3262°, Longitude: -80.6451°
Elevation: 590 ft*
* source: Google Maps
POINT PRECIPITATION FREQUENCY ESTIMATES
G.M. Bonnin, D. Martin, B. Lin, T. Parzybok, M.Yekta, and D. Riley
NOAA, National Weather Service, Silver Spring, Maryland
PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches/hour)1
Duration Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 4.81
(4.44-5.22)
5.69
(5.24-6.19)
6.62
(6.10-7.20)
7.30
(6.70-7.91)
8.05
(7.36-8.71)
8.57
(7.79-9.28)
9.04
(8.18-9.78)
9.46
(8.51-10.2)
9.91
(8.83-10.8)
10.2
(9.04-11.1)
10-min 3.85
(3.55-4.17)
4.55
(4.20-4.95)
5.30
(4.88-5.76)
5.83
(5.35-6.32)
6.41
(5.86-6.94)
6.82
(6.20-7.39)
7.18
(6.50-7.77)
7.49
(6.74-8.12)
7.84
(6.98-8.51)
8.06
(7.12-8.77)
15-min 3.20
(2.96-3.48)
3.81
(3.52-4.15)
4.48
(4.12-4.86)
4.92
(4.52-5.33)
5.42
(4.96-5.87)
5.76
(5.24-6.23)
6.05
(5.48-6.55)
6.30
(5.67-6.83)
6.58
(5.86-7.14)
6.74
(5.96-7.34)
30-min 2.20
(2.03-2.38)
2.63
(2.43-2.86)
3.18
(2.93-3.45)
3.56
(3.27-3.86)
4.01
(3.67-4.35)
4.34
(3.94-4.69)
4.63
(4.19-5.02)
4.91
(4.41-5.31)
5.23
(4.66-5.68)
5.46
(4.82-5.94)
60-min 1.37
(1.26-1.49)
1.65
(1.52-1.80)
2.04
(1.88-2.21)
2.32
(2.13-2.51)
2.67
(2.44-2.89)
2.94
(2.67-3.18)
3.19
(2.89-3.45)
3.44
(3.09-3.73)
3.75
(3.34-4.08)
3.98
(3.52-4.34)
2-hr 0.794
(0.729-0.867)
0.962
(0.882-1.05)
1.19
(1.09-1.30)
1.37
(1.25-1.49)
1.59
(1.45-1.74)
1.77
(1.60-1.92)
1.94
(1.74-2.11)
2.10
(1.87-2.29)
2.32
(2.05-2.54)
2.49
(2.17-2.72)
3-hr 0.566
(0.519-0.620)
0.683
(0.627-0.749)
0.853
(0.781-0.935)
0.984
(0.897-1.07)
1.16
(1.05-1.26)
1.30
(1.17-1.41)
1.44
(1.29-1.56)
1.58
(1.40-1.72)
1.77
(1.55-1.93)
1.92
(1.66-2.10)
6-hr 0.343
(0.315-0.375)
0.414
(0.380-0.453)
0.517
(0.474-0.565)
0.597
(0.546-0.652)
0.706
(0.641-0.768)
0.792
(0.715-0.861)
0.880
(0.787-0.957)
0.969
(0.859-1.06)
1.09
(0.956-1.19)
1.19
(1.03-1.30)
12-hr 0.202
(0.186-0.221)
0.244
(0.225-0.267)
0.306
(0.281-0.334)
0.356
(0.325-0.388)
0.423
(0.384-0.460)
0.477
(0.430-0.518)
0.533
(0.476-0.578)
0.592
(0.522-0.641)
0.673
(0.585-0.728)
0.738
(0.632-0.799)
24-hr 0.120
(0.111-0.129)
0.144
(0.135-0.156)
0.181
(0.169-0.196)
0.210
(0.195-0.227)
0.250
(0.231-0.269)
0.281
(0.260-0.303)
0.313
(0.289-0.337)
0.347
(0.318-0.373)
0.392
(0.358-0.423)
0.428
(0.390-0.462)
2-day 0.070
(0.065-0.075)
0.085
(0.079-0.091)
0.105
(0.098-0.113)
0.122
(0.113-0.131)
0.144
(0.133-0.155)
0.162
(0.149-0.174)
0.180
(0.166-0.193)
0.199
(0.182-0.213)
0.224
(0.205-0.241)
0.244
(0.222-0.263)
3-day 0.050
(0.046-0.053)
0.060
(0.056-0.064)
0.074
(0.069-0.079)
0.085
(0.079-0.091)
0.101
(0.093-0.108)
0.113
(0.104-0.121)
0.125
(0.116-0.135)
0.138
(0.127-0.148)
0.156
(0.143-0.168)
0.170
(0.155-0.183)
4-day 0.039
(0.037-0.042)
0.047
(0.044-0.051)
0.058
(0.054-0.062)
0.067
(0.062-0.072)
0.079
(0.073-0.085)
0.089
(0.082-0.095)
0.098
(0.091-0.105)
0.108
(0.100-0.116)
0.122
(0.112-0.131)
0.133
(0.121-0.143)
7-day 0.026
(0.024-0.028)
0.031
(0.029-0.033)
0.038
(0.035-0.040)
0.043
(0.040-0.046)
0.050
(0.047-0.054)
0.056
(0.052-0.060)
0.062
(0.058-0.066)
0.069
(0.063-0.073)
0.077
(0.071-0.082)
0.084
(0.077-0.090)
10-day 0.021
(0.020-0.022)
0.025
(0.023-0.026)
0.030
(0.028-0.032)
0.034
(0.032-0.036)
0.039
(0.036-0.041)
0.043
(0.040-0.046)
0.047
(0.044-0.050)
0.052
(0.048-0.055)
0.057
(0.053-0.061)
0.062
(0.057-0.066)
20-day 0.014
(0.013-0.015)
0.016
(0.016-0.017)
0.019
(0.018-0.020)
0.022
(0.021-0.023)
0.025
(0.024-0.026)
0.027
(0.026-0.029)
0.030
(0.028-0.032)
0.032
(0.030-0.034)
0.036
(0.033-0.038)
0.039
(0.036-0.041)
30-day 0.011
(0.011-0.012)
0.013
(0.013-0.014)
0.016
(0.015-0.016)
0.017
(0.016-0.018)
0.020
(0.018-0.021)
0.021
(0.020-0.022)
0.023
(0.022-0.024)
0.025
(0.023-0.026)
0.027
(0.025-0.028)
0.029
(0.027-0.030)
45-day 0.010
(0.009-0.010)
0.011
(0.011-0.012)
0.013
(0.012-0.013)
0.014
(0.013-0.015)
0.016
(0.015-0.016)
0.017
(0.016-0.018)
0.018
(0.017-0.019)
0.019
(0.018-0.020)
0.021
(0.020-0.022)
0.022
(0.021-0.023)
60-day 0.009
(0.008-0.009)
0.010
(0.010-0.010)
0.011
(0.011-0.012)
0.012
(0.012-0.013)
0.014
(0.013-0.014)
0.015
(0.014-0.015)
0.016
(0.015-0.016)
0.016
(0.016-0.017)
0.018
(0.017-0.018)
0.019
(0.018-0.019)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a
given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not
checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
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PF graphical
Page 1 of 4Precipitation Frequency Data Server
10/21/2015http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.3262&lon=-80.6451&dat...
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Maps & aerials
Small scale terrain
Map data ©2015 GoogleReport a map error50 km 
Page 2 of 4Precipitation Frequency Data Server
10/21/2015http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=35.3262&lon=-80.6451&dat...
Large scale map
Large scale aerial
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US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
Office of Hydrologic Development
1325 East West Highway
Silver Spring, MD 20910
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APPENDIX D
COST ESTIMATE

Facility Name: Greenway Waste Solutions of Apex, LLC
Facility ID Number: No. 9230-CDLF-2014
Facility Owner:Greenway Waste Solutions of Apex
Closure Options Estimated Total Cost
Option 1 - Standard Clay Liner System $1,897,000
Option 2 - Standard Geosynthetic Liner System $2,229,000
Worksheet 2: ESTIMATION OF CLOSURE COSTS PERMITTED WASTE LIMITS
Greenway Waste Soutions of Apex, LLC C&D Landfill Phases 1-2
Closure Options Cost Estimate
Facility Name: Greenway Waste Solutions of Harrisburg, LLC
Facility ID Number: No. 13-06
Facility Owner:Greenway Waste Solutions of Harrisburg
Total Surface Area:25.80 Acres
Total Surface Area to be Capped for Phase 1, 2, and 3 25.80 Acres
I.CLEARING AND GRUBBING Input Amount Notes and Guidance
Values Unit Extended Cost Cost Estimate
a. Surface area 25.80 acres 25.8 acres
b. Clearing and grubbing unit cost $10,000 per acre $10,000.00 per acre
c. Quantity of soil needed (a x b) $258,000.00
Subtotal $258,000 $258,000
II.CLAY SOIL LINER Input Amount Notes and Guidance
Values Unit
a. Surface area 25.80 acres x 4,840 yd2/acre 124,872 yd2
b. Depth of soil for slope and fill 18 inches x 1 yd/36 in 0.50 yd
c. Quantity of soil needed a x b 62,436 yd3
d. Percentage of soil from off-site 0% % 0%
e.Purchase unit cost off-site material (to include
delivery cost)$0.00 per yd3 $0.00 per yd3
f. Percentage of soil from on-site 100% (1 - d) 100%
g. Excavation unit cost (on-site material) 5.36$ per yd3 5.36$ per yd3
h. Total soil unit cost (d x e + f x g) $5.36
i. Placement and spreading unit cost 1.50$ per yd3 $1.50 per yd3
j. Compaction unit cost 2.00$ per yd3 $2.00 per yd3
k. Total soil unit cost (h + i + j) $8.86 per yd3
l. Total soil cost (c x k) $553,182.96
Subtotal $553,183 $554,000
III. TOPSOIL/EROSION COVER
a. Surface area 25.80 acres x 4,840 yd2/acre 124,872 yd2
b. Depth of topsoil needed 18 inches x 1 yd/36 in 0.50 yd
c. Quantity of topsoil needed a x b 62,436 yd3
d. Percentage of soil from off-site 0% % 0%
e.Purchase unit cost off-site material (to include
delivery cost)$0.00 per yd3 $0.00 per yd3
f. Percentage of soil from on-site 100% (1 - d) 100%
g. Excavation unit cost (on-site material) 4.15$ per yd3 $4.15 per yd3
h. Total soil unit cost (d x e + f x g) $4.15
i. Placement and spreading unit cost 1.50$ per yd3 $1.50 per yd3
j. Compaction unit cost (Not Required) -$ per yd3 $0.00 per yd3
k. Total soil unit cost (h + I + j) $5.65 per yd3
l. Total soil cost $352,950.71
Subtotal $352,951 $353,000
Worksheet 1: ESTIMATION OF CLOSURE COSTS PERMITTED WASTE LIMITS
Greenway Waste Soutions of Apex, LLC C&D Landfill Phases 1-3
IV. VEGETATIVE COVER
a. Surface area 25.80 acres 25.8 acres
b.Unit cost for soil preparation, grading, seed, and
fertilizer $ 2,000.00 per acre $2,000.00 per acre
Subtotal (a x b)$51,600 $52,000
V.PASSIVE LANDFILL GAS (LFG) MANAGEMENT
SYSTEM
a. Number of acres 25.80 acres 25.80 acres
b. Average active LFG system unit cost $4,500.00 per acre $4,500.00 per acre
Subtotal (a x b)$116,100 $117,000
VI.MOBILIZATION / DEMOBILIZATION / INSURANCE
/ BONDS
a.Cost for Mobilization / Demobilization / Insurance /
Bonds $110,000.00 lump sum $110,000.00 lump sum
Subtotal $110,000 $110,000
VII.SEDIMENT AND EROSION CONTROL AND
STORM WATER MANAGEMENT
a. Sediment and erosion control 40,000.00$ lump sum $40,000.00 lump sum
b. Skimmer basins 0 each 0 each
c. Skimmer basin unit cost 35,000.00$ per each $35,000.00 per each
d. Skimmer basin total cost (b x c) $0.00
b. Grass lined channel length 4,300 linear foot 4,300 linear foot
c. Grass lined channel with matting unit cost 10.00$ per linear foot $10.00 per LF
d. Total grass lined channel cost (b x c) $43,000.00
e. Rip Rap downchute piping length 920 linear foot 920 linear foot
f. Rip Rap downchute piping unit cost 80.00$ per linear foot $80.00 per LF
g. Total slope drain piping cost (e x f) $73,600.00
h. Outlet and inlet protection 4 each 4 each
i. Outlet and inlet protection unit cost (20 SY each) $1,728.00 per each $1,728.00 per each
j. Total outlet and inlet protection cost (h x i) $6,912.00
Subtotal (a + d + g + j)$163,512 $164,000
VIII.CQA TESTING AND CERTIFICATION
a. Number of acres to be capped 25.80 acres 25.8 acres
b.CQA testing / field services and documentation unit
cost $10,000.00 per acre $10,000 per acre
c.Total CQA testing / field services and documentation
cost (a x b) $258,000.00
Subtotal c $258,000 $258,000
IX. SURVEY AND DEED NOTATION
a. Area 25.80 acres 25.80 acres
b. Survey unit cost $1,000.00 per acre $1,000.00 per acre
Subtotal (a x b)$25,800 $26,000
X.ADMINISTRATION
a. Announcements, deeds, fees, etc. cost $5,000 lump sum $5,000.00 lump sum
Subtotal $5,000 $5,000
TOTAL ESTIMATED CLOSURE COST $1,897,000
Facility Name: Greenway Waste Solutions of Apex, LLC
Facility ID Number: No. 9230-CDLF-2014
Facility Owner:Greenway Waste Solutions of Apex
Total Surface Area:28.35 Acres
Total Surface Area to be Capped for Phase 1-2 28.35 Acres
I.CLEARING AND GRUBBING Input Amount Notes and Guidance
Values Unit Extended Cost Cost Estimate
a. Surface area 28.35 acres 28.4 acres
b. Clearing and grubbing unit cost $10,000 per acre $10,000.00 per acre
c. Quantity of soil needed (a x b) $283,500.00
Subtotal $283,500 $284,000
II.TOPSOIL/EROSION COVER
a. Surface area 28.35 acres x 4,840 yd2/acre 137,214 yd2
b. Depth of topsoil needed 18 inches x 1 yd/36 in 0.50 yd
c. Quantity of topsoil needed a x b 68,607 yd3
d. Percentage of soil from off-site 0% % 0%
e.Purchase unit cost off-site material (to include
delivery cost)$0.00 per yd3 $0.00 per yd3
f. Percentage of soil from on-site 100% (1 - d) 100%
g. Excavation unit cost (on-site material) 4.15$ per yd3 $4.15 per yd3
h. Total soil unit cost (d x e + f x g) $4.15
i. Placement and spreading unit cost 1.50$ per yd3 $1.50 per yd3
j. Compaction unit cost (Not Required) -$ per yd3 $0.00 per yd3
k. Total soil unit cost (h + I + j) $5.65 per yd3
l. Total soil cost $387,835.37
Subtotal $387,835 $388,000
III.VEGETATIVE COVER
a. Surface area 28.35 acres 28.35 acres
b.Unit cost for soil preparation, grading, seed, and
fertilizer $ 2,000.00 per acre $2,000.00 per acre
Subtotal (a x b)$56,700 $57,000
IV.LLDPE GEOMEMBRANE - 40 mil TEXTURED
a. Surface area 28.35 acres x 43,560 ft2/acre 1,234,926 ft2
b. Purchase unit cost $ 0.50 per ft2 $0.50 /ft2
c. Installation unit cost $ 0.10 per ft2 $0.10 /ft2
d. Total LLDPE geomembrane unit cost (b + c) $0.60 /ft2
Subtotal (a x d)$740,956 $741,000
V PASSIVE LANDFILL GAS (LFG) MANAGEMENT
SYSTEM
a. Number of acres 28.35 acres 28.35 acres
Worksheet 2: ESTIMATION OF CLOSURE COSTS PERMITTED WASTE LIMITS
Greenway Waste Soutions of Apex, LLC C&D Landfill Phases 1-2
b. Average active LFG system unit cost $4,500.00 per acre $4,500.00 per acre
Subtotal (a x b)$127,575 $128,000
VI.MOBILIZATION / DEMOBILIZATION / INSURANCE
/ BONDS
a.Cost for Mobilization / Demobilization / Insurance /
Bonds $110,000.00 lump sum $110,000.00 lump sum
Subtotal $110,000 $110,000
VII.SEDIMENT AND EROSION CONTROL AND
STORM WATER MANAGEMENT
a. Sediment and erosion control 40,000.00$ lump sum $40,000.00 lump sum
b. Skimmer basins 2 each 2 each
c. Skimmer basin unit cost 35,000.00$ per each $35,000.00 per each
d. Skimmer basin total cost (b x c) $70,000.00
b. Grass lined channel length 4,600 linear foot 4,600 linear foot
c. Grass lined channel with matting unit cost 10.00$ per linear foot $10.00 per LF
d. Total grass lined channel cost (b x c) $46,000.00
e. Slope downdrain piping length 1,320 linear foot 1,320 linear foot
f. Piping unit cost (18-inch PE) 19.85$ per linear foot $19.85 per LF
g. Total slope drain piping cost (e x f) $26,202.00
h. Outlet and inlet protection 12 each 12 each
i. Outlet and inlet protection unit cost (20 SY each) $1,728.00 per each $1,728.00 per each
j. Total outlet and inlet protection cost (h x i) $20,736.00
Subtotal (a + d + g + j)$202,938 $203,000
VIII. CQA TESTING AND CERTIFICATION
a. Number of acres to be capped 28.35 acres 28.35 acres
b.CQA testing / field services and documentation unit
cost $10,000.00 per acre $10,000 per acre
c.Total CQA testing / field services and documentation
cost (a x b) $283,500.00
Subtotal c $283,500 $284,000
IX. SURVEY AND DEED NOTATION
a. Area 28.35 acres 28.35 acres
b. Survey unit cost $1,000.00 per acre $1,000.00 per acre
Subtotal (a x b)$28,350 $29,000
X.ADMINISTRATION
a. Announcements, deeds, fees, etc. cost $5,000 lump sum $5,000.00 lump sum
Subtotal $5,000 $5,000
TOTAL ESTIMATED CLOSURE COST $2,229,000
Worksheet 7: Suggested and Minimum Default Values
I.Native soil - Excavate, Load, and HaulDescription Unit Price Units Source
native soil Excavating, Bulk Bank Measure, excavator, hydraulic,
crawler mounted, 2 CY capacity $ 1.42 CY Means 02315 424 0260
loading add 15% $ 0.21 CY Means 02315 400 0020
hauling Hauling, Excavated or Borrow, Off Highway Haulers, 1/2
mile round trip, 4.2 loads/hr, 22 CY rear or bottom dump $ 2.52 CY Means 02315 490 2020
Subtotal: $ 4.15 CY
II.Native soil - Place and Spread
Spread Spread fill, from stockpile with dozer 300 HP, 300' haul $ 1.50 CY Means 02315 300 5600
Subtotal: $ 1.50 CY
III.
Compact - Sheepsfoot Compaction, Sheepsfoot or wobbly wheel roller, 6" lifts, 3
passes 0.96$ CY Means 02315 310 5620
Compact - Vibrating Roller Compaction, Vibrating roller, 6" lifts, 3 passes 0.47$ CY Means 02315 310 5020
Subtotal: $ 1.43 CY
IV.Topsoil
Topsoil Purchase price delivered $ 13.10 CY Means 02315 0200 7000
Spread Spread by dozer, 50' haul $ 1.50 CY Means 02315 410 2020
Compact - Sheepsfoot Compaction, Sheepsfoot or wobbly wheel roller, 6" lifts, 3
passes 0.96$ CY Means 02315 310 5620
Subtotal: $ 15.56 CY
V.Stone
stone purchase price delivered $ 7.50 CY Means 02315 200 5000
spread stone spread by dozer 50' haul $ 1.31 CY Means 02315 410 2000
Subtotal: $ 8.81 CY
VI.Clay - Excavate, Load, and Haul (on-site and off-site)
clay purchase price delivered $ 8.00 CY Means
soil excavation $ 1.63 CY Means 02315 400 0200
soil excavation (add 60% for clay) $ 0.97 CY Means 02315 400 4100
loading add 15% $ 0.24 CY Means 02315 400 0020
hauling 12 CY truck 1/2 mile onsite $ 2.52 CY Means 02320 200 0320
On-site Subtotal: $ 5.36 CY
Off-site Subtotal $ 8.00
VII.
spread clay spread by dozer 50' haul $ 1.38 CY Means 02314 505 0010
Subtotal: $ 1.38 CY
VIII.
compact clay sheepsfoot 4 passes $ 0.83 CY Means 02315 300 6030
compact clay vibrating roller 4 passes $ 0.96 CY Means 02315 300 6220
Subtotal: $ 1.79 CY
IX.Drainage Pipe
pipe 6"pvc $ 4.22 LF Means 02620 210 3020
trenching 48" deep compact add 50% $ 0.99 LF Means 02315 940 2600
Piping, Drainage & Sewage, Corrugated HDPE, Type S,
not including excavation and backfill, bell & spigot, with
gaskets, 18" diameter
$ 17.85 LF Means 334113501060
Elbows $ 264.00 EA Means 334113501160
Tees $ 380.00 EA Means 334113501280
Piping, Drainage & Sewage, Corrugated HDPE, Type S,
not including excavation and backfill, bell & spigot, with
gaskets, 24" diameter
$ 23.50 LF Means 334113501070
Elbows $ 470.00 EA Means 334113501170
Tees $ 505.00 EA Means 334113501300
Native soil - Compact
18" PE Down drain pipe
24" PE Down drain pipe
Clay soil - Place and Spread
Clay soil - Compact
Piping, Drainage & Sewage, Corrugated HDPE, Type S,
not including excavation and backfill, bell & spigot, with
gaskets, 30" diameter
$ 29.50 LF Means 334113501080
Elbows $ 710.00 EA Means 334113501180
Tees $ 865.00 EA Means 334113501320
$ 86.40 SY Means 02370 450 0200
X.Synthetic Membrane
60 mil HDPE $ 0.36 SF GSE quote ($0.2568 includes shipping) plus
40% increase to account for current rates
40 mil Texturted LLDPE $ 0.45 SF
Average of costs from Spartanburg Phase 5
closure, plus 25% increase to account for
current rates
GCL Layer $ 0.55 SF $0.55 from Phase VI Closure Plan 2007
installation and testing $ 0.090 SF Average of install cost from Robeson County
and Anson County
XI.Geotextile Filter Fabric
10 oz Geotextile $ 0.07 SF Means 33 080533
installation $ 0.01 SF Estimate
Subtotal: $ 0.08 CY
XII.Geonet/geocomposite
Geonet .25 inch $ 0.14 SF Means 33 08 0511
Geonet Geotextile 1 side $ 0.30 SF Means 33 08 0512
geonet Geotextile 2 sides $ 0.45 SF Average of quotes from Robeson and Anson
Counties with Spartanburg closure plan
installation $ 0.084 SF Average of install cost from Robeson County
and Anson Co.
Subtotal: $ 0.97 CY
XIII.Geosynthetic clay liner
bentomat $ 0.55 SF GSE quote For Phase VI ($0.55 includes
shipping)
installation $ 0.081 SF Average of install cost from Robeson County
Phase 4
Subtotal: $ 0.63 SF
XIV.Soil Testing
Density 5/acre x 35.36 EA $ 176.80 AC Means 33 08 0506 02231 2101
Moisture Density Curve 1/acre $ 80.00 AC Proctor (ASTM D698) - Price from ACC
Grain Size 1/acre $ 55.00 AC Particle Size (ASTM D422) - Price from ACC
Moisture 5/acre x 5.00 ea $ 25.00 AC Moisture (ASTM D2216) - Price from ACC
Undisturbed Permeability 3/acre 18" soil x 165.00EA $ 495.00 AC UD Perm (ASTM D5084) - Price from ACC
Atterberg Limits 1/acre $ 50.00 AC Atterberg (ASTM D4318) - Price from ACC
Subtotal: $ 881.80 AC
XV.Vegetative cover
Hydro seeding
Seeding, Mechanical Seeding, Hydro or air seeding for
large areas, including seed and fertilizer, with wood fiber
mulch added ($0.41 per sy)
$ 1,984.40 AC Means 02920 310 1100
Subtotal: $ 1,984.40 AC
XVI.Landfill Gas Management System
Gas Probe Assume 50' Probe, 20' Screen, 25' filter pack
boring 11" hollow stem auger (50' @ $26.00/LF) $ 1,300.00 EA Means 33 23 1103
screen 2" schedule 40 (20' @ $10.00/LF) $ 200.00 EA Means 33 23 0211
casing 2" schedule 40 (30'@ $7.00/LF) $ 210.00 EA Means 33 23 0101
filter pack 2" screen filter pack (25'@ $8.00/LF) $ 200.00 EA Means 33 23 1401
bentonite seal $ 30.00 EA Means 33 23 2101
surface pad $ 175.00 EA Means 33 23 1502
Probe Cost $ 2,115.00 EA Means
Gas Vent Assume 40' vent,20' screen, 30" diam.
30" PE Down drain pipe
Riprap Outlet (Machine placed, 18" min thickness)
drilling bored piles 30" dia (40' @ $41.00/LF) $ 1,640.00 EA Means 02465 600 0300
screen 6" sch 40 (20 @ $22.00/LF) $ 440.00 EA Means 33 23 0203
casing 6" sch 40 (20' @ $12.00/LF) $ 240.00 EA Means 33 23 0103
stone 6 CY @ $26.00/CY $ 156.00 EA Means 023 15 130 0100
bentonite seal Use 12" Means: 8 CF @ $161.00/CF $ 1,288.00 EA Means 33 23 1806
Vent Cost $ 3,764.00
Subtotal: $ 5,879.00 EA
XVII.Sediment & Erosion Control and Stormwater Management
Grass Lined Channel $ 10.00 LF Morgan Corp quote for Anderson Landfill
Matting $1.96 per sy for 4 ft wide roll $ 0.87 LF Means 02370 700 0020
Subtotal: $ 10.87 LF
XVIII.Groundwater Monitoring Well
well boring, hollow stem auger Up to 100 foot depth (50' @ $16.11/LF) $ 805.50 EA Means 33 23 1101
casing 2" diameter pvc, sch 40 (40' @ $6.86/LF) $ 274.40 EA Means 33 23 0101
screen 2" diameter pvc, sch 40 (10' @ $9.85/lf) $ 394.00 EA Means 33 23 0201
Subtotal: $ 1,473.90 EA
XIX.Groundwater Monitoring - Analytical
conductivity $ 11.75 EA Means 33 02 0505
pH $ 9.13 EA Means 33 02 0505
TOC $ 23.33 EA Means 33 02 0505
TOX $ 90.00 EA Means 33 02 0505
hardness $ 11.50 EA Means 33 02 1639
sodium $ 11.56 EA Means 33 02 0508
chloride $ 16.67 EA Means 33 02 1653
iron $ 11.56 EA Means 33 02 0508
lead $ 11.56 EA Means 33 02 0508
Appendix I List $180-$225 depending on number of wells sampled $ 200.00 EA Local consultant January 2001
Appendix II List $640-$810 depending on the number of wells sampled $ 725.00 EA Local Consultant January 2001
Subtotal: $ 397.06 EA
XX.Groundwater Monitoring - Sampling
Personnel $ 100.00 Well estimate
Equipment $ 50.00 Well estimate
Subtotal: $ 150.00 EA
XXI.Gas Monitoring
LANDTEC GEM-2000 $ 175.00 day Price from Enviro-Equipment
mobilization $ 150.00 event estimate
field technician 1 technician @ 75/hr for 8 hours $ 600.00 event estimate
engineer report preparation @ $120/hr for 4 hours $ 480.00 event estimate
Subtotal: $ 1,405.00 event
XXII.Routine Maintenance and Repairs
Mowing Mowing with tractor & attachments, lawn mowing, smooth
terrain, 5' ($1.77 / 1,000 sf * 43,560 sf/acre) $ 77.10 AC Means 029353004210
reseeding Hydroseeding $ 800.00 AC
fertilizer Fertilizer $ 100.00 AC
Subtotal: $ 977.10 AC
XXIII.Erosion Repair
native soil Excavating, Bulk Bank Measure, excavator, hydraulic,
crawler mounted, 2 CY capacity $ 1.42 CY Means 02315 424 0260
loading add 15% $ 0.21 CY Means 02315 400 0020
hauling Hauling, Excavated or Borrow, Off Highway Haulers, 1/2
mile round trip, 4.2 loads/hr, 22 CY rear or bottom dump $ 2.52 CY Means 02315 490 2020
spread native soil Spread fill, from stockpile with dozer 300 HP, 300' haul $ 1.50 CY Means 02315 300 5600
Compact - Sheepsfoot Compaction, Sheepsfoot or wobbly wheel roller, 6" lifts, 3
passes 0.96$ CY Means 02315 310 5620
Compact - Vibrating Roller Compaction, Vibrating roller, 6" lifts, 3 passes 0.47$ CY Means 02315 310 5020
Hydro Spec Cost Estimate for Lee County
Subtotal: $ 7.08 CY
XXIV.Leachate Management
Treatment at POTW based on $.29/1000 gallons $ 0.0290 Gal $.022/gallon 2008 rate
Subtotal: $ 0.0290 Gal

APPENDIX E
PROPOSED MONITORING PLAN

-i- Water Quality Monitoring Plan
Updated August 2017

TABLE OF CONTENTS

1.0 PURPOSE ........................................................................................................................... I
2.0 INTRODUCTION..............................................................................................................2
2.1 Background ............................................................................................................. 2
2.1.1 Phase I/II C&D Landfill Area ......................................................................2
2.1.2 Phase I Expansion C&D Landfill Area ........................................................3
2.2 Site Geology/Hydrogeology ................................................................................... 3
3.0 GROUNDWATER MONITORING PLAN ....................................................................4
3.1 Detection Monitoring Well Network ...................................................................... 4
3.1.1 Active Phase I/II C&D Landfill ...................................................................4
3.1.2 Phase I Expansion C&D Landfill ................................................................4
3.2 Assessment Monitoring Well Network ................................................................... 5
3.3 Groundwater Monitoring Procedures ..................................................................... 5
3.3.1 Well Water Level Gauging ..........................................................................5
3.3.2 Well Purging ................................................................................................6
3.3.3 Groundwater Sample Collection ..................................................................6
3.4 Groundwater Monitoring Analytical Procedures .................................................... 8
3.4.1 Detection Monitoring ...................................................................................8
3.4.2 Assessment Monitoring ...............................................................................8
3.4.3 Quality Assurance Analyses and Data Validation .......................................9
4.0 SURFACE WATER MONITORING PLAN ................................................................10
5.0 WATER QUALITY MONITORING REPORTING ...................................................12

FIGURES

Figure 1 - Site Location Map
Figure 2 - Detailed Site Map

ATTACHMENTS

Attachment A - Seasonal High Water Table Groundwater Potentiometric Map (from Enviro-Pro,
P.C.)
Attachment B - Water Quality Monitoring Location Map
Attachment C - NCDEQ Solid Waste Section Guidelines for Groundwater, Soil, and Surface Water
Sampling
Attachment D - NCDEQ Solid Waste Section Monitoring Report Memos and Forms

-1- Water Quality Monitoring Plan
Updated August 2017

1.0 PURPOSE

The Water Quality Monitoring Plan (Plan) for the Greenway Waste Solutions of Harrisburg, LLC
landfill facility (formerly Highway 49 C&D Landfill) has been updated to include assessment
monitoring requirements and activities that have been implemented and are on-going since August
2013 at the landfill facility. This Plan updates the previous Water Quality Monitoring Plan
prepared by EnviroPro, P.C. as revised January 2010. The purpose of this Plan is to identify the
current monitoring network, methods, and procedures to be used to effectively monitor
groundwater and surface water quality in the uppermost aquifer present at the subject site that is
representative of 1) background groundwater quality, and 2) groundwater quality passing the
relevant point of compliance at appropriate locations downgradient of proposed landfilling
operations. This Plan includes sections describing: 1) groundwater detection monitoring; 2)
groundwater assessment monitoring; 3) well gauging, purging, and sampling procedures; 4)
surface water monitoring, 5) analytical methods; and 6) data evaluation and reporting requirements
set forth by the North Carolina Department of Environmental Quality (NCDEQ) – Solid Waste
Section (SWS). The requirements for water quality monitoring of C&D landfill facilities are
codified in the Solid Waste Rules 15A NCAC 13B .0500.

-2- Water Quality Monitoring Plan
Updated August 2017

2.0 INTRODUCTION

The subject landfill facility is operated by Greenway Waste Solutions of Harrisburg, LLC (GWS)
under Solid Waste Facility Permit Number 13-06. The facility address is 2105 Speedrail Court,
Harrisburg, North Carolina. A Site Location Map is attached as Figure 1. An active Phase I/II
C&D disposal area is located in the northwest portion of the site. It is bounded by Coddle Creek
to the north; an adjacent permitted Phase I Expansion C&D landfill area to the east; private
industrial and residential properties to the south; and Speedrail Court to the west. Waste placement
in the active disposal area has generally occurred from 2000 to present. To date, waste has not
been placed in the Phase I Expansion C&D landfill area. A Site Map is attached as Figure 2.

2.1 Background

2.1.1 Phase I/II C&D Landfill Area

The Phase I/II C&D landfill was permitted to operate in 2000. As a part of the original landfill
permit, semi-annual groundwater detection monitoring was initially performed for a well network
consisting one background well (MW-21) and three downgradient monitoring wells (MW-55,
MW-56 and MW-57) with semi-annual reports submitted to the SWS. The approximate landfill
monitoring well locations are depicted in Figure 2.

During the Spring 2013 semi-annual groundwater monitoring event, benzene and vinyl chloride
were detected in groundwater samples collected from monitoring wells MW-56 and MW-57 at the
active Phase I/II Area. At the request of the SWS, an Assessment Monitoring Work Plan dated
August 5, 2013 was prepared by Enviro-Pro, P.C. to assess the groundwater impacts. Additional
assessment monitoring wells (MW-56A, MW-56D, and MW-57D) were installed hydraulically
downgradient of the landfill (see Figure 2). These new wells and the existing detection monitoring
wells were sampled on October 21, 2013 as part of this initial groundwater assessment, and the
presence of vinyl chloride was confirmed in the saprolite and upper bedrock aquifer horizons
downgradient of the landfill. As required by the Solid Waste Rules, groundwater assessment
monitoring wells and installed after 2013 have been routinely monitored and sampled along with

-3- Water Quality Monitoring Plan
Updated August 2017

the originally detection monitoring wells for the constituents listed in Appendix II of CFR Part
258. In addition, the SWS requested a characterization of the nature and extent of the groundwater
contamination at the active Phase I/II Landfill.

2.1.2 Phase I Expansion C&D Landfill Area

Although permitted to operate, waste has not been placed in the Phase I Expansion C&D landfill
area to date. The detection or POC well network for the Phase I Expansion consists of background
well MW-104 and downgradient wells MW-81, MW-95, MW-99, MW-102, and MW-103.
Approximate well locations are depicted on Figure 2. Enviro-Pro, P.C has collected background
groundwater sample analytical data from the Phase I Expansion area since at least October 2013.

2.2 Site Geology/Hydrogeology

The hydrogeologic unit underlying the site is a composite regolith-fractured crystalline rock
(predominantly granodiorite and/or granite composition) aquifer system that is typical of the NC
Piedmont. Locally, the regolith is characterized by residual sandy silt soils from the surface to
approximately 10 feet below grade, and then silty sand saprolite and partially weathered rock
(PWR) to depths of 25 to 40 feet below grade. Unweathered fractured bedrock generally occurs
at depths ranging from 25 to 40 below grade. The regolith aquifer zone is interconnected by
fractures with the underlying crystalline rock aquifer zone.

A seasonal high water table potentiometric map prepared by Enviro-Pro, P.C. is presented in
Figure 1 in Atachment A. The local water table is unconfined and is encountered in the bedrock
in the more elevated site areas and in the regolith in lower site areas. Groundwater recharge occurs
in the upland areas and then flows in the direction of Coddle Creek to the north. Groundwater
recharge and discharge at the landfill site is anticipated to follow the local slope aquifer system as
described by LeGrand (2004). The general direction of groundwater flow can be approximated
from the surface topography. The topography at the site generally slopes toward Coddle Creek to
the north. Coddle Creek functions as a groundwater discharge divide between the site and the
properties on the north side of the stream.

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Updated August 2017

3.0 GROUNDWATER MONITORING PLAN

3.1 DETECTION MONITORING WELL NETWORK

3.1.1 Active Phase I/II C&D Landfill

The groundwater detection monitoring well network consists of background well MW-21 and
downgradient wells MW-55, MW-56, and MW-57. These are point-of-compliance (POC) wells
as defined by North Carolina Solid Waste Rules 15A NCAC 13B .0544. Approximate well
locations are depicted on Figure 2. Prior to the required shift to assessment monitoring, these
detection wells were monitored for the constituents listed in Appendix I of 40 CFR Part 258, and
for mercury, chloride, manganese, iron, sulfate, alkalinity, total dissolved solids, specific
conductance, pH, and temperature as specified in 15A NCAC 13B .0544(b)(1)(D). Due to the
present assessment monitoring requirement, the detection wells and the recently added assessment
wells are currently monitored for the additional constituents listed in Appendix II of 40 CFR Part
258. NCDEQ-SWS may give approval to return to detection monitoring when: 1) the subject
analytes are shown to be at or below background values and 15A NCAC 2L .0202 for two
consecutive sampling events; 2) the plume is not migrating horizontally or vertically: and 3) the
plume has not exceeded the compliance boundary, as specified in 15A NCAC 13B .0545(b)(9)
(A), (B), and (C).

3.1.2 Phase I Expansion C&D Landfill

To date, waste has not been placed in the Phase I Expansion C&D Landfill. The detection well
network for the Phase I Expansion Area consists of background well MW-104 and downgradient
wells MW-81, MW-95, MW-99, MW-102, and MW-103. Approximate well locations are
depicted on Figure 2. These compliance wells were selected to allow characterization of down-
gradient and cross-gradient groundwater quality and detection of changes in quality in the area of
the landfill during the proposed Expansion Area Phase I operation. Background groundwater
sample analytical data has been collected by Enviro-Pro, P.C. since at least October 2013.

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Updated August 2017

Beginning with the semi-annual water quality monitoring event preceding the initial placement of
waste in the Phase I Expansion landfill, the site detection wells will be monitored for the
constituents listed in Appendix I of 40 CFR Part 258, mercury, chloride, manganese, iron, sulfate,
alkalinity, total dissolved solids, specific conductance, pH, and temperature as specified in 15A
NCAC 13B .0544(b)(1)(D).

3.2 ASSESSMENT MONITORING WELL NETWORK

Three assessment monitoring wells (MW-56A, MW-56D, and MW-57D) have been added in the
Active Phase I/II area to characterize and delineate horizontal and vertical contaminant migration.
Approximate well locations are depicted on Figure 2. Wells 56A/56D and MW-57/57D form well
clusters to provide vertical sampling and hydraulic gradient data. These assessment wells, along
with original detection monitoring wells MW-55, MW-56, and MW-57, will be sampled semi-
annually for constituents listed in Appendix II of 40 CFR Part 258, mercury, chloride, manganese,
sulfate, iron, specific conductance, pH, temperature, alkalinity, and total dissolved solids until the
facility meets the conditions listed in Subsection 3.1.1 to return to detection monitoring for which
only POC wells are sampled.

3.3 GROUNDWATER MONITORING PROCEDURES

3.3.1 Well Water Level Gauging

Each time groundwater is sampled at the facility well water levels will be gauged prior to well
purging and sample collection. Gauging of the well network at the facility will be performed
within a 24-hour period of time to avoid temporal variations in groundwater flow. Well gauging
will be performed in general accordance with the Solid Waste Section Guidelines for
Groundwater, Soil, and Surface Water Sampling (Revised April 2008) ("SWS Sampling
Guidelines″) included as Attachment B.

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Updated August 2017

3.3.2 Well Purging

Well purging will be performed in general accordance with the attached SWS Sampling Guidelines
(see Attachment C). Prior to sample collection, each well to be sampled will be purged using
either a low-flow peristaltic pump, low-flow submersible, or a dedicated Teflon™ bailer until field
parameters stabilize or of three well volumes. Field parameters (i.e., pH, temperature, specific
conductance, dissolved oxygen, oxidation-reduction potential, and turbidity) will be measured and
recorded at the initiation of purging and upon the removal of each well volume, and these field-
measured data will be incorporated into the Water Quality Monitoring Report. Wells will be
adequately purged prior to sample collection to ensure representative aquifer formation water
rather than stagnant water is sampled. An adequate well purge may be achieved by purging three
well volumes or by satisfying any one of the three purge criteria specified in the attached SWS
Sampling Guidelines (see Attachment C).

To calculate well volumes for a two-inch diameter monitoring well, the volume of water present
will be determined using the following equation:

Well Volume (Gallons) = 0.16h where h is the height of the water column in the well.

Wells that demonstrate sufficient recharge will be purged as outlined above; however, some wells
may be bailed dry. In this case, the well will be allowed to recharge a minimum of 60 percent of
its static water level prior to collecting the sample.

3.3.3 Groundwater Sample Collection

Groundwater samples will be collected from each detection and assessment monitoring well
comprising the landfill monitoring well network during each semi-annual monitoring event in
general accordance with the attached SWS Sampling Guidelines (see Attachment A). Samples
will be collected as soon as practical and within 24 hours of the completion of well purging.
Groundwater samples will be collected in laboratory-supplied sample containers that will be
properly labeled, placed on ice in an insulated cooler, and either hand-delivered, picked up by

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Updated August 2017

laboratory courier, or shipped overnight by express courier service to a North Carolina-certified
laboratory. Proper chain-of-custody documentation will be maintained from field sample
collection through laboratory analysis.

After sample collection, the expansion cap for each monitoring will be inserted into the riser and
the steel protective casing will be secured with a lock.

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Updated August 2017

3.4 GROUNDWATER MONITORING ANALYTICAL PROCEDURES

3.4.1 Detection Monitoring

The detection monitoring program will include monitoring for the constituents listed in Appendix
I of 40 CFR Part 258, mercury, chloride, manganese, sulfate, iron, specific conductance, pH,
temperature, alkalinity, and total dissolved solids. The following parameter analytical methods
will be followed in analyzing the groundwater samples:

Appendix I VOCs EPA Method 8260 or equivalent method
Appendix I Metals EPA Method 6010 or equivalent method
Mercury EPA Method 7470/7471 or equivalent method
Chloride Standard Method 4500 Cl E or equivalent method
Sulfate EPA Method 300.0 or equivalent method
Alkalinity Standard Method 2320B or equivalent method
Total Dissolved Solids Standard Method 2540C or equivalent method

Specific conductance, pH, temperature, dissolved oxygen, oxidation-reduction potential, and
turbidity will be measured with appropriate and properly calibrated water quality field instruments.

3.4.2 Assessment Monitoring

The assessment monitoring program will include monitoring for the constituents listed in
Appendix II of 40 CFR Part 258, mercury, chloride, manganese, sulfate, iron, specific
conductance, pH, temperature, alkalinity, and total dissolved solids. The following parameter
analytical methods will be followed in analyzing the groundwater samples:

Appendix II VOCs EPA Method 8260 or equivalent method
Appendix II SVOCs EPA Method 8270 or equivalent method
Appendix II OC Pesticides EPA Method 8081B or equivalent method
Appendix II PCBs EPA Method 8082A or equivalent method

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Updated August 2017

Appendix II Herbicides EPA Method 8151A or equivalent method
Cyanide EPA Method 9014 or equivalent method
Appendix II Metals EPA Method 6010, 200.8, or equivalent method
Mercury EPA Method 7470/7471, 245.1, or equivalent method
Chloride Standard Method 4500 Cl E, 9056A or equivalent method
Sulfate EPA Method 300.0, 9056A, or equivalent method
Alkalinity Standard Method 2320B or equivalent method
Total Dissolved Solids Standard Method 2540C or equivalent method

Specific conductance, pH, temperature, dissolved oxygen, oxidation-reduction potential, and
turbidity will be measured with appropriate and properly calibrated water quality field instruments.

3.4.3 Quality Assurance Analyses and Data Validation

A trip blank will be analyzed for Appendix I VOCs. Up to two blind duplicate samples will be
collected for Appendix I VOC analysis. Up to six well samples will be collected as split samples
for which the splits will be submitted to two independent North Carolina-certified analytical
laboratories for Appendix 1 VOC analytical testing. Laboratory data will be subjected to Level II
laboratory data validation protocols.

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Updated August 2017

4.0 SURFACE WATER MONITORING PLAN

The two surface water monitoring stations previously established along Coddle Creek at the
approximate locations indicated on Figure 2 will be sampled in order to evaluate potential impact
to surface water quality from surface runoff or groundwater discharge from the existing area of
landfilling. The upstream location (SW-1) is situated near the northwestern property line, while
station SW-2 is located below the Phase II downgradient property line. These sampling points
will bracket the area of Coddle Creek that could potentially be impacted by currently active
landfilling operations.

Once waste is introduced to the Phase I Expansion Area Landfill, one additional surface water
monitoring station (SW-3) will be located at the approximate location indicated on Figure 2 at a
point downstream of the expansion landfill.

The actual sampling points within Coddle Creek will be located in areas of minimum turbulence
and aeration. Surface water samples will be collected in general accordance with the attached
SWS Sampling Guidelines (see Attachment C).

Sampling Directly Into Sample Container
If possible, the sample will be collected directly into the laboratory-supplied sample container.
This method will be used when practical for collecting grab samples for immediate in-situ field
analyses and when the laboratory-supplied sample containers do not contain preservatives. Sample
containers containing premeasured amounts of preservatives will not be used to collect grab
samples.

Sampling with an Intermediate Vessel or Container:
When a sample cannot be collected directly into the laboratory-supplied sample container, an
unpreserved sample container or an intermediate vessel (e.g., beakers, buckets or dippers) will be
used to obtain the sample. The intermediate vessel will be rinsed with ample amounts of site water
prior to collecting the first sample.

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Updated August 2017

Double Check-Valve Bailer for Deeper Surface Water Samples
Deeper water samples can be collected using a double check-valve bailer if the data requirements
do not necessitate a sample from a strictly discrete interval of the water column. Rinse the
sampling device with ample amounts of site water prior to collecting the first sample. 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.

Sample containers will be properly labeled, placed on ice in a portable cooler, and either hand-
delivered, picked up by laboratory courier, or shipped overnight by express courier service to a
North Carolina-certified laboratory for subsequent analytical testing. Surface water samples will
be analyzed for the constituents listed in Appendix I of 40 CFR Part 258, mercury, specific
conductance, pH, temperature, and turbidity. The analytical methods listed in Subsection 3.4.1
will be followed in analyzing the surface water samples.

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Updated August 2017

5.0 WATER QUALITY MONITORING REPORTING

In accordance with 15A NCAC 13B .0545(b)(1)(H), a monitoring report will be submitted to the
SWS within 120 days of completing a semi-annual water quality sampling event. One copy will
be in electronic format, that will include the following information: 1) field observations relating
to the conditions of the monitoring wells; 2) field data; 3) summary of the laboratory data; 4) field
sampling quality assurance and quality control data; 5) information on ground-water flow direction
and flow rates; and 6) any other pertinent information related to the sampling event.

Water quality monitoring reporting will comply with SWS guidance provided on the NCDEQ
SWS website http://deq.nc.gov/about/divisions/waste-management/waste-management-permit-
guidance/solid-waste-section/environmental-monitoring. The following links are provided on the
website:
1) Solid Waste Environmental Monitoring Data Form
2) Electronic Data Deliverable (EDD) Template
3) October 2007 Memo
4) October 2006 Memo
5) Addendum to the October 2006 Memo
A hardcopy of each of the above documents is provided in Attachment B.

FIGURES

REFERENCE
DATE:DWG SCALE:
DRAWN BY:CHECKED BY:APPROVED BY:
PROJECT NO:
FIGURE NO.:
SITE LOCATION MAP
111-370.0021"=1000'AUGUST 2017
PNP EHS EHS 1
HIGHWAY 49 C&D LANDFILL
GREENWAY WASTE SOLUTIONS OF
HARRISBURG, LLC
www.cecinc.com
1900 Center Park Drive - Suite A - Charlotte, NC 28217
Ph: 980.237.0373 · Fax: [phone]
NORTH
8
A
B
34567 12
C
D
E
F
G
H
8 34567 12
A
B
C
D
E
F
G
H
DESCRIPTIONDATENOREVISION RECORDwww.cecinc.com2030 S. Tyron Street - Suite 3E - Charlotte, NC 28203Ph: 980.224.8104DATE:DWG SCALE:DRAWN BY:CHECKED BY:APPROVED BY:PROJECT NO:SHEET OF
FIGURE NO.:DETAILED SITE MAP111-370.0021"=150'AUGUST 2017JKS/TMGSLBSLB1 1
2GREENWAY WASTE SOLUTIONS OF HIGHWAY 49, LLCCABARRUS COUNTY, NCNORTH

ATTACHMENT A

SEASONAL HIGH WATER TABLE POTENTIOMETRIC MAP

DATE:DWG SCALE:
DRAWN BY:CHECKED BY:APPROVED BY:
PROJECT NO:
ATTACHMENT:
SEASONAL HIGH WATER TABLE
POTENTIOMETRIC MAP
111-370.0021"=300'8/10/17
PAB EHS EHS A
GREENWAY WASTE SOLUTIONS OF
HARRISBURG, LLC
HARRISBURG, NORTH CAROLINA
www.cecinc.com
1900 Center Park Drive - Suite A - Charlotte, NC 28217
Ph: 980.237.0373 · Fax: [phone]
NORTH
REFERENCE

ATTACHMENT B

WATER QUALITY MONITORING LOCATION MAP

DATE:DWG SCALE:
DRAWN BY:CHECKED BY:APPROVED BY:
PROJECT NO:
ATTACHMENT:
WATER QUALITY MONITORING LOCATION MAP
111-370.0021"=300'8/15/17
JKS EHS EHS B
GREENWAY WASTE SOLUTIONS OF
HARRISBURG, LLC
HARRISBURG, NORTH CAROLINA
www.cecinc.com
1900 Center Park Drive - Suite A - Charlotte, NC 28217
Ph: 980.237.0373 · Fax: [phone]
NORTH
REFERENCE
LEGENDLEGEND

ATTACHMENT C

NCDEQ SOLID WASTE SECTION GUIDELINES FOR GROUNDWATER,
SOIL, AND SURFACE WATER SAMPLING

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 D

NCDEQ SOLID WASTE SECTION MONITORING REPORT
MEMOS AND FORMS

DENR USE ONLY: Paper Report Electronic Data - Email CD (data loaded: Yes / No )
NC DENR
Doc/Event #:
Environmental Monitoring

Division of Waste Management - Solid Waste Reporting 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).

Instructions:
• Prepare one form for each individually monitored unit.
• Please type or print legibly.
• Attach a notification table with values that attain or exceed NC 2L groundwater standards or NC 2B surface water standards. The notification
must include a preliminary analysis of the cause and significance of each value. (e.g. naturally occurring, off-site source, pre-existing
condition, etc.).
• Attach a notification table of any groundwater or surface water values that equal or exceed the reporting limits.
• Attach a notification table of any methane gas values that attain or exceed explosive gas levels. This includes any structures on or nearby the
facility (NCAC 13B .1629 (4)(a)(i).
• Send the original signed and sealed form, any tables, and Electronic Data Deliverable to: Compliance Unit, NCDENR-DWM, Solid Waste
Section, 1646 Mail Service Center, Raleigh, NC 27699-1646.

Solid Waste Monitoring Data Submittal Information
Name of entity submitting data (laboratory, consultant, facility owner):

Contact for questions about data formatting. Include data preparer's name, telephone number and E-mail address:
Name: Phone:

E-mail:

Facility name: Facility Address: Facility Permit #
NC Landfill Rule:
(.0500 or .1600)
Actual sampling dates (e.g.,
October 20-24, 2006)

Environmental Status: (Check all that apply)
Initial/Background Monitoring Detection Monitoring Assessment Monitoring Corrective Action

Type of data submitted: (Check all that apply)

Notification attached?
No. No groundwater or surface water standards were exceeded.
Yes, a notification of values exceeding a groundwater or surface water standard is attached. It includes a list of groundwater and surface water
monitoring points, dates, analytical values, NC 2L groundwater standard, NC 2B surface water standard or NC Solid Waste GWPS and
preliminary analysis of the cause and significance of any concentration.
Yes, a notification of values exceeding an explosive methane gas limit is attached. It includes the methane monitoring points, dates, sample
values and explosive methane gas limits.

Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments are true and correct.
Furthermore, I have attached complete notification of any sampling values meeting or exceeding groundwater standards or explosive gas
levels, and a preliminary analysis of the cause and significance of concentrations exceeding groundwater standards. I am aware that there
are significant penalties for making any false statement, representation, or certification including the possibility of a fine and imprisonment.

Facility Representative Name (Print) Title (Area Code) Telephone Number
Affix NC Licensed/ Professional Geologist Seal

Signature Date

Facility Representative Address

NC PE Firm License Number (if applicable effective May 1, 2009)

Revised 6/2009
Groundwater monitoring data from monitoring wells
Groundwater monitoring data from private water supply wells
Leachate monitoring data
Surface water monitoring data
Methane gas monitoring data
Corrective action data (specify)
Other(specify)

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1

North Carolina Department of Environment and Natural Resources

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

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

Solid Waste Directors, Landfill

F

Environmental Monito

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

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

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

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

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

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

http://www.

ental monitoring data

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

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

5

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

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An Equal Opportunity / Affirmative Action Employer – Printed on Dual Purpose Recycled Paper
October 27, 2006

To: SW Director/County Manager/Consultant/Laboratory

From: NC DENR-DWM, Solid Waste Section

Re: New Guidelines for Electronic Submittal of Environmental Monitoring Data

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

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

lectronic Data Deliverable (EDD) Submittal

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

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

T

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

T

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

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

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

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

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

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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).

NC DEQ
Division of Waste Management - Solid Waste
14- Day Notification of Groundwater
Protection Standard Exceedance(s)
per rule: 15A NCAC 13B .1633(c)(1)
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).

Instructions:
• Prepare one form for each individually monitored unit.
• Please type or print legibly.
• Attach a notification table with values that attain or exceed applicable groundwater protection standards.
• Send the original signed and sealed form, any tables, and Electronic Data Deliverable to: Compliance Unit, NCDEQ-DWM, Solid Waste
Section, 1646 Mail Service Center, Raleigh, NC 27699-1646.

Solid Waste Monitoring Data Submittal Information

Name of entity submitting data (laboratory, consultant, facility owner):

Contact for questions about data formatting. Include data preparer's name, telephone number and E-mail address:
Name: Phone:

E-mail:

Facility name: Facility Address: Facility Permit #
Actual sampling dates (e.g.,
October 20-24, 2006)

Environmental Status: (Check all that apply)
Initial/Background Monitoring Detection Monitoring Assessment Monitoring Corrective Action

Additional Information:
A notification of values exceeding a groundwater protection standard as defined in 15A NCAC 13B .1634(g)(h) is attached. It includes a list of
groundwater monitoring points, dates, analytical values, NC 2L groundwater standard, NC Solid Waste GWPS and preliminary analysis of the
cause and significance of any concentration.
A re-sampling event was conducted to confirm the exceedances.
Alternate Source Demonstration(s) have been approved for the following constituents with report date:

Certification
To the best of my knowledge, the information reported and statements made on this data submittal and attachments are true and correct.
Furthermore, I have attached complete notification of any sampling values meeting or exceeding groundwater standards or explosive gas
levels, and a preliminary analysis of the cause and significance of concentrations exceeding groundwater standards. I am aware that there
are significant penalties for making any false statement, representation, or certification including the possibility of a fine and imprisonment.

Facility Representative Name (Print) Title (Area Code) Telephone Number
Affix NC Licensed/Professional Geologist or Professional
Engineer Seal
Signature Date

Facility Representative Address

NC PG/PE Firm License Number (if applicable effective May 1, 2009)

Revised 6/2016

March 23, 2017

MEMORANDUM

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

From: Solid Waste Section

Re: Permanent and Temporary Groundwater and Landfill Gas Monitoring Wells, Piezometers, and
Probes

Based on field observations by Solid Waste Section staff, we continue to observe routine maintenance
issues of monitoring wells at both active and closed landfills. Examples of these issues include:

Sediment accumulation around the base of the steel outer casing which restricts visual inspection
of the concrete pad,

Improper monitor well identification,

Unsecured outer steel casings and/or well caps, and

No outer steel casings and/or well caps.

The Solid Waste Section is continuing its efforts to improve consistency throughout the State and is
therefore issuing this Memorandum as a reminder of the requirements of 15A NCAC 2C.

The purpose of rule set 15A NCAC 2C Well Construction Standards is to be consistent with the duty to
safeguard public welfare, safety, and health, and to protect and beneficially develop the groundwater
resources of the state by requiring that the location, construction, repair and abandonment of wells, and
the installation of pumps and pumping equipment conform to reasonable standards and requirements as
may be necessary to protect public welfare, safety, health, and groundwater resources.

The requirements in 15A NCAC 02C .0108 – Standards of Construction: Wells Other Than Water Supply are
applicable to permanent and temporary groundwater and landfill gas monitoring wells, piezometers, and
probes.

15A NCAC 02C .0108(g) The well shall be constructed in such a manner that water or contaminants
from the land surface cannot migrate along the borehole annulus into any packing material or
well screen area.

15A NCAC 02C .0108(k) All non-water supply wells, including temporary wells, shall be secured
with a locking well cap to ensure against unauthorized access and use.

15A NCAC 02C .0108(l) All non-water supply wells shall be equipped with a steel outer well casing
or flush-mount cover, set in concrete, and other measures sufficient to protect the well from
damage by normal site activities.

15A NCAC 02C .0108(o) Each non-water supply well shall have permanently affixed an
identification plate. The identification plate shall be constructed of a durable, waterproof,
rustproof metal or other material approved by the Department as equivalent and shall contain
the following information:
(1) well contractor name and certification number;
(2) date well completed;
(3) total depth of well;
(4) a warning that the well is not for water supply and that the groundwater may
contain hazardous materials;
(5) depth(s) to the top(s) and bottom(s) of the screen(s); and
(6) the well identification number or name assigned by the well owner.

15A NCAC 02C .0108(s) Temporary wells and all other non-water supply wells shall be constructed
in such a manner as to preclude the vertical migration of contaminants within and along the
borehole channel.

Landfill facility staff should be aware of the above requirements and demonstrate that monitoring wells
are being maintained to those requirements during facility inspections. Please take this time to review
your monitoring network for compliance with the 2C Standards. Future violations of the above
requirements may result in tiered enforcement action by the Section.

If you have any questions or concerns regarding this Memorandum, please feel free to contact the Solid
Waste Section 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]

North Carolina Department of Environment and Natural Resources

Dexter Matthews, Director Division of Waste Management Beverly Eaves Perdue, Governor
Dee Freeman, Secretary
1646 Mail Service Center, Raleigh, North Carolina 27699-1646
Phone: [phone] \ FAX: [phone] \ Internet: www.wastenotnc.org

An Equal Opportunity / Affirmative Action Employer - 50 % Recycled \ 10 % Post Consumer Paper
June 25, 2010

MEMORANDUM

To: Solid Waste Directors, Landfill Owners/Operators, and North Carolina Certified
Laboratories

From: North Carolina Division of Waste Management, Solid Waste Section

Re: Tetrahydrofuran Analysis at Construction and Demolition Landfills

Based upon historical sampling results, health and environmental concerns, and an ongoing EPA
evaluation of tetrahydrofuran (THF), the Solid Waste Section (Section) is requiring, in
accordance with 15A NCAC 13B .0601, that Construction and Demolition Landfills (CDLFs)
begin analyzing ground and surface water samples collected after January 1, 2011 for THF. The
purpose of this memorandum is to inform CDLF owners and operators and laboratories that are
involved in the collection or analysis of environmental samples of this requirement.

Although the North Carolina Occupational and Environmental Epidemiology Branch previously
established a health based standard for THF, there are currently no established Maximum
Contaminant Levels or 15A NCAC 02L .0202 Standards due to the lack of historical
toxicological data necessary to promulgate regulatory standards. However, THF analysis is
currently required at CDLFs located in several states throughout the U.S. and has been shown to
be a constituent of concern in groundwater at CDLFs for several years. In addition, THF has
been documented as a contaminant associated with CDLF leachate.

Due to the potential health hazards associated with THF and its documented presence at CDLFs,
the Section has determined that CDLFs should begin analyzing ground and surface water
samples for THF to ensure protection of human health and the environment. Although
regulatory standards have not yet been established for THF, its presence in groundwater must be
determined in order to accurately assess the risks at each CDLF and determine if regulatory
standards need to be established. The Section will reevaluate monitoring requirements for THF
in the future after enough data has been collected to determine the extent of THF at C&D
facilities.

Laboratories are advised to contact the Division of Water Quality-Laboratory Section-
Certification Branch prior to initiating THF analysis using Method 8260.

If you have any questions or concerns, please feel free to contact Jaclynne Drummond (919-508-
8500) or Ervin Lane (919-508-8516). Thank you for your continued cooperation with this
matter.

LANDFILL GAS MONITORING PLAN

GREENWAY WASTE SOLUTIONS OF HARRISBURG, LLC
(FORMER HIGHWAY 49 C&D LANDFILL)
2105 SPEEDRAIL COURT
HARRISBURG, NORTH CAROLINA
SOLID WASTE FACILITY PERMIT NUMBER 13-06

Prepared For:

GREENWAY WASTE SOLUTIONS OF HARRISBURG, LLC
19109 W. CATAWBA AVENUE, SUITE 200
CORNELIUS, NORTH CAROLINA 28031

Prepared By:

CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
1900 CENTER PARK DRIVE, SUITE A
CHARLOTTE NORTH CAROLINA 28217

CEC Project No. 111-370.0002

Updated August 16, 2017

Edward H. Stephens, P.G. Scott L. Brown. P.E.
Project Manager Vice President
-i- Hwy. 49 Methane Monitoring Plan
August 16, 2017

TABLE OF CONTENTS
1.0 INTRODUCTION..............................................................................................................1
1.1 Background ............................................................................................................. 1
1.2 Site Geology/Hydrogeology ................................................................................... 1
1.3 LFG Generation and Migration .............................................................................. 2
1.4 LFG Composition ................................................................................................... 2
2.0 LANDFILL GAS MONITORING ...................................................................................4
2.1 LFG Monitoring Well Network - Phase I/II Area .................................................. 4
2.2 LFG Monitoring Well Network - Phase I Expansion Area .................................... 4
2.3 LFG Monitoring Well Construction ....................................................................... 4
2.4 LFG Monitoring Procedures ................................................................................... 5
2.5 LFG Response Procedures ...................................................................................... 5
3.0 PROFESSIONAL CERTIFICATION .............................................................................7

ATTACHMENTS

Attachment A - Seasonal High Water Table Potentiometric Map
Attachment B - Landfill Gas Monitoring Location Map
Attachment C - NCDEQ Solid Waste Section Landfill Gas Monitoring Guidance
Attachment D - NCDEQ Solid Waste Section Landfill Gas Monitoring Form
-1- Landfill Gas Monitoring Plan
August 16, 2017

1.0 INTRODUCTION

1.1 BACKGROUND

North Carolina Solid Waste Management Rules 15A NCAC 13B require quarterly monitoring of
methane and other explosive landfill gases (LFG) at C&D landfills to ensure that landfill gas does
not exceed the lower explosive limit (LEL) at the facility property boundary or 25 percent of the
LEL in facility structures. An LFG monitoring plan is necessary to ensure that these performance
standards are met at the facility.

The Greenway Waste Solutions of Harrisburg, LLC (formerly Highway 49 C&D Landfill) facility
maintains a current methane monitoring program that is implemented in accordance with the
Methane Monitoring Plan (revised December 2009) prepared by Enviro-Pro, P.C. Two landfill
areas referred to as the active Phase I/II Area and the currently unused Phase I Expansion Area are
addressed in the facility’s LFG monitoring program. Civil & Environmental Consultants, Inc.
(CEC) has prepared this update to the above referenced plan as part of a 2017 permit modification
for the subject facility.

1.2 SITE GEOLOGY/HYDROGEOLOGY

The geology underlying the site is a composite regolith-fractured crystalline rock (predominantly
granodiorite and/or granite composition) system that is typical of the NC Piedmont. Locally, the
regolith is characterized by residual sandy silt soils from the surface to approximately 10 feet
below grade, and then silty sand saprolite and partially weathered rock (PWR) to depths of 25 to
40 feet below grade. Unweathered fractured bedrock generally occurs at depths ranging from 25
to 40 below grade.

Local groundwater flow is primarily in the regolith zone with flow also occurring in the fractured
or weathered zones in bedrock. Depths to the water table range from approximately 36 feet
below ground surface (bgs) at the south perimeters of the landfill areas to 5-10 feet bgs along the
north perimeters. The local water table is unconfined and is encountered in the bedrock in the
-2- Landfill Gas Monitoring Plan
August 16, 2017

more elevated site areas and in the regolith in lower site areas. The regolith aquifer zone is
interconnected by fractures with the underlying crystalline rock aquifer zone. Groundwater
recharge occurs in the upland areas and then flows in the direction of Coddle Creek to the north.
Groundwater recharge and discharge at the landfill site is anticipated to follow the local slope
aquifer system as described by LeGrand (2004). The general direction of groundwater flow can
be approximated from the surface topography. The topography at the site generally slopes toward
Coddle Creek to the north. Coddle Creek functions as a groundwater discharge divide between
the site and the properties on the north side of the stream. A site seasonal high water table
potentiometric map prepared by Enviro-Pro, P.C. is attached as Attachment A.

1.3 LFG GENERATION AND MIGRATION

LFG is a natural by-product of the anaerobic decomposition of organic waste in a landfill. The
production of LFG creates a positive pressure within the landfill that forces the gas to migrate.
LFG migrates from place to place by diffusion and pressure gradient and will follow the path of
least resistance. Subsurface gas typically migrates above the groundwater table and is restricted
laterally by streams. Porous soils lying above the bedrock can serve as pathways to transmit large
volumes of gas. Underground off-site migration is common and can be facilitated by the presence
of pipelines, buried utility corridors or trenches located within or adjacent to the landfill
boundaries. Movement depends on soil type and moisture, and migration distances of 1,500 feet
have been observed. Barometric pressure also influences movement. Falling barometric pressure
allows methane to migrate out of the landfill and into surrounding areas.

1.4 LFG COMPOSITION

LFG is generally composed of 50-55% methane (CH4); 45-50% carbon dioxide (CO2); less than
5% nitrogen (N2); and less than 1% non-methane organic compounds. These individual gases
generally remain co-mingled and do not naturally separate. The North Carolina Department of
Environmental Quality - Solid Waste Section (SWS) Rules typically focus on methane (CH4)
and its explosive properties due to public safety issues. Hydrogen sulfide (H2S) is also of
-3- Landfill Gas Monitoring Plan
August 16, 2017

particular concern in landfills and is typically recognized by its rotten egg odor. H2S is
immediately dangerous to life and health at concentrations of 100 parts per million (ppm).

-4- Landfill Gas Monitoring Plan
August 16, 2017

2.0 LANDFILL GAS MONITORING

2.1 LFG MONITORING WELL NETWORK - PHASE I/II AREA

A total of seven LFG monitoring wells (MMW-1 through MMW-7) will be monitored around the
perimeter of the active Phase I/II Area. Additionally, LFG monitoring will be performed within
the Scalehouse, Shop, and Gypsum Storage buildings. The approximate locations of these LFG
monitoring wells and facility structures are shown on the Landfill Gas Monitoring Location Map
included in Attachment B.

2.2 LFG MONITORING WELL NETWORK - PHASE I EXPANSION AREA

Beginning at the preceding quarter prior to placing waste in the currently unused Phase I Expansion
Area, seven LFG monitoring wells (MMW-1-E1 through MMW-7-E1) will be monitored around
the perimeter of the landfill area. These wells will be monitored quarterly during the active and
closure/post-closure phases of the Phase I Expansion Area. The approximate locations of these
Phase I Expansion Area LFG monitoring wells are shown on the Landfill Gas Monitoring Location
Map included in Attachment B.

2.3 LFG MONITORING WELL CONSTRUCTION

LFG monitoring wells are installed just above the water table within the unsaturated zone and
are equipped with a stopcock valve or a quick connect coupling on the cap, which allows for
accurate LFG measurements. The stopcock valve is equipped with a barb connector that will
accommodate plastic tubing to connect with the gas monitor. The stopcock valve or a quick
connect coupling must be closed between monitoring events. Each LFG monitoring well is
constructed with a lockable protective cover that will be secure with a padlock, and is labeled
with a permanently affixed identification plate. See a detailed schematic of a landfill gas
monitoring well presented as Figure 1 in the attached SWS Landfill Gas Monitoring Guidance
(November 2010) included in Attachment C.
-5- Landfill Gas Monitoring Plan
August 16, 2017

2.4 LFG MONITORING PROCEDURES

LFG monitoring at the facility will be performed in general accordance with the procedures
outlined in Section 6 of the SWS Landfill Gas Monitoring Guidance (November 2010) included
as Attachment C. Methane monitoring will be conducted by personnel trained to use a Landtec
GEM 2000 Plus Landfill Gas Monitor (gases measured also include hydrogen sulfide) or
equivalent instrument. The general sampling procedures for the LFG monitoring wells will be as
follows:

1) Calibrate the instrument in accordance with the manufacturer’s recommendations;
2) Connect via tubing the instrument input port to the well sampling port;
3) Conduct a sample purge by pumping for one minute;
4) Read the percent methane, percent LEL (lower explosive limit), percent oxygen, percent
carbon dioxide, and hydrogen sulfide content; and
5) Record the stabilized readings from Step 4.

The results of these measurements will be initially recorded on field logs and then these data
recorded on the SWS Landfill Gas Monitoring Form that is included in Attachment D. The LFG
monitoring data form and results for each quarterly monitoring event will be retained in the
facility’s operating record, unless an exceedance has occurred and/or is requested by the SWS.

2.5 LFG RESPONSE PROCEDURES

Should methane gas levels be detected above the performance limits, landfill personnel will
immediately take the necessary steps to protect human health and notify the SWS. The steps that
would be taken include but are not limited to:

• Restrict access to any facility structures or exterior areas displaying high methane levels;
• Prohibit the use of any equipment or materials that may cause sparks or an open flame;
• Report methane levels to the Operations Manager;
-6- Landfill Gas Monitoring Plan
August 16, 2017

• Turn off the electrical main switch outside of any structure exhibiting high methane levels;
and
• Direct qualified and properly equipped response teams/contractors to locate the source of
methane and cap or isolate it.

Within seven days of detecting methane levels exceeding the maximum LEL (25% LEL in site
structures and LEL at the facility property boundaries), the methane gas data will be placed in the
operating record along with a description of the steps taken to protect human health. Within 60
days of detecting gas levels exceeding the maximum LEL, a methane remediation plan will be
submitted to the SWS for their review and approval. This plan will describe the methods to be
utilized to locate the source of the methane and control it. Once approved, the plan will be
implemented within 60 days.

ATTACHMENT A
SEASONAL HIGH WATER TABLE POTENTIOMETRIC MAP

DATE:DWG SCALE:
DRAWN BY:CHECKED BY:APPROVED BY:
PROJECT NO:
ATTACHMENT:
SEASONAL HIGH WATER TABLE
POTENTIOMETRIC MAP
111-370.0021"=300'8/10/17
PAB EHS EHS A
GREENWAY WASTE SOLUTIONS OF
HARRISBURG, LLC
HARRISBURG, NORTH CAROLINA
www.cecinc.com
1900 Center Park Drive - Suite A - Charlotte, NC 28217
Ph: 980.237.0373 · Fax: [phone]
NORTH
REFERENCE

ATTACHMENT B
LANDFILL GAS MONITORING LOCATION MAP

DATE:DWG SCALE:
DRAWN BY:CHECKED BY:APPROVED BY:
PROJECT NO:
ATTACHMENT:
LANDFILL GAS MONITORING LOCATION MAP
111-370.0021"=300'8/10/17
PAB EHS EHS B
GREENWAY WASTE SOLUTIONS OF
HARRISBURG, LLC
HARRISBURG, NORTH CAROLINAREFERENCE
www.cecinc.com
1900 Center Park Drive - Suite A - Charlotte, NC 28217
Ph: 980.237.0373 · Fax: [phone]
NORTH

ATTACHMENT C
NCDEQ SOLID WASTE SECTION LANDFILL GAS MONITORING GUIDANCE

1 

NORTH CAROLINA DEPARTMENT OF
ENVIRONMENT AND NATURAL RESOURCES

DIVISION OF WASTE MANAGEMENT

SOLID WASTE SECTION

LANDFILL GAS MONITORING GUIDANCE

NOVEMBER 2010

TABLE OF CONTENTS
Section 1 – Introduction ………………………………………………………...............................Page 2
Section 2 – Factors Influencing Landfill Gas Generation and Migration …………………………Page 3
Section 3 - Current Solid Waste Section Rules Pertaining to Landfill Gas Monitoring ……….….Page 5
Section 4 – Landfill Gas Incidents and Explosions ………………………………………………..Page 9
Section 5 – Landfill Gas Monitoring Wells……………..………………………………………….Page 11
Section 6 – Landfill Gas Monitoring Instrumentation ……………………………………………..Page 14
Section 7 – References ……………………………………………………………………………..Page 17
Section 8 – Suggested Outline for a Landfill Gas Monitoring Plan ………………………………..Page 18
Section 9 – Checklist of Items to be Included in a Landfill Gas Monitoring Plan ………………....Page 19

2 

SECTION 1 - Introduction
North Carolina Solid Waste Management Rules 15A NCAC 13B require quarterly monitoring of methane
gas (at MSW landfills) and quarterly monitoring of methane and other explosive landfill gases (LFG) (at
C&D and other landfills) to ensure that landfill gas does not exceed the lower explosive limit (LEL) at the facility property boundary or 25 percent of the lower explosive limit in facility structures. If the
concentration exceeds the specified limits, steps must be taken to ensure the protection of public health
and a remediation plan must be implemented immediately. A landfill gas monitoring plan is necessary to
ensure that these performance standards are met and this guidance document was developed to assist in
establishing a standardized procedure for the monitoring of landfill gas.
Background Organic matter in landfills begins to decompose almost immediately after being placed in a disposal site.
Putrescible wastes such as food products and sewage sludges begin to break down by biological processes
very rapidly whereas paper, cardboard or cellulose based materials are slower to decompose. However,
when conditions become favorable, most organic matter will decompose. The decomposition process typically goes through several stages that depend on conditions such as pH, temperature, and moisture
content. The final stage results in the production of methane and although the rate of production may
vary, most landfills produce methane.
Landfill Gas Generation
Landfill gas is a natural by-product of the anaerobic decomposition of organic waste in a landfill. The composition, quantity and rate of landfill gas generation are dependent on the types of waste that are
decomposing and the level of microbial activity within the wastes. The decomposition of biodegradable
waste begins with aerobic decomposition which lasts until the oxygen in the landfill is depleted. The
anaerobic phase then begins, resulting in landfill gas production.
There are four stages of landfill gas composition: the first stage is characterized by elevated nitrogen levels and occurs when the landfill is new. The second stage is characterized by elevated carbon dioxide
levels and occurs for a relatively short period of time after the initial stage is complete. The third and
fourth stages are characterized by elevated methane concentrations and represent the active life of a
landfill and the post-closure time frame.
Landfill gas is generally composed of 50-55% methane (CH4); 45-50% carbon dioxide (CO2); less than 5% nitrogen (N2); and less than 1% non-methane organic compounds. These individual gases generally
remain co-mingled and do not naturally separate. The Solid Waste Section (SWS) Rules typically focus
on methane (CH4) and its explosive properties due to public safety issues. Hydrogen sulfide (H2S) is
also of particular concern in landfills and is typically recognized by its rotten egg odor. H2S is
immediately dangerous to life and health at concentrations of 100 parts per million (ppm).
Landfill Gas Migration The production of landfill gas creates a positive pressure within the landfill that forces the gas to migrate.
Landfill gas migrates from place to place by diffusion and pressure gradient and will follow the path of
least resistance. Subsurface gas typically migrates above the groundwater table and is restricted laterally
by streams. Porous soils lying above the bedrock can serve as pathways to transmit large volumes of gas. Underground off-site migration is common and can be facilitated by the presence of pipelines, buried
utility corridors or trenches located within or adjacent to the landfill boundaries. Movement depends on
soil type and moisture, and migration distances of 1,500 feet have been observed. Barometric pressure
also influences movement. Falling barometric pressure allows methane to migrate out of the landfill and into surrounding areas.

3 

SECTION 2 - Factors Influencing Landfill Gas Generation and Migration
Factors that affect landfill gas generation and migration through the subsurface include the following:

Waste Composition
The production of landfill gas is directly related to the amount of organic matter present in waste. The
bacteria that break down the waste require small amounts of specific minerals such as calcium, potassium, magnesium and other micronutrients. Bacteria are able to thrive and produce landfill gas if the
minerals/micronutrients are present. If the minerals/micronutrients are not present or if substances that
inhibit bacterial growth exist, landfill gas production will occur at a reduced rate. Some forms of organic
matter such as cellulose break down quickly whereas matter such as lignin breaks down more slowly.
The rate at which landfill gas is produced depends on the proportions of each type of organic matter present in the waste.

Moisture Content
Landfills with higher moisture content generate higher concentrations of landfill gas in earlier stages of
development (such as during leachate recirculation). Moisture accelerates the methanogenic process.
Temperature
Landfill bacteria are temperature dependant. They are able to survive and function below the freezing
point, but they also function well at temperatures up to 65°C. Anaerobic bacteria produce small amounts
of heat and may not be able to maintain the temperature of a shallow landfill when external temperatures decrease, so LFG generation may exhibit seasonal variations. Saturated landfills may not achieve ideal
temperatures because the bacteria do not generate sufficient heat to raise the temperature of the excess
water. Higher temperatures promote volatilization and chemical reactions with the waste so the trace gas
component of landfill gas tends to increase with higher landfill temperatures.

Age of Landfill Typically, landfills have an increasing generation of landfill gas for a number of years until closure at
which time landfill gas generation reaches a peak and begins to subside. An evaluation of the age of the
landfill and use of a landfill gas generation curve can be helpful in determining the likelihood of
significant landfill gas concentrations from the landfill.
Landfill Cap
The type or presence of landfill cover can influence landfill gas generation and migration. Although a low
permeability cap will reduce moisture and landfill gas generation over the longer term, initially, the
installation of a landfill cap could drive landfill gas migration further from the landfill in the subsurface without proper ventilation (either passive or active). This is especially true in the case of unlined
(unvented) landfills.

Water Table Landfill gas movement in unlined landfills may be influenced by groundwater table variations. A rising water table could cause displacement and force upward movement of landfill gas.

4 

Man-made and Natural Conduits
Structures such as drains, trenches, and buried utility corridors can act as conduits for landfill gas migration. Geologic features including fractured bedrock, porous soil, and permeable strata also provide conduits for landfill gas migration

Landfill Liner Conditions
The presence of a Subtitle-D (or equivalent) landfill liner has the capability to limit the lateral migration of landfill gas in the subsurface. Unlined landfills have no barrier to prevent lateral landfill gas migration in the subsurface.

Weather Conditions
Barometric pressure and precipitation have significant effects on landfill gas migration. Increased barometric pressure yields decreased landfill gas venting from the subsurface, until the pressure within the subsurface is greater than the atmospheric (barometric) pressure. Conversely, as the barometric pressure
decreases, the landfill will vent the stored gas until pressure equilibrium is reached. Capping of a landfill
can influence the effect of barometric pressure on landfill gas migration. Generally, a more permeable
landfill cap will allow greater influence by barometric pressure than a less permeable landfill cap.

5 

SECTION 3 – Current Solid Waste Section Rules Pertaining to Landfill Gas
Monitoring
Web link to the 15A NCAC 13B rules - http://portal.ncdenr.org/web/wm/sw/rules
15A NCAC 13B

.0101- DEFINITIONS .0101 (14) "Explosive gas" means Methane (CH4)
.0101(25) "Lower explosive limit" (LEL) means the lowest percent by volume of a mixture of explosive
gases which will propagate a flame in air at 25 degrees Celsius and atmospheric pressure.

.0503 - SITING AND DESIGN REQUIREMENTS FOR DISPOSAL FACILITIES .0503(2) A site shall meet the following design requirements:
(a) The concentration of explosive gases generated by the site shall not exceed:
(i) twenty-five percent of the limit for the gases in site structures (excluding gas control or
recovery system components); and (ii) the lower explosive limit for the gases at the property boundary;

.0543 - CLOSURE AND POST-CLOSURE REQUIREMENTS FOR C&DLF FACILITIES
.0543(e) Post-closure criteria.
(1) Following closure of each C&DLF unit, the owner and operator must conduct post-closure care. Postclosure care must be conducted for 30 years, except as provided under Subparagraph (2)
of this Paragraph, and consist of at least the following:
(C) maintaining and operating the gas monitoring system in accordance with the
requirements of Rule .0544 of this Section; and
(2) The length of the post-closure care period may be: (A) decreased by the Division if the owner or operator demonstrates that
the reduced period is sufficient to protect human health and the environment and this
demonstration is approved by the Division; or
(B) increased by the Division if the Division determines that the lengthened period is necessary to protect human health and the environment.

.0544 - MONITORING PLANS AND REQUIREMENTS FOR C&DLF FACILITIES
.0544(d) Gas Control Plan
(1) Owners and operators of all C&DLF units must ensure that: (A) the concentration of methane gas or other explosive gases generated by the facility does not exceed 25 percent of the lower explosive limit in on-site facility structures
(excluding gas control or recovery system components);
(B) the concentration of methane gas or other explosive gases does not exceed the lower
explosive limit for methane or other explosive gases at the facility property boundary; and (C) the facility does not release methane gas or other explosive gases in any concentration that can be detected in offsite structures.
(2) Owners and operators of all C&DLF units must implement a routine methane monitoring
program to ensure that the standards of this Paragraph are met.
(A) The type of monitoring must be determined based on soil conditions, the Hydrogeologic conditions under and surrounding the facility, hydraulic conditions on and surrounding the facility, the location of facility structures and property boundaries, and the
location of all offsite structures adjacent to property boundaries.

6 

(B) The frequency of monitoring shall be quarterly or as approved by the Division.
(3) If methane or explosive gas levels exceeding the limits specified in Subparagraph (d)(1) of this Rule are detected, the owner and operator must: (A) immediately take all steps necessary to ensure protection of human health and notify
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; and (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.
(4) Based on the need for an extension demonstrated by the operator, the Division may establish alternative schedules for demonstrating compliance with Parts (3)(B) and (3)(C) of this Paragraph. (5) For purposes of this Item, "lower explosive limit" means the lowest percent by volume of a
mixture of explosive gases in air that will propagate a flame at 25 C and atmospheric pressure.

.0566 - OPERATIONAL REQUIREMENTS FOR LAND CLEARING/INERT DEBRIS (LCID)
LANDFILLS .0566(13) The concentration of explosive gases generated by the facility shall not exceed:
(a) Twenty-five percent of the lower explosive limit for the gases in facility structures.
(b) The lower explosive limit for the gases at the property boundary.

.1626 – OPERATIONAL REQUIREMENTS FOR MSWLF FACILITIES .1626(4) Explosive gases control.
(a) Owners or operators of all MSWLF units must ensure that:
(i) The concentration of methane gas generated by the facility does not exceed 25 percent
of the lower explosive limit for methane in facility structures (excluding gas control or recovery system components); and
(ii) The concentration of methane gas does not exceed the lower explosive limit for
methane at the facility property boundary.
(b) Owners or operators of all MSWLF units must implement a routine methane monitoring
program to ensure that the standards of (4)(a) are met. A permanent monitoring system shall be constructed on or before October 9, 1994. A temporary monitoring system shall be used prior to
construction of the permanent system.
(i) The type and frequency of monitoring must be determined based on the following
factors:
(A) Soil conditions; (B) The hydrogeologic conditions surrounding the facility;
(C) The hydraulic conditions surrounding the facility; and
(D) The location of facility structures and property boundaries.
(ii) The minimum frequency of monitoring shall be quarterly.
(c) If methane gas levels exceeding the limits specified in (4)(a) are detected, the owner or operator must:
(i) Immediately take all necessary steps to ensure protection of human health and notify the
Division;
(ii) Within seven days of detection, place in the operating record the methane gas levels
detected and a description of the steps taken to protect human health; and (iii) Within 60 days of detection, implement a remediation plan for the methane gas
releases, place a copy of the plan in the operating record, and notify the Division that the

7 

plan has been implemented. The plan shall describe the nature and extent of the problem
and the proposed remedy. (iv) Based on the need for an extension demonstrated by the operator, the Division may establish alternative schedules for demonstrating compliance with (4)(c)(ii) and (iii) of this
Rule.
(d) For purposes of this Item, "lower explosive limit" means the lowest percent by volume of a
mixture of explosive gases in air that will propagate a flame at 25°C and atmospheric pressure. .1626(10) Recordkeeping requirements. (a) The owner or operator of a MSWLF unit must record and retain at the facility, or an alternative
location near the facility approved by the Division, in an operating record the following
information as it becomes available:
(iii) Gas monitoring results and any remediation plans required by Item (4) of this Rule;
.1627 – CLOSURE AND POST CLOSURE REQUIREMENTS FOR MSWLF ACTIVITES
.1627(d) Post-Closure Criteria
(1) Following closure of each MSWLF unit, the owner or operator shall conduct post-closure care.
Post-closure care shall be conducted for 30 years, except as provided under Subparagraph (2) of this Paragraph, and consist of at least the following: (D)-Maintaining and operating the gas monitoring system in accordance with the
requirements of Rule .1626 of this Section.
(2) The length of the post-closure care period may be:
(A) Decreased by the Division if the owner or operator demonstrates that the reduced period is sufficient to protect human health and the environment and this demonstration is approved by the Division; or
(B) Increased by the Division if the Division determines that the lengthened period is
necessary to protect human health and the environment.
(3) Following completion of the post-closure care period for each MSWLF unit, the owner or operator shall notify the Division that a certification, signed by a registered professional engineer,
verifying that post-closure care has been completed in accordance with the post-closure plan, has
been placed in the operating record.

NOTES:
Based on the referenced rules above, the following words / phrases are presently in the Solid Waste
Section rules pertaining to methane and explosive landfill gas.

Rule .0101(14) states: “Explosive gas means Methane (CH)”. Rule .0503 (2)(a) refers to “explosive gases”.
Rule .0544(d) refers to “Gas Control Plan”
Rule .0544(d)(1) refers to “methane or other explosive gases”.
Rule .0544(d)(2) refers to “methane monitoring program”
Rule .0544(d)(3) refers to “methane or explosive gas levels” Rule .0566 (13) refers to “explosive gases”.
Rule .1626 (4) refers to “explosive gases control”
Rule .1626(4)(a-b) refers to “methane monitoring” and “methane monitoring program”.

8 

Monitoring Goals
Landfill design and landfill gas monitoring regulations in North Carolina require that there not be an exceedance of 100% of the Lower Explosion Limit (LEL) (equivalent to 5% methane) at the property boundary, or 25% LEL in on-site structures. These regulations were developed over time to protect the
health and safety of the citizens of North Carolina and the U.S. from the asphyxiation and explosive
hazards of landfill gas.
NC Rule History A review of NC landfill guidance documents and regulations from 1972 to the present indicates that from 1972 through 1982, there was no mention of design requirements regarding the control of landfill gas, nor
were there any landfill monitoring requirements for landfill gas. In 1982, the regulations were changed to
require that sanitary landfill design prevent landfill gas concentrations of 100% LEL at the property
boundary line and 25% inside on-site structures. Although a design requirement was added, no design requirement was established to determine if the design requirement was being met. In 1993 with the
establishment of .1600 rules, requirements for designs to limit landfill gas levels to below 100% at the
property boundary line and 25% in on-site structures and monitoring of landfill gas concentrations around
the perimeter of the landfill and inside on-site structures were adopted.

9 

SECTION 4 – Landfill Gas Incidents and Explosions
Hazards Involving Landfill Gas
Landfill fires may or may not be directly caused by landfill gas. The primary concern with these fires is
air contamination from the resulting smoke; however they also present a variety of additional problems. In addition to concerns with containing and extinguishing landfill fires, potential reactions involving
unknown chemicals in the landfill can cause uncertain hazards. Discarded consumer products in a
landfill, such as pesticides, paints, solvents, cleaners, and other material can be the source of chemical
releases. Heat from the fire can cause chemicals to volatilize, breakdown, and enter the environment. Also
to be considered is the presence of other combustible gases in addition to methane. Whenever an environmental investigation of a landfill is prompted by odorous compounds or explosive gases, the
presence of toxic substances should also be investigated. One example is hydrogen sulfide (H2S) that can
cause asphyxiation and is flammable. An analysis should include alkyl benzenes, sulfur compounds, vinyl
chloride, and methane, and other products associated with industrial wastes, construction and debris
waste, and normal organic and inorganic waste.
Fires and explosion hazards become a concern when gases collect in confined spaces. Buildings,
basements, and pits are typically regarded as confined spaces. However, landfill gases also collect in and
migrate to cracks in the landfill cover, leachate “springs”, cracks in adjacent structures, paved parking
areas, etc. Fires can occur on the surface and underground. Surface fires involve recently buried waste near the surface in an aerobic decomposing layer, typically 1 to 4 feet below ground. These fires can be
intensified by subsurface landfill gas and spread throughout the landfill. Subsurface fires occur deeper
within the landfill, involve material buried for months or years, and can burn for days and months.

The following is a brief summary of some incidents involving landfill gas migration from landfills:
2007 Four employees died as a result of exposure to high concentrations of hydrogen sulfide while
attempting to repair a leachate pump at a C&D landfill in Superior, Wisconsin (Journal of
Environmental Heath 2008).
1999 An 8-year old girl was burned on her arms and legs when playing in an Atlanta, Georgia
playground. The area was reportedly used as an illegal dumping ground many years ago (Atlanta
Journal-Constitution 1999).

1994 While playing soccer in a park built over an old landfill in Charlotte, North Carolina, a woman was seriously burned by a methane explosion (Charlotte Observer 1994).

1987 Offsite landfill gas migration is suspected to have caused a house to explode in Pittsburgh,
Pennsylvania (EPA 1991).
1984 Landfill gas migrated to and destroyed one house near a landfill in Akron, Ohio. Ten houses were
temporarily evacuated (EPA 1991).

1983 An explosion destroyed a residence across the street from a landfill in Cincinnati, Ohio. Minor
injuries were reported (EPA 1991).
1975 In Sheridan, Colorado, landfill gas accumulated in a storm drain pipe that ran through a landfill. An
explosion occurred when several children playing in the pipe lit a candle, resulting in serious
injury.

10 

1969 Methane gas migrated from an adjacent landfill into the basement of an armory in Winston-Salem, North Carolina. A lit cigarette caused the gas to explode, killing three men and seriously injuring five others (USACE 1984).

11 

SECTION 5 - Landfill Gas Monitoring Wells
Locations Landfill gas monitoring well locations will be site specific depending upon site geology, depth to
groundwater, surface water features, on-site and off-site structures and sensitive receptors. The landfill
gas monitoring wells must be spaced no more than 500 feet apart depending upon site specifics. A readily
accessible, unobstructed path must be maintained so that landfill gas monitoring wells are always accessible using four-wheel drive vehicles. Regardless of site specifics, the permittee must obtain
approval from the Solid Waste Section for the design and installation of any landfill gas monitoring well
system.

Well Construction and Installation Landfill gas monitoring wells are the same as groundwater monitoring wells with two exceptions. Landfill
gas monitoring wells are installed just above the water table within the unsaturated zone and are equipped
with a stopcock valve or a quick connect coupling on the cap, which allows for accurate landfill gas
measurements. The stopcock valve must be equipped with flexible tubing and a barb connection that will
fit the gas meter’s inlet tube. The stopcock valve or a quick connect coupling must be closed between monitoring events. The landfill gas monitoring well must also be capped, locked, and labeled with a
permanently affixed identification plate stating the well contractor name and certification number, date of
well competition, total depth of well, screen length and well ID number. See detailed schematics of a
landfill gas monitoring well (Figure 1).
The depth of each landfill gas monitoring well will be site specific depending upon depth to groundwater.
Landfill gas monitoring wells must be constructed the same as groundwater monitoring wells as described
in 15A NCAC Subchapter 2C. Typically landfill gas monitoring wells must be installed using 2” PVC
piping and screen. The screen length, also site specific, must span the majority of the unsaturated zone
while still allowing for proper well construction. A North Carolina Licensed/Professional Geologist must be present to supervise the installation of all landfill gas monitoring wells. The exact locations, screened
intervals, and nesting of the wells must be approved by the Solid Waste Section Hydrogeologist prior to
landfill gas monitoring well installation. Each landfill gas monitoring well must be surveyed for location
and elevation by a North Carolina Registered Land Surveyor. Within thirty (30) days of the completed
construction of each new landfill gas monitoring well, the well construction record (Division of Water Quality form GW-1b) and the boring log/well detail diagram of each well must be submitted to the Solid
Waste Section. The submittal must also include a scaled topographic map showing the location and
identification of new, existing and abandoned landfill gas monitoring wells.

Nested and Clustered Landfill Gas Monitoring Wells Nested and/or clustered landfill gas monitoring wells may be required in unsaturated zones of 45 feet or
more to measure specific depths of the unsaturated zone. Initially, the installation of one long screen shall
be sufficient. If a monitoring event shows an exceedance of the lower explosive limit, then the Solid
Waste Section may require the installation of nested and/or clustered landfill gas monitoring wells.
Abandonment of Wells
An abandonment record must be submitted to the Solid Waste Section within 30 (thirty) days of the
abandonment of a landfill gas monitoring well. The landfill gas monitoring well(s) must be overdrilled
and sealed with grout in accordance with 15A NCAC 2C .0113(d) and certified by a North Carolina Licensed/Professional Geologist.

12 

Professional Certification
The certification statement below must be signed and sealed by a Professional Geologist and submitted
with the Landfill Gas Monitoring Plan.
The landfill gas monitoring plan for this facility has been prepared by a qualified geologist 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 _______________________________
Date _________________________________

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

13 

Figure 1 – Landfill Gas Monitoring Well Detail 

14 

SECTION 6 – Landfill Gas Monitoring Instrumentation
The person using the landfill gas monitoring instrument must understand the principles of operation and
follow the manufacturer's instructions. This includes calibrating the instrument according to the
manufacturer’s specifications. Include the following on the top portion of the landfill gas monitoring
form (See example below) : facility name, permit number, type and serial number of gas monitoring
instrument, calibration date of the instrument, date and time of field calibration, type of gas used for field calibration (15/15 or 35/50), expiration date of field calibration gas canister, date of landfill gas
monitoring event, name and position of sample collector, pump rate of instrument being used, ambient air
temperature, and general weather conditions. Verification that the equipment was calibrated in
accordance with the manufacturer’s specifications is also required. When determining which field
calibration gas to use, take into consideration the expected levels of methane in the landfill gas monitoring wells. If the methane levels are expected to be low, use the 15/15 gas canister (15% CO2/15% CH4). If
the methane levels are expected to be high, use the 35/50 gas canister (35% CO2/50% CH4).

For every landfill gas monitoring well, please include the following: verification of sample tube purge
prior to each sample taken (should be one minute), the time pumped in seconds (should be at least one
minute), barometric pressure, time stabilized reading collected, percent lower explosive limit, percent
methane by volume, percent oxygen, percent carbon dioxide, and any observations or comments. Most
modern gas monitoring instruments will measure percent oxygen and carbon dioxide in addition to the
methane and display the results on the same instrument. Recording the levels of percent oxygen and
carbon dioxide should require little or no extra effort.
The landfill gas monitoring data form (See example below) and results should be retained in the facility’s
operating record unless an exceedance has occurred and/or is requested by the Solid Waste Section. Landfill gas monitoring readings from non-calibrated or inaccurately calibrated instruments are not
reliable, and will therefore be rejected by the Solid Waste Section. Landfill gas monitoring readings
collected with monitoring equipment that was not designed for landfill gas monitoring will also be
rejected by the Solid Waste Section. There are several different landfill gas monitoring instruments on the market which may be used in order to obtain all of the information required by the Solid Waste Section.

Monitoring Times
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. Landfill gas can migrate and accumulate not only in landfill gas monitoring wells; it can also migrate and accumulate
in buildings and other structures. Because subsurface gas pressures are considered to be at a maximum
during the afternoon hours, monitoring should be conducted in the afternoon or whenever the barometric
pressure is low. Scientific evidence also indicates that weather and soil conditions influence the migration of landfill gas.
Barometric pressure and precipitation have significant effects on landfill gas migration. Increased
barometric pressure generates decreased landfill gas venting from the subsurface, until the pressure within
the subsurface is greater than the atmospheric (barometric) pressure. On the other hand, when the barometric pressure decreases, the landfill will vent the stored gas until a pressure equilibrium is reached. Capping of a landfill can influence the effect of barometric pressure on landfill gas migration. Generally,
a more permeable landfill cap will allow greater influence by barometric pressure than a less permeable

15 

landfill cap. As a result, landfill gas monitoring should be conducted when the barometric pressure is low
and soils are saturated. During the winter season when snow cover is just beginning to melt or when the ground is frozen or ice covered, landfill gas monitoring should be conducted when the barometric pressure is low.

Landfill Gas Sampling Procedures
Any accumulation of landfill gas in the landfill gas monitoring wells is the result of landfill gas migration. The following procedure is a recommended example for conducting landfill gas monitoring well sampling, but always read and follow the manufacturer’s instructions because each instrument will be
different.

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 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 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 6 – Proceed to the next landfill gas monitoring well and repeat Steps 2 – 5.
Landfill Gas Constituent Sampling and Analysis
Sampling of landfill gas to determine volume percentages/concentrations of each constituent can be
accomplished through the use of canisters which are specifically designed for landfill gas analysis. Several analytical methods are available to determine the concentrations of a variety of constituents. Typically, landfill gas analysis of this type is performed to determine the non-methane organic
compounds emission rate for Tier 2 testing under the Clean Air Act (Title V Subpart WWW 60.754).
Isotropic identification of landfill methane can be accomplished to identify one source of methane from
another. In this case, isotopes of carbon and hydrogen in the methane are analyzed to determine the methane source.

17 

SECTION 7 - References
Agency for Toxic Substances & Disease Registry. “Landfill Gas Primer- An Overview for Environmental
Health Professionals. 2001.” http://www.atsdr.cdc.gov/HAC/landfill/html/toc.html (accessed February 24.
2010).

California Environmental Protection Agency. “Landfill Gas Monitoring Well Functionality at 20 California Landfills, 2008”. http://www.calrecycle.ca.gov/Publications/Organics/2008022.pdf (accessed
February 24 2010).

Florida Department of Environmental Protection. Gas Management Systems, under Rule 62-701.530.
http://www.dep.state.fl.us/waste/quick_topics/rules/default.htm (accessed February 24, 2010).
Missouri Department of Natural Resources, Flood Grant Team. “An Analysis of Landfill Gas Monitoring
Well Design and Construction, 2007”. http://www.clu-
in.org/conf/itrc/directpush/prez/Missouri_Study.pdf (accessed February 24, 2010).
Missouri Department of Natural Resources. “Design and Construction of Landfill Gas Monitoring Wells”.
http://www.dnr.missouri.gov/pubs/pub2054.pdf (accessed February 24. 2010).

Wisconsin Department of Natural Resources. Environmental Monitoring for Landfills, under Chapter NR
507.22. http://www.dnr.state.wi.us/org/aw/wm/information/wiacsss.htm (accessed February 24, 2010).

“Landfill Gas-an Overview” Landfill-gas.com. Web, 22, Feb. 2010
http://www.landfill-gas.com/webpage -LFG-overview.doc

18 

SECTION 8 – Suggested Outline for a Landfill Gas Monitoring Plan
1. Introduction
1.1. Background (project overview, site observations, NCDENR rules referenced)
1.2. Site Geology with discussion of groundwater depth and flow (potentiometric surface map)
1.3. Regulatory Limits
2. Landfill Gas Monitoring
2.1. Landfill Gas Monitoring Well Locations (discussion of reasoning behind proposed locations,
discussion of well construction, reference map showing proposed locations, reference table
displaying well ID, well depth, screen interval and depth to groundwater)
2.2. Structure and Ambient Sampling
2.3. Landfill Gas Monitoring Frequency
3. Landfill Gas Sampling Procedures
3.1. Detection Equipment Used (discussion of calibration procedures)
3.2. Landfill Gas Sampling Procedure
4. Record Keeping and Reporting
4.1. Landfill Gas Monitoring Data Form
4.2. Sampling Reports
4.3. Permanent Record Keeping
5. Contingency Plan
6. Certification of Professional Geologist
7. Certification of Registered Land Surveyor
Figures
Map displaying proposed landfill gas monitoring well locations
Potentiometric Surface Map
Diagram showing construction of stopcock valve or quick connect coupling on well cap
Diagram showing well construction of each landfill gas monitoring well
Table
Table displaying well ID, well depth, screen interval, depth to groundwater
Example of landfill gas monitoring data form

19 

SECTION 9 – Checklist of Items to be Included in a Landfill Gas Monitoring Plan

1. Depth to groundwater discussion
2. Well locations
a. Number of wells
b. Well spacing
3. Instrumentation being used
a. Calibration procedures
4. Sampling procedures as per the manufacture’s instructions
5. Map of well locations
6. Table describing each well location
a. Well ID
b. Well depth
c. Screen interval
d. Depth to groundwater
e. Subsurface lithology
7. Diagram of cap construction w/ stopcock valve or quick connect coupling
8. Diagram of well construction
9. Potentiometric surface map
10. Professional Geologist certification
11. Registered Land Surveyor certification

ATTACHMENT D
NCDEQ SOLID WASTE SECTION LANDFILL GAS MONITORING FORM

Revised – March 6, 2017
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:
Sampling Date: NC Landfill Rule (.0500 or .1600):

Sample Collector Name & Position:

Gas Meter Type & Serial Number: Gas Meter Calibration Date:

Field Calibration Date & Time:

Field Calibration Gas Type (15/15 or 35/50): Field Calibration Gas Canister Expiration Date:

Gas Meter Pump Rate:

Ambient Air Temperature: Barometric Pressure (in. or mm Hg): Weather Conditions:

Instructions: Under “Location or LFG Well”, list monitoring well # or describe monitoring location (e.g., inside field office). Attach a test location map or drawing. Report methane readings as both % LEL and % CH4 by volume.
Convert % CH4 (by volume) to % LEL as follows: % methane (by volume)/20 = % LEL. *Hydrogen Sulfide (H2S) gas monitoring may be required for Construction & Demolition Landfills (CDLFs). See
individual permit conditions and/or Facility LFG monitoring plan.

Location or
LFG Well ID
Sample
Tube
Purge

Time of Day
Time
Pumped
(sec)
Initial % LEL Stabilized % LEL % CH4 (volume)
% O2 (volume)
% CO2 (volume)
% H2S* (volume)
NOTES

NOTE: If needed, attach additional data forms to include additional LFG monitoring data locations for the facility.

ACTION LEVELS: Methane: >1.25% by volume (inside structures) AND >5% by volume (at facility boundary)
Hydrogen Sulfide: >1% by volume (inside structures) AND >4% by volume (at facility boundary)

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

APPENDIX F
CONSTRUCTION QUALITY ASSURANCE

CONSTRUCTION QUALITY ASSURANCE
AND
CONSTRUCTION QUALITY CONTROL PLAN

GREENWAY WASTE SOLUTIONS OF HARRISBURG, LLC
CONSTRUCTION AND DEMOLITION DEBRIS LANDFILL AND LARGE
TYPE 1 SOLID WASTE COMPOST AND REPROCESSING FACILITY
PERMIT NUMBER 13-06

Prepared For:
GREENWAY WASTE SOLUTIONS OF HARRISBURG, LLC.

Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NORTH CAROLINA

CEC Project 111-370.002

SEPTEMBER 2017

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TABLE OF CONTENTS
Page
1.0 GENERAL ..........................................................................................................................1
1.1 Introduction ............................................................................................................. 1
1.2 Definitions Relating to Construction Quality ......................................................... 2
1.2.1 Construction Quality Assurance and Construction Quality Control ...........2
1.2.2 Use of the Terms in this Plan .......................................................................2
1.2.3 CQC/CQA Certification Document .............................................................3
1.2.4 Discrepancies between Documents ..............................................................3
1.3 Parties to Construction Quality Assurance ............................................................. 3
1.3.1 Description of the Parties .............................................................................3
1.3.1.1 Design Engineer ...............................................................................4
1.3.1.2 Contractor ........................................................................................4
1.3.1.3 Construction Quality Assurance (CQA) Engineer ...........................4
1.3.1.4 Construction Surveyor .....................................................................4
1.3.1.5 Soils Engineer ..................................................................................4
1.3.1.6 Owner ...............................................................................................5
1.3.1.7 Geosynthetics Manufacturer ............................................................5
1.3.1.8 Geosynthetics Installer .....................................................................5
1.3.1.9 Construction Quality Assurance Consultant ....................................5
1.3.1.10 Geosynthetics Construction Quality Assurance Laboratory ..........6
1.3.1.11 Soils Construction Quality Assurance Laboratory ........................6
1.3.1.12 Construction Quality Control Consultant ......................................6
1.3.1.13 Geosynthetics Construction Quality Control Laboratory ..............6
1.3.1.14 Soils Construction Quality Control Engineer ................................7
1.3.2 Qualifications of the Parties .........................................................................7
1.3.2.1 Contractor ........................................................................................7
1.3.2.2 Geosynthetics Manufacturers...........................................................7
1.3.2.3 Geosynthetics Installer ....................................................................8
1.3.2.4 Construction Quality Assurance Consultant ...................................8
1.3.2.5 Construction Quality Control Consultant .......................................8
1.3.2.6 Geosynthetics Construction Quality Control Laboratory ...............8
1.4 Scope of CQA/CQC ................................................................................................ 9
1.5 Units ........................................................................................................................ 9
1.6 References ............................................................................................................... 9
1.7 Site and Project Control .......................................................................................... 9
1.7.1 CQA/CQC Resolution Meeting ...................................................................9
1.7.2 Preconstruction Meeting ............................................................................10
1.7.2 Daily and Weekly Progress Meetings ........................................................12
1.7.3 Problem or Work Deficiency Meetings .....................................................12
2.0 SURVEYING CONSTRUCTION QUALITY CONTROL .........................................13
2.1 Introduction ........................................................................................................... 13
2.2 Survey Control ...................................................................................................... 13
2.3 Surveying Personnel ............................................................................................. 13
2.4 Precision and Accuracy......................................................................................... 13

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Table of Contents (continued)
Page ii
2.5 Lines and Grades................................................................................................... 13
2.6 Frequency and Spacing ......................................................................................... 14
2.7 Thickness Measurements ...................................................................................... 15
2.8 Tolerances ............................................................................................................. 16
2.9 Documentation ...................................................................................................... 16
3.0 SOILS CONSTRUCTION QUALITY ASSURANCE AND
CONSTRUCTION QUALITY CONTROL ..................................................................18
3.1 Introduction ........................................................................................................... 18
3.2 Earthwork Construction ........................................................................................ 18
3.2.1 Subgrade ....................................................................................................18
3.2.2 Structural/Controlled Fill ...........................................................................18
3.3 Soil Liner System .................................................................................................. 19
3.3.1 Soil Liner Subgrade ...................................................................................19
3.3.2 Soil Liner Material .....................................................................................19
3.4 Soils Testing.......................................................................................................... 19
3.4.1 Test Methods ..............................................................................................19
3.4.2 Soils Testing Requirements .......................................................................20
3.5 Soils Construction Quality Assurance and Construction Quality Control .......... 20
3.5.1 Monitoring .................................................................................................20
3.5.2 Laboratory and Field Tests ........................................................................21
3.5.3 Construction Quality Control and Quality Assurance Testing
Frequency ...................................................................................................21
3.5.4 Perforations in Soil Liner ...........................................................................22
3.5.5 Deficiencies................................................................................................23
3.5.5.1 Notification ....................................................................................23
3.5.5.2 Repairs and Retesting ....................................................................23
4.0 GEOMEMBRANE LINER CONSTRUCTION QUALITY ASSURANCE ..............24
4.1 Geomembrane Manufacturer’s Certification and CQA Conformance
Testing................................................................................................................... 24
4.1.1 Geomembrane Manufacturer’s Certification .............................................24
4.1.1.1 Raw Material ..................................................................................24
4.1.1.2 Geomembrane Manufacturing .......................................................25
4.1.1.3 Rolls and Sheets .............................................................................25
4.2 Geomembrane Installation .................................................................................... 26
4.2.1 Transportation, Handling, and Storage ......................................................26
4.2.2 Earthwork ...................................................................................................27
4.2.2.1 Surface Preparation ........................................................................27
4.2.2.2 Anchorage System .........................................................................27
4.2.3 Geomembrane Placement ..........................................................................27
4.2.3.1 Field Panel Identification ...............................................................27
4.2.3.2 Field Panel Placement ....................................................................28

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Table of Contents (continued)
Page iii
4.2.3.2.1 Location................................................................................. 28
4.2.3.2.2 Installation Schedule ........................................................... 28
4.2.3.2.3 Placement of Geomembrane .............................................. 28
4.2.3.2.4 Damage ................................................................................. 29
4.2.4 Field Seaming ............................................................................................29
4.2.4.1 Seam Layout ..................................................................................29
4.2.4.2 Requirements of Personnel ............................................................30
4.2.4.3 Seaming Equipment and Products .................................................30
4.2.4.4 Nondestructive Seam Continuity Testing ......................................30
4.2.4.5 Destructive Seam Testing ..............................................................31
4.2.4.6 Geosynthetics Construction Quality Control Laboratory
Testing ..........................................................................................31
4.2.4.7 Defining Extent of Destructive Seam Test Failure ........................31
4.2.5 Defects and Repairs ...................................................................................32
4.2.6 Liner Systems Acceptance .........................................................................32
4.2.8 Materials in Contact with Geomembranes .................................................33
4.2.8.1 Sumps and Appurtenances .............................................................33
5.0 GEOTEXTILE MATERIAL AND INSTALLATION QUALITY
ASSURANCE ...................................................................................................................34
5.1 Manufacturing ....................................................................................................... 34
5.2 Labeling ................................................................................................................ 34
5.3 Shipment and Storage ........................................................................................... 34
5.4 Handling and Placement ....................................................................................... 35
5.5 Seams and Overlaps .............................................................................................. 35
5.6 Repair .................................................................................................................... 35
5.7 Placement and Materials ....................................................................................... 35
6.0 HIGH DENSITY POLYTHYLENE PIPE, MANHOLES, AND FITTINGS
CONSTRUCTION QUALITY ASSURANCE ..............................................................36
6.1 Material Requirements .......................................................................................... 36
6.2 Manufacturer ......................................................................................................... 36
6.2.1 Verification and Identification ...................................................................37
6.3 Nondestructive Testing ......................................................................................... 37
6.3.1 Nondestructive Testing of Joints ...............................................................37
7.0 GEOCOMPOSITE CONSTRUCTION QUALITY ASSURANCE ...........................38
7.1 Material Requirements .......................................................................................... 38
7.2 Manufacturing ....................................................................................................... 38
7.3 Labeling ................................................................................................................ 38
7.4 Shipment and Storage ........................................................................................... 38
7.5 Handling and Placement ....................................................................................... 39

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Table of Contents (continued)
Page iv

7.6 Joining ................................................................................................................... 39
7.7 Repair .................................................................................................................... 39
7.8 Placement of Soil Materials .................................................................................. 39
8.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION ........................41
8.1 Documentation ...................................................................................................... 41
8.2 Record Keeping .................................................................................................... 41
8.2.1 Memorandum of Discussion with Contractor ............................................41
8.2.2 Observation Logs and Testing Data Sheets ...............................................42
8.2.3 Construction Problem and Solution Data Sheets .......................................42
8.3 Photographic Reporting Data ................................................................................ 43
8.4 Design and/or Specification Changes ................................................................... 43
8.5 Progress Reports ................................................................................................... 44
8.6 Signature and Final Report ................................................................................... 44
8.7 Storage of Records ................................................................................................ 45

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September 2017
1.0 GENERAL

1.1 INTRODUCTION

The Greenway Waste Solutions of Harrisburg, LLC Landfill Construction Quality and Quality
Control (CQA/CQC) Plan has been prepared to provide the County, Design Engineer, CQA
Engineer, the Contractor, and the Geosynthetics Installer the means to govern the construction
quality and to satisfy the environmental protection requirements under current solid waste
management regulations.

More specifically, this CQA/CQC Plan addresses the soils and geosynthetics components of the
liner systems. The liner system, as referenced herein, generally consists of a soil subgrade and a
composite liner (consisting of a compacted soil liner, a geosynthetic clay liner, and an overlying
HDPE geomembrane liner). General references in this Plan to the various components as the
"liner" are intended to be as described herein.

The CQA Plan is organized as follows:
· Section 1.0 – General;
· Section 2.0 – Surveying Construction Quality Assurance;
· Section 3.0 – Soils Construction Quality Assurance and Construction Quality Control;
· Section 4.0 – Geomembrane Liner Construction Quality Assurance;
· Section 5.0 – Geotextile Construction Quality Assurance;
· Section 6.0 – High Density Polyethylene Pipe, Manholes, and Fittings Construction
Quality Assurance;
· Section 7.0 – Geocomposite Construction Quality Assurance; and
· Section 8.0 – Construction Quality Assurance Documentation.

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1.2 DEFINITIONS RELATING TO CONSTRUCTION QUALITY

1.2.1 Construction Quality Assurance and Construction Quality Control

This CQA/CQC Plan is devoted to construction quality assurance/quality control regarding the
liner system, and protective cover system. In the case of geosynthetics, CQC is provided by the
manufacturers and installers of the various materials. The manufacturer’s specifications and
quality control requirements are included by reference only, and a complete updated version will
be incorporated as part of the construction contract documents. In the context of this Plan,
construction quality assurance and construction quality control are defined as follows:

Construction Quality Assurance (CQA) – A planned and systematic procedure for means and
actions required to provide reasonable confidence that items or services involved with liner, and
protective cover system installation meets contractual and regulatory requirements and will
perform satisfactorily when installed.

Construction Quality Control (CQC) – Those actions which provide a means to measure and
regulate the materials and workmanship of an item or service to contractual and regulatory
requirements.

1.2.2 Use of the Terms in this Plan

In the context of this document:
· Construction Quality Assurance refers to the means and methods employed by the
Owner to assure conformity of the liner, and protective cover system materials,
workmanship, and installation with this CQA/CQC Plan, Contract Drawings, and the
Specifications. CQA is provided by the CQA Engineer as a representative of the
Owner and independent from construction and installation.

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· Construction Quality Control refers to those actions taken by manufacturers, installers,
Quality Control Agency, or Contractor to ensure that the materials and the workman-
ship meet the requirements of this CQA/CQC Plan and the Contract Documents for
this project. In the case of soils, CQC is provided by the Contractor’s Soils Engineer.

1.2.3 CQC/CQA Certification Document

At the completion of construction and prior to placement of waste in the landfill, a certification
document will be prepared by the CQA Consultant and be submitted to State solid waste regulators.
The certification report will include all QC testing performed by the geosynthetics manufacturers,
all CQC testing performed by the CQC Consultant, or geosynthetic installers, and all CQA
conformance testing performed by the CQA consultant.

1.2.4 Discrepancies between Documents

The CQA/CQC Plan is intended to be a supporting document to improve the overall
implementation of the work. The Contractor is instructed to bring discrepancies between
Technical Specifications and CQA/CQC Plan to the attention of the Design Engineer or CQA
Engineer for resolution. The Design Engineer has the sole authority to determine resolution of
discrepancies existing within the Contract Documents. Unless otherwise directed by the Design
Engineer, the more stringent requirement shall be the controlling resolution.

1.3 PARTIES TO CONSTRUCTION QUALITY ASSURANCE

1.3.1 Description of the Parties

The parties to Construction Quality Assurance and Quality Control include the Owner, design
engineer, contractor, geosynthetics manufacturer, geosynthetics installer, CQA engineer,
geosynthetics CQA laboratory, soils CQA laboratory, CQC consultant, geosynthetics CQC
laboratory, and soils CQC engineer.

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1.3.1.1 Design Engineer

The Design Engineer is responsible for the engineering design, drawings, plans and specifications
for the liner system, and protective cover system.

1.3.1.2 Contractor

The Contractor is generally responsible for the construction of the liner, and protective systems.
The Contractor is responsible for submittal coordination and the overall Construction Quality
Control (CQC) on the project.

1.3.1.3 Construction Quality Assurance (CQA) Engineer

The CQA Engineer is a party, independent from the Contractor that is responsible for observing,
testing, and documenting activities related to the construction quality assurance of the earthworks
at the site, and the production and installation of the geosynthetic components of the cap system.
The CQA Engineer is also responsible for issuing a certification report, sealed by a Professional
Engineer registered in the State of North Carolina.

1.3.1.4 Construction Surveyor

The Construction Surveyor, also referred to as the CQC Surveyor, is a subcontractor of the
Contractor and responsible for all stakeout and survey control as outlined in Section 2.0, Surveying
Quality Control and Quality Assurance.

1.3.1.5 Soils Engineer

The Soils Engineer is a representative of the Contractor and responsible for earthwork and soils
cap Construction Quality Control (CQC) testing.

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1.3.1.6 Owner

The Owner is Greenway Waste Solutions of Harrisburg, LLC who is responsible for the facility.

1.3.1.7 Geosynthetics Manufacturer

The geosynthetics manufacturer is responsible for the production of geomembranes and
geotextiles. The manufacturers are responsible for Quality Control (QC) during manufacture of
the geosynthetic components, certification of the properties of the geosynthetic components, and
field installation criteria.

1.3.1.8 Geosynthetics Installer

The geosynthetics installer is a subcontractor of the contractor and is responsible for field handling,
storing, placing, seaming, protection of (against wind, etc.), and other aspects of the geosynthetics
installations, including the geomembranes and geotextiles. The geosynthetics installer may also
be responsible for transportation of these materials to the site and for the preparation and
completion of anchor trenches.

1.3.1.9 Construction Quality Assurance Consultant

The CQA Consultant is a representative of the Owner and is responsible for observing, testing,
and documenting activities related to the CQA/CQA of the earthworks at the site and the
installation of the geosynthetic components of the liner systems. The CQA Consultant is also
responsible for issuing a facility certification report, sealed by a Professional Engineer registered
in North Carolina.

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1.3.1.10 Geosynthetics Construction Quality Assurance Laboratory

The Geosynthetics CQA Laboratory is a party, independent from the Owner that is responsible for
conducting tests on conformance samples of geosynthetics used in the liner systems. The
Geosynthetics CQA Laboratory services cannot be provided by any party involved with the
manufacture, fabrication, or installation of any of the geosynthetic components.

1.3.1.11 Soils Construction Quality Assurance Laboratory

The Soils Construction Quality Assurance Laboratory is a party, independent from the Owner that
is responsible for conducting geotechnical tests on conformance samples of soils used in the liner
system. The Soils CQA Laboratory service cannot be provided by any party involved with the
Contractor.

1.3.1.12 Construction Quality Control Consultant

The CQC Consultant is a representative of the Contractor and is responsible for the earthwork and
soil liner quality control sampling and testing. The term CQC Consultant shall be used to designate
the Engineer in charge of the quality control work. The personnel of the CQC Consultant also
include Quality Control Monitors who are also located at the site for construction observation and
monitoring. The CQC Consultant is responsible for the timely conveyance of CQC testing results
to the CQA Consultant.

1.3.1.13 Geosynthetics Construction Quality Control Laboratory

The Geosynthetics CQC Laboratory is a party, independent from the Contractor that is responsible
for conducting tests on conformance samples of geosynthetics used in the liner system.

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1.3.1.14 Soils Construction Quality Control Engineer

The Soils Construction Quality Control Engineer is a party, independent from the Contractor that
is responsible for conducting geotechnical tests on conformance samples of soils used in the liner
system.

1.3.2 Qualifications of the Parties

The following qualifications are required of all parties involved with the manufacture, fabrication,
installation, transportation, and CQC/CQA of all materials for the liner systems. Where applicable,
these qualifications must be submitted by the Contractor to the Project Manager for review and
approval.

1.3.2.1 Contractor

Qualifications of the Contractor are specific to the construction contract and independent of this
CQA/CQC Plan.

1.3.2.2 Geosynthetics Manufacturers

Each Geosynthetics Manufacturer must satisfy the qualifications presented in the project
specifications and must be prequalified and approved by the Design Engineer.
The physical properties of each geosynthetic product must be certified by the geosynthetics
manufacturer. The properties certified must include, at a minimum, those identified in the project
specifications. Manufacturer’s certification must be approved by the CQA Consultant before the
product is used.

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1.3.2.3 Geosynthetics Installer

The Geosynthetic Installer will be trained and qualified to install the geosynthetics components of
the liner system. Each Geosynthetics Installer must meet the requirements of the project
specifications and be approved by the Design Engineer and the Geomembrane Manufacturer.

1.3.2.4 Construction Quality Assurance Consultant

The CQA Consultant will act as the Owner’s CQA representative and will report to the Design
Engineer. The CQA Consultant will perform conformance testing to satisfy the requirements of
this CQA Plan, will observe the CQC work performed by the CQC Consultant, and will prepare
the certification document incorporating both CQA and CQC test data. The CQA Consultant will
have experience in the CQA/CQC aspects of landfill liner system construction and soils testing
and be familiar with ASTM and other related industry standards. The activities of the CQA
Consultant will be performed under the supervision of a registered Professional Engineer.

1.3.2.5 Construction Quality Control Consultant

The CQC Consultant will be a party, independent from the Contractor. The CQC Consultant will
be experienced with soils, including soil liners and geosynthetics, including geomembranes and
geotextiles. The CQC Consultant will satisfy the requirements of the project specifications and be
approved by the Design Engineer. The activities of the CQC Consultant will be performed under
the supervision of a registered Professional Engineer.

1.3.2.6 Geosynthetics Construction Quality Control Laboratory

The Geosynthetics Construction Quality Control Laboratory is a subcontractor of the CQC
Consultant and will have experience in testing geosynthetics and be familiar with ASTM, NSF,
and other applicable test standards. The Geosynthetics CQC Laboratory will be capable of
providing test results within 24 hours, or a reasonable time after, as agreed at the outset of the
project, receipt of samples, and will maintain that standard throughout the installation.

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1.4 SCOPE OF CQA/CQC

The scope of this CQA/CQC Plan includes the CQA and CQC of the soils and geosynthetic
components of the liner systems proposed for the Greenway Waste Solutions of Harrisburg, LLC
Landfill. The CQA and CQC requirements for the selection, evaluation, and placement of the soils
are included under this Plan.

1.5 UNITS

In this CQA/CQC Plan, all properties and dimensions are expressed in United States units.

1.6 REFERENCES

The CQA/CQC Plan includes references to the most recent version of the test procedures of the
American Society of Testing and Materials (ASTM), the Geosynthetic Research Institute (GRI),
and the Federal Test Method Standards (FTMS).

1.7 SITE AND PROJECT CONTROL

To guarantee a high degree of quality during installation, clear and open channels of
communication are essential. To that end, meetings are critical.

1.7.1 CQA/CQC Resolution Meeting

Prior to field mobilization by the Contractor, a resolution meeting will be held. This meeting will
include all parties then involved, including the Owner, CQA consultant, design engineer,
contractor, and CQC consultant.

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 review the CQA and CQC Plans with

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all parties involved. It is important that the rules regarding testing, repair, etc., be known and
accepted by all parties.

This meeting should include the following activities:
· Communicate to all parties any relevant documents;
· Review critical design details of the project;
· Review the seam layout drawing provided by the geomembrane/geosynthetic installer;
· Review the site-specific CQA and CQC Plans;
· Make any appropriate modifications to the CQA and CQC Plans to ensure that they
specify all testing activities that are necessary;
· Reach a consensus on the CQA/CQC quality control procedures, especially on methods
for determining acceptability of the soils and geosynthetics;
· Review the proposed liner system and protective cover system;
· Decide the number of spare seaming units for geomembranes to be maintained on site
by the geomembrane/geosynthetic installer (this number depends on the number of
seaming crews and on the type of seaming equipment);
· Select testing equipment and review protocols for testing and placement of general
earthwork materials;
· Confirm method for the soil liner material selection testing, acceptable zone
determinations, and test strip installation; and
· Confirm the methods for documenting and reporting, and for distributing documents
and reports; and confirm the lines of authority and communication.

The meeting will be documented and minutes will be transmitted to all parties.

1.7.2 Preconstruction Meeting

A Preconstruction Meeting will be held at the site. At a minimum, the meeting will be attended
by the Owner, design engineer, the CQA engineer, the CQC engineer, the Contractor, and the
geosynthetic installers.

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Specific topics considered for this meeting include:
· Necessary modifications to the CQA/CQC Plan;
· Review the responsibilities of each party;
· Review lines of authority and communication;
· Review methods for documenting and reporting, and for distributing documents and
reports;
· Establish protocols for testing;
· Establish protocols for handling deficiencies, repairs, and retesting;
· Review the time schedule for all operations;
· Establish rules for writing on the geomembrane, i.e., who is authorized to write, what
can be written, and in which color;
· Outline procedures for packaging and storing archive samples;
· Review panel layout and numbering systems for panels and seams;
· Establish procedures for use of the fusion seaming apparatus, if applicable;
· Finalize field cutout sample sizes;
· Review seam testing procedures;
· Review repair procedures; and
· Establish soil stockpiling locations (if any).

The meeting will be documented by a person designated at the beginning of the meeting, and
minutes will be transmitted to all parties.

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1.7.2 Daily and Weekly Progress Meetings

A weekly progress meeting will be held between the CQA Engineer, Superintendent, the
Contractor, the Soils Engineer, and any other involved parties. This meeting will discuss current
progress, planned activities for the next week, and any new business or revisions to the work. The
CQA Engineer will log any problems, decisions, or questions arising at this meeting in his daily
reports. Any matter requiring action that is raised in this meeting will be reported to the appropriate
parties.

A daily meeting will be held between the CQA Engineer, the Contractor, and any other concerned
parties. This meeting will discuss current progress, planned activities for the next shift, and any
new business or revisions to the work. The CQA Engineer will log any problems, decisions, or
questions arising at this meeting in his daily report. Any matter requiring action that is raised in
this meeting will be reported to the appropriate parties.

Meeting frequency will depend on the schedule of the project and the mutual agreement of all
parties involved.

1.7.3 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 meeting will be attended by all interested parties, the design engineer, the
contractor, and the CQA engineer. 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 meeting will be documented by a person designated at the meeting, and minutes will be
transmitted to affected parties.

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2.0 SURVEYING CONSTRUCTION QUALITY CONTROL

2.1 INTRODUCTION

Surveying of lines and grades is conducted on an ongoing basis during construction of the
component liner and leachate collection system. CQC of the surveying is essential to ensure that
slopes are properly constructed. The surveying conducted at the site shall be performed by the
Contractor.

2.2 SURVEY CONTROL

Permanent benchmarks and baseline control points are to be established for the site at locations
convenient for daily tie-in. The vertical and horizontal controls for this benchmark will be
established within normal land surveying standards.

2.3 SURVEYING PERSONNEL

All surveying will be performed under the direct supervision of a Registered Professional Engineer
(PE) or Licensed Land Surveyor (PLS) licensed in the State of North Carolina.

2.4 PRECISION AND ACCURACY
A wide variety of survey equipment is available to meet the requirements of this project. The
survey instruments used for this work should be sufficiently precise and accurate to meet the needs
of the project. All survey instruments should be capable of reading to a precision of 0.01 feet and
with a setting accuracy of 20 seconds (5.6 x 10-3 degrees).

2.5 LINES AND GRADES

The following surfaces shall be surveyed to verify the lines and grades achieved during
construction. The survey should at least include (as deemed appropriate by the Design Engineer
and CQA Engineer):

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· One or more construction baselines;
· The edges of all surface breaks (e.g., toes, crests, ridges, and valleys);
· Surface of the subgrade;
· Location of all structures;
· Location of all erosion control features including location of riser/barrels, apron
outlets, overflow weirs, and channels/ditches;
· Surface of the soil liner component;
· Surface of the protective cover;
· Location of force main piping and gravity main piping;
· Inverts of sumps and manholes;
· Top/toe of all berms, roads, and channels;
· Location of edge of liner, anchor trenches tie-in seam to adjacent existing liner system
(as applicable); and
· Major patches of HDPE liner.

The term location implies x, y, and z coordinates. Laser planes are highly recommended for
achieving the correct lines and grades during construction of each surface. Refer to the project
technical specifications for additional survey requirements.

The use of laser planes or GPS by the contractor is highly recommended for achieving the correct
lines and grades during construction of each surface.

2.6 FREQUENCY AND SPACING

All surveying will be carried out immediately upon completion of a given installation to facilitate
progress and avoid delaying commencement of the next installation. In addition, spot checks, as
determined by the Surveyor or CQA Engineer, during construction may be necessary to assist the
Contractor in complying with the required grades.

The following spacing and locations will be provided by the CQC Surveyor, as a minimum, for
survey points:

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· Surfaces with slopes less than 10 percent will be surveyed on a square grid not wider than
100 feet;
· On slopes greater than 10 percent, a square grid not wider than 100 feet will be used; but
in any case, a line of survey points at the crest, midpoint, and toe of the slope will be taken;
· A line of survey points no farther than 100 feet apart will be taken along any slope break
(this will include the inside edge and outside edge of any bench on a slope);
· A line of survey points not farther than 50 feet apart will be taken for all piping sued for
leachate collection/detection lines, in particular, at the lateral intersection and line end
points;
· At a minimum, a line of survey points no farther than 50 feet apart will be taken for all
cleanout risers;
· At a minimum, every 100 feet along the perimeter of the primary and secondary liner
system; and
· At a minimum, a line of survey points no farther than 50 feet apart will be taken for all
piping used for the leachate collection/detection lines.

2.7 THICKNESS MEASUREMENTS

The Surveyor as a representative of the Contractor shall obtain top and bottom elevations of the
soil liner at points on a maximum 75-foot grid and at all grade break lines prior to placement of
the geomembrane liner system. The procedure for obtaining top and bottom elevations of the soil
liner shall be agreed to by the CQA Engineer and Design Engineer prior to construction. The
Surveyor shall review the survey information with the Contractor to ensure that the survey
demonstrates compliance with the Specifications. The Contractor is responsible for identifying
and reporting to the CQA Engineer any areas of non-compliance evidenced by the survey and for
repairing such areas. The CQA engineer and contractor shall review the thickness measurements
of the s oil liner component prior to placement of the geomembrane liner.

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2.8 TOLERANCES

Except for liner components where no minus tolerances are acceptable, the following are
maximum tolerances for survey points:

· On surfaces, the maximum tolerances shall be 0.1 foot. This tolerance must be set to the
record elevation of the surface below it and not the design elevation;
· On piping for leachate collection/detection lines, the maximum tolerance shall be 0.02 feet.
This tolerance must be set to the record elevation of the surface below it and not the design
elevation; and
· On cleanout risers, the tolerance shall be 0.1 feet. This tolerance must be set to the record
elevation of the surface below it and not the design elevation.

2.9 DOCUMENTATION

All field survey notes will be retained by the Surveyor. The results from the field surveys will be
documented on a set of Survey Record (As-Built) Drawings signed and sealed by a registered
professional engineer or professional land surveyor licensed in the State of North Carolina for
submittal to the CQA engineer. The Contractor shall certify to the CQA engineer and design
engineer that the results of the survey demonstrates compliance with the Contract Documents.
These drawings shall, at a minimum, show the information surveyed in Subsection 2.5 through
Subsection 2.7 of this CQA/CQC Plan. The surveys shall depict the information in a topographic
format and illustrate actual data points. For thickness verification, a table shall be compiled by the
CQC surveyor or contractor containing the following information for each point.
· Proposed subgrade elevation;
· Actual subgrade elevation;
· Subgrade deviation;
· Proposed soil liner elevation;
· Actual soil liner elevation;
· Soil liner thickness;

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· Elevation deviation;
· Proposed final elevation;
· Actual final elevation;
· Thickness; and
· Elevation Deviation.

Any deviations in elevation or thickness outside the tolerances allowed by specification shall
be corrected.

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3.0 SOILS CONSTRUCTION QUALITY ASSURANCE
AND CONSTRUCTION QUALITY CONTROL

3.1 INTRODUCTION

This section of the CQA/CQC Plan addresses the soil components of the liner system and outlines
the soils CQA/CQC program to be implemented with regard to materials confirmation, laboratory
test requirements, field test requirements, and resolution of problems.

3.2 EARTHWORK CONSTRUCTION

3.2.1 Subgrade

The subgrade material below the controlled fill will be prepared by the Contractor prior to the
placement of fill. The Soils Engineer will provide density testing of the pre-fill subgrade at the
frequency specified in the Project Specifications. The CQA Engineer will observe proof rolling
by Contractor, review the density test data provided by the Soils Engineer, and provide verification
that the pre-fill subgrade is acceptable. The CQA Engineer may conduct confirmation density
testing as deemed appropriate.

3.2.2 Structural/Controlled Fill

The Contractor shall place fill in accordance with the Project Specifications. The Soils Engineer
shall provide testing of the controlled fill material in accordance with the project specifications.
The CQA Engineer will provide confirmatory testing of the controlled fill as deemed appropriate.

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3.3 SOIL LINER SYSTEM

3.3.1 Soil Liner Subgrade

Testing by the Soils Engineer; observed by CQA Engineer. The subgrade material below the
subbase is composed of controlled fill and in-situ soils. The surface of the subgrade will be
prepared prior to the construction of the soil liner layer. The CQA Engineer will visually examine
the surface of the subgrade with the Soils Engineer to verify that any potentially deleterious
materials have been removed.

3.3.2 Soil Liner Material

The soil liner material shall be placed and compacted in accordance with the Project Specifications.
The Soil Engineer, as a representative of the Contractor, shall conduct field density, moisture,
hydraulic conductivity, Atterberg limits, and percent fines testing of the soil materials in
accordance with the frequencies presented in the project specifications. The CQA Engineer shall
provide confirmatory test at approximately 10 percent of the quality control test locations. The
frequency of CQA testing shall be determined in the field based on the variability of materials.

Thickness measurement shall be conducted in accordance with the project specifications probe by
the Contractor and observed by the CQA Engineer. Survey thickness measurement shall be
performed by the Contractor in accordance with Subsection 2.7.

3.4 SOILS TESTING

3.4.1 Test Methods

All testing used to evaluate the suitability or conformance of soils materials will be carried out in
accordance with the project specifications.

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3.4.2 Soils Testing Requirements

The soil testing required for construction conformance and quality assurance testing must comply
with the minimum frequencies as presented in the project specifications. As a minimum, the
testing frequency will include four density and thickness tests per acre and one permeability test
per acre for the soil liner system. The actual frequency of construction quality assurance (CQA)
testing required will be determined by the CQA Engineer, in light of the potential variability of
materials at the site. Likewise, the frequency of soils testing for construction quality control (CQC)
purposes will conform to the minimum frequencies presented in the project specifications.

3.5 SOILS CONSTRUCTION QUALITY ASSURANCE AND CONSTRUCTION
QUALITY CONTROL

Soils CQA/CQC will be performed on all components of the liner construction. Construction
evaluation testing will consist of: (1) monitoring the work; and (2) laboratory and field tests.
Laboratory tests will be conducted on samples taken at the borrow source, stockpile, and during
the course of the work prior to construction. Field tests will be conducted during the course of the
work.

3.5.1 Monitoring

The CQA Engineer shall monitor and document the construction of all components. Monitoring
the construction work for the cap subgrade, the soil component of the liner system includes the
following:
· Observing CQC testing to determine the water content and other physical properties of
the soil component of the subbase and soil component of the liner system during
compaction and compilation of the data;
· Monitoring the loose thickness of lifts as placed;
· Monitoring the action of the compaction and/or heavy hauling equipment on the
construction surface (i.e., penetration, pumping, cracking, etc.); and
· Monitoring the number of passes used to compact each lift.

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3.5.2 Laboratory and Field Tests

The laboratory and field test methods and testing frequencies presented in the technical
specifications will apply.

At locations where the field testing of the subgrade indicates densities or moisture content not
conforming to the requirements of the Specifications, the failing area will be reworked. Reworking
includes scarifying the area, adjusting the moisture content, and recompacting. Equally acceptable
is removal of the non-compliance fill and replacement with new fill material.
Hydraulic conductivity (permeability) evaluations will be conducted on all materials proposed for
the soil liner system. Hydraulic conductivity evaluations will be performed in the laboratory on
the following:
· Samples of the materials for soil liner component obtained from the borrow source
and/or stockpile for materials selection; and
· If necessary, samples can be obtained from the soil liner component during
construction. For correlation, these samples should be taken in the vicinity of a field
density test location.

Criteria to be used for determination of acceptability will be identified in the Project Specifications.

3.5.3 Construction Quality Control and Quality Assurance Testing Frequency

Construction Quality Control testing will be conducted by the Soils Engineer in conjunction with
the CQA testing by the CQA Engineer and in accordance with the Project Specifications or as
directed by the Owner or the CQA Consultant. Documentation and reporting of test results will
be in accordance with the requirements identified in this CQA/CQC Plan.
Preconstruction testing will be conducted on material samples obtained from the borrow source
and/or stockpile. Preconstruction testing will consist of material evaluation tests as described in
Subsection 3.3 of this section of the CQA/CQC Plan and Section 02280 of the Project
Specifications. Construction Quality Control testing will be conducted on samples taken from the
material during the course of the work.

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Routine testing frequencies for material evaluations and construction quality evaluation are
presented in the project specifications. Sampling locations will be selected by the CQA Engineer.

During construction, the frequency of testing may be increased at the discretion of the Owner or
the CQA Engineer when visual observations of construction performance indicate a potential
problem. Additional testing for suspected areas will be considered when:
· The rollers slip during rolling operation;
· The lift thickness is greater than specified;
· The fill material is at an improper moisture content;
· Fewer than the specified number of roller passes are made;
· Dirt-clogged rollers are used to compact the material;
· The rollers may not have used optimum ballast;
· The fill materials differ substantially from those specified; and
· The degree of compaction is doubtful.

3.5.4 Perforations in Soil Liner

Perforations that must be filled will include, but not be limited to, the following:
· Nuclear density test probe locations;
· Permeability sampling locations; and
· Thickness checks.

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Unless otherwise noted, or as directed by the Owner, all perforations of the subbase by probes or
sample tubes will be backfilled in accordance with project specifications.

3.5.5 Deficiencies

If a defect is discovered in the earthwork product, the CQA Engineer will immediately determine
the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the
CQA Engineer will determine the extent of the deficient area by additional tests, observations, a
review of records, or other means that the CQA Engineer deems appropriate. If the defect is related
to adverse site conditions, such as overly wet soils or surface desiccation, the CQA Engineer will
define the limits and nature of the defect.

3.5.5.1 Notification

After determining the extent and nature of a defect, the CQA Engineer will notify the Owner and
Contractor and schedule appropriate retests when the work deficiency is corrected.

3.5.5.2 Repairs and Retesting

The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a project
Specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA
Engineer will develop and present to the Owner suggested solutions for his approval.
All retests recommended by the CQA Engineer must verify that the defect has been corrected
before any additional work is performed by the Contractor in the area of the deficiency. The CQA
Engineer will also verify that all installation requirements are met and that all submittals are
provided.

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4.0 GEOMEMBRANE LINER CONSTRUCTION QUALITY ASSURANCE

4.1 GEOMEMBRANE MANUFACTURER’S CERTIFICATION AND CQA
CONFORMANCE TESTING

4.1.1 Geomembrane Manufacturer’s Certification

Compliance testing will be performed by the Geomembrane Manufacturer to demonstrate that the
product meets the manufacturers’ quality control and conformance test minimum standards for
geomembrane specifications and exceeds the project technical specifications. The CQA Engineer
for purposes of conformance evaluation may perform additional testing. If the results of the
Geomembrane Manufacturer’s and the CQA Engineer’s testing differ, the testing will be repeated
by the CQA Engineer’s laboratory, and the Geomembrane Manufacturer will be allowed to
monitor this testing. The results of this latter series of tests will prevail, provided that the
applicable test methods have been followed.

4.1.1.1 Raw Material

Prior to the installation of any geomembrane material, the Geomembrane Manufacturer will
provide the CQA Engineer with the following information as a bound document with the
individual sections clearly identified:
· The origin (Resin Supplier’s name and resin production plant), identification (brand name
and number), and production date of the resin;
· A copy of the quality control certificates issued by the Resin Supplier;
· Reports on the tests conducted by the Geomembrane Manufacturer to verify the quality of
the resin used to manufacture the geomembrane rolls assigned to the project; and
· A statement that the percentage of reclaimed polymer added to the resin is in accordance
with the project specifications.

The CQA Engineer will review these documents and report any discrepancies with the above
requirements to the Design Engineer.

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4.1.1.2 Geomembrane Manufacturing

Prior to the installation, the Geomembrane Manufacturer will provide the Contractor and the CQA
Engineer with the following:
· A properties sheet including, at a minimum, all specified properties, measured using
test methods indicated in the project technical specifications, or equivalent;
· The sample procedure and results of testing; and
· A certification that property values given in the properties sheet are minimum average
roll values and are guaranteed by the Geomembrane Manufacturer.

The CQA Engineer will review these documents and verify that:
· The reported property values certified by the Geomembrane Manufacturer meet all of
the project technical specifications;
· The measurements of properties by the Geomembrane Manufacturer are properly
documented and that the test methods used are acceptable; and
· Report any discrepancies with the above requirements to the Design Engineer.

4.1.1.3 Rolls and Sheets

Prior to shipment, the Geomembrane Manufacturer will provide the CQA Engineer with a quality
control certificate for each roll of geomembrane provided. The quality control certificate will be
signed by a responsible party employed by the Geomembrane Manufacturer, such as the
Production Manager. The quality control certificate will include:
· Roll numbers and identification; and
· Sampling procedures and results of quality control tests—as a minimum, results will be
given for thickness, tensile characteristics and tear resistance, evaluated in accordance with
the methods indicated in the project specifications or equivalent methods approved by the
engineer.

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The quality control certificates will be bound and included as a part of the report required in
Section 4.1.1.1.

The CQA Engineer will:
· Verify that the quality control certificates have been provided at the specified frequency
and that each certificate identified the rolls or sheets related to is;
· Review the quality control certificates and verify that the certified roll or sheet
properties meet the project technical specifications; and
· Report any discrepancies with the above requirements to the Design Engineer.

4.2 GEOMEMBRANE INSTALLATION

4.2.1 Transportation, Handling, and Storage

The CQA Engineer will verify that:
· Handling equipment used on the site is adequate, meets manufacturer’s recommen-
dations, and does not pose any risk of damage to the geomembrane; and
· The Geomembrane’s Installer’s personnel handle the geomembranes with care.

Upon delivery at the site, the CQA Engineer will conduct a surface observation of all rolls and
sheets for defects and damage. This examination will be conducted without unrolling rolls unless
defects or damages are found or suspected. The CQA Engineer will indicate to the Design
Engineer:
· Any rolls, or portions thereof, that should be rejected and removed from the site
because they have severe flaws; and
· Any rolls that have minor repairable flaws.

Refer to ASTM D4873 for detailed methods.

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The CQA Engineer will document that the Contractor’s storage of the geomembrane provides
adequate protection against moisture, dirt, shock, and other sources of damage or contamination.

4.2.2 Earthwork

4.2.2.1 Surface Preparation

The CQC Engineer and the Geomembrane Installer will certify in writing that the surface on which
the geomembrane will be installed meets line and grade, and the surface preparation requirements
of the project specifications. The certificate of acceptance will be given by the CQC Engineer
prior to commencement of geomembrane installation in the area under consideration. The CQA
Engineer will give a copy of this certificate to the Design Manager.

To ensure a timely covering of the soil liner surface, the Design Engineer may allow Subgrade
acceptance in areas as small as one acre. After the supporting soil has been accepted by the
Geomembrane Installer, then the Design Engineer will ensure that the supporting soil is repaired.

4.2.2.2 Anchorage System

The CQA Engineer will verify that anchor trenches have been constructed and backfilled according
to project specifications and design drawings.

4.2.3 Geomembrane Placement

4.2.3.1 Field Panel Identification

The CQA Engineer will document that the Geomembrane Installer labels each field panel with an
“identification code” (number or letter-number consistent with the layout plan) agreed upon by the
CQC Consultant, Geomembrane Installer, and the CQA Engineer at the CQA/CQC
Preconstruction Meeting, Section 1.7.2.

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The Geomembrane Installer will establish a table or chart showing correspondence between roll
numbers and field panel identification codes. This documentation shall be submitted to the CQA
Engineer weekly for review and verification. The field panel identification code will be used for
all quality control and quality assurance records.

4.2.3.2 Field Panel Placement

4.2.3.2.1 Location

The CQA Engineer will verify that field panels are installed at the location indicated in the
Geomembrane Installer’s layout plan, as approved or modified in Section 4.2.3.1.

4.2.3.2.2 Installation Schedule

The CQA Engineer will evaluate every change in the schedule proposed by the Geomembrane
Installer and advise the Design Engineer on the acceptability of that change. The CQA Engineer
will verify that the condition of the supporting soil has not changed detrimentally during
installation.

The CQA Engineer will record the identification code, location, and date of installation of each
field panel.

4.2.3.2.3 Placement of Geomembrane

The CQA Engineer will verify that project specification related restrictions on placement of
geomembrane are fulfilled. Additionally, the CQA Engineer will verify that the supporting soil
has not been damaged by weather conditions.
The CQA Engineer will inform the Design Engineer if the above conditions are not fulfilled.

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4.2.3.2.4 Damage

The CQA Engineer will visually observe each panel, after placement and prior to seaming, for
damage. The CQA Engineer will advise the Design Engineer which panels, or portions of panels,
should be rejected, repaired, or accepted. Damaged panels or portions of damaged panels that
have been rejected will be marked and their removal from the work area recorded by the CQA
Engineer. Repairs will be made according to procedures described in the project specifications.

As a minimum, the CQA Engineer will document that:
· The panel is placed in such a manner that it is unlikely to be damaged; and
· Any tears, punctures, holes, thin spots, etc., are either marked by the Geomembrane
Installer for repair or the panel is rejected.

4.2.4 Field Seaming

4.2.4.1 Seam Layout

The Geomembrane Installer will provide the CQA Engineer with a seam layout drawing, i.e. a
drawing of the facility to be lined showing all expected seams. The CQA Engineer and Design
Engineer will review the seam layout drawing and verify that it is consistent with the accepted
state of practice and this CQA Plan. In addition, no panels not specifically shown on the seam
layout drawing may be used without the Design Engineer’s prior approval.
A seam numbering system compatible with the panel numbering system will be agreed upon at the
Resolution and/or Preconstruction Meeting, Section 1.7. An on-going written record of the seams
and repair areas shall be maintained by the Geomembrane Installer with weekly review by the
CQA Engineer.

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4.2.4.2 Requirements of Personnel

The Geomembrane Installer will provide the CQA Engineer with a list of proposed seaming
personnel and their experience records. This document will be reviewed by the Design Engineer
and the CQA Engineer for compliance with project specifications.

4.2.4.3 Seaming Equipment and Products

Field seaming processes must comply with project specifications. Proposed alternate processes
will be documented and submitted to the CQA Engineer for his approval. Only seaming apparatus,
which have been specifically approved by make and model, will be used. The CQA Engineer will
submit all documentation to the Design Engineer for his concurrence.

4.2.4.4 Nondestructive Seam Continuity Testing

The Geomembrane Installer will nondestructively test all field seams over their full length using
test methods approved by the project specifications. The CQA Engineer shall periodically observe
the nondestructive testing to ensure conformance with this CQA Plan and the project
specifications.

For approximately 10 percent of the noncomplying tests, the CQA Engineer will:
· Observe continuity testing of the repaired areas performed by the Geomembrane
Installer;
· Confirm the record location, date, test unit number, name of tester, and compile the
record of testing provided by the Geomembrane Installer;
· Provide a walkthrough inspection of all impacted seam areas and verify that the areas
have been tested in accordance with the CQA Plan and project specifications; and
· Verify that the Geomembrane Installer has marked repair areas with the appropriate
color-coded marking pencil.

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4.2.4.5 Destructive Seam Testing

Destructive seam tests will be performed by the CQC consultant at locations and a frequency in
accordance with the project specifications. The CQA Engineer will perform conformance tests on
a minimum of 10 percent of the CQC destructive seam test samples obtained. Additional
destructive seam tests may be required at the CQA Engineer’s discretion. Selection of such
locations may be prompted by suspicion of contamination, excessive grinding, off center and/or
offset seams, or any other potential cause of imperfect seaming.

4.2.4.6 Geosynthetics Construction Quality Control Laboratory Testing

Destructive test samples will be packaged and shipped by the CQC Consultant in a manner that will
not damage the test sample. The Project Manager will be responsible for storing the archive samples.
These procedures will be fully outlined at the Resolution Meeting, Section 1.7.1. Test samples will
be tested by the Geosynthetics CQC Laboratory.

Conformance testing will include “Seam Strength” and “Peel Adhesion” (ASTM D6392 using
one-inch strips and a strain rate of two inches per minute) in accordance with ASTM D4437 and
project specifications. All geomembrane destructive test samples that fail to meet project
specifications shall be saved and sent to the CQA Engineer for observation.

The Geosynthetics CQC Laboratory will provide preliminary test results no more than 24 hours
after they receive the samples. The CQA Engineer will review laboratory test results as soon as
they become available.

4.2.4.7 Defining Extent of Destructive Seam Test Failure

All defective seam test failures must be bounded by seam tests from which destructive samples
passing laboratory tests have been taken. The CQC Consultant will document repair actions taken
in conjunction with all destructive seam test failures.

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4.2.5 Defects and Repairs

All seam and nonseam areas of the geomembrane will be examined by the CQC Consultant for
identification of defects, holes, blisters, undispersed raw materials, and any sign of contamination
by foreign matter. Each suspected location, both in-seam and nonseam areas, will be
nondestructively tested using methods in accordance with the project specifications. Each location
that fails the nondestructive testing will be marked by the CQC Consultant and repaired by the
Geomembrane Installer. Repair procedures will be in accordance with project specifications or
procedures agreed to by the Design Engineer in the Preconstruction meeting. The CQA Engineer
will observe all repair procedures and advise the Project Manager of any problems.

4.2.6 Liner Systems Acceptance

The Geomembrane Installer and the Geosynthetic Manufacturers will retain all ownership and
responsibility for the geosynthetics in the landfill cell until acceptance by the Owner.
The geomembrane component of the liner system will be accepted by the Owner when:
· The installation is finished;
· Verification of the adequacy of all seams and repairs, including associated testing, is
complete;
· CQC consultant provides the CQA Engineer and Design Engineer with a final copy of
the nondestructive test documentation, repair information, and as-built drawings;
· CQA Engineer furnishes the Design Engineer with certification that the geomembrane
was installed in accordance with the Geosynthetic Manufacturer’s recommendations as
well as the Plans and project specifications;
· All documentation of installation is completed including the CQA Engineer’s final
report; and
· Certification by the CQA Engineer, including Record Drawing(s), sealed by a
Professional Engineer registered in North Carolina, has been received by the Design
Engineer.

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The CQA Engineer will certify that the installation has proceeded in accordance with this CQA
Plan and the project specifications for the project except as noted to the Design Manager.

4.2.8 Materials in Contact with Geomembranes

The quality assurance procedures indicated in this Subsection are only intended to assure that the
installation of these materials does not damage the geomembrane. Although protective
geosynthetics and geotextiles have been incorporated into the liner system, all reasonable measures
to protect the geomembrane and provide additional quality assurance procedures are necessary to
ensure proper performance.

4.2.8.1 Sumps and Appurtenances

The CQA Engineer will verify that:
· Installation of the geomembrane in appurtenance areas, and connection of the
geomembrane to appurtenances have been made according to the project specifications;
· Extreme care is taken while seaming around appurtenances since neither
nondestructive nor destructive testing may be feasible in these areas;
· The geomembrane has not been visibly damaged while making connections to
appurtenances;
· The installation of the geomembranes shall be exercised so as not to damage sumps;
and
· The CQA Engineer will inform the Design Engineer if the above conditions are not
fulfilled.

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5.0 GEOTEXTILE MATERIAL AND INSTALLATION QUALITY ASSURANCE

5.1 MANUFACTURING

The Contractor will provide the CQA Engineer with a list of guaranteed “minimum average roll
value” properties (as defined by the Federal Highway Administration), for the type of geotextile
to be delivered. The Contractor will also provide the CQA Engineer with a written certification
from the Geotextile Manufacturer that the materials actually delivered have “minimum average
roll value” properties that meet or exceed all property values guaranteed for that type of geotextile.

The CQA Engineer will examine all manufacturer certifications to ensure that the property values
listed on the certifications meet or exceed those specified for the particular type of geotextile. Any
deviations will be reported to the Design Engineer.

The inspection methods, handling techniques, and property values identified in this section for the
filter geotextile shall also apply to geotextile portion of the geocomposite drainage media which
will be heat bonded to the geonet (See Section 7.0 for more details).

5.2 LABELING

The Geotextile Manufacturer will identify all rolls of geotextile in conformance with the project
specifications. The CQA Engineer will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Design Engineer.

5.3 SHIPMENT AND STORAGE

During shipment and storage, the geotextile will be protected as required by manufacturer’s
recommendations and the project specifications. The CQA Engineer will observe rolls upon
delivery at the site and any deviation from the above requirements will be reported to the Design
Engineer.

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5.4 HANDLING AND PLACEMENT

The Geosynthetic Installer will handle all geotextiles in such a manner as required by the project
specifications. Any noncompliance will be noted by the CQA Engineer and reported to the Design
Engineer.

5.5 SEAMS AND OVERLAPS

All geotextiles will be seamed or overlapped in accordance with project specifications or as
approved by the CQA Engineer and Design Engineer.

5.6 REPAIR

Any holes or tears in the geotextile will be repaired in accordance with the project specifications.

The CQA Engineer will observe any repair and note any noncompliance with the above
requirements and report them to the Design Engineer.

5.7 PLACEMENT AND MATERIALS

All soil materials located on top of a geotextile shall be placed in accordance with the project
specifications. Any noncompliance will be noted by the CQA Engineer and reported to the Design
Engineer.

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6.0 HIGH DENSITY POLYTHYLENE PIPE, MANHOLES, AND FITTINGS
CONSTRUCTION QUALITY ASSURANCE

6.1 MATERIAL REQUIREMENTS

All HDPE manholes, pipe, and fittings shall be produced in accordance with the project
specifications.

6.2 MANUFACTURER

Prior to the installation of HDPE manholes or pipes, the Manufacturer will provide to the
Contractor and the CQA Engineer the following:
· A properties sheet including, at a minimum, all specified properties, measured using test
methods indicated in the project technical specifications;
· A list of quantities and descriptions of materials other than the base resin which comprise
the pipe;
· The sampling procedure and results of testing; and
· A certification by the HDPE Pipe Manufacturer that values given in the properties sheet
are minimum values and are guaranteed by the HDPE Pipe Manufacturer.

The CQA Engineer will review these documents and verify that:
· The property values certified by the HDPE Pipe Manufacturer meet all of the project
technical specifications;
· The measurements of properties by the HDPE Pipe Manufacturer are properly documented
and that the test methods are acceptable; and
· Report any discrepancies with the above requirements to the Design Engineer.

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6.2.1 Verification and Identification

Prior to shipment, the Contractor will provide the Design Engineer and the CQA Engineer with a
quality control certification for each lot/batch of the HDPE pipe provided. The quality control
certificate will be signed by a responsible party employed by the HDPE Pipe Manufacturer, such
as the Production Manager. The quality control certificate will include:
· Lot/batch number and identification; and
· Sampling procedures and results of quality control tests.

The CQA Engineer will:
· Verify that the quality control certificates have been provided at the specified frequency
for all lots/batches of pipe, and that each certificate identifies the pipe lot/batch related
to it; and
· Review the quality control certificates and verify that the certified properties meet the
project technical specifications.

6.3 NONDESTRUCTIVE TESTING

6.3.1 Nondestructive Testing of Joints

All nonperforated HDPE joints must be nondestructively tested. These pipe joints will be tested
using the pressure test as provided in the project technical specifications. Other nondestructive
test methods may be used only when:
· The Geosynthetic Installer can prove its effectiveness;
· The method is approved by the Pipe Manufacturer;
· The method is approved by the Design Engineer; and
· The Design Engineer and the CQA Engineer will verify the effectiveness and validity
of the alternative test method.

The CQA Engineer will report any nonconformance of testing methods to the Design Engineer.

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7.0 GEOCOMPOSITE CONSTRUCTION QUALITY ASSURANCE

7.1 MATERIAL REQUIREMENTS

All geocomposite shall be manufactured in accordance with the project specifications.

7.2 MANUFACTURING

The Geocomposite Manufacturer will provide the Contractor with a written certification, signed
by a responsible party, that the geonets actually delivered have properties that meet or exceed the
guaranteed properties.

The CQA Engineer will examine all manufacturer’s certifications to ensure that the property values
listed on the certifications meet or exceed the project specifications. Any deviations will be
reported to the Design Engineer.

7.3 LABELING

The Geonet Manufacturer will identify all rolls of geocomposite in accordance with project
specifications. The CQA Engineer will examine rolls upon delivery and any deviation from the
above requirements will be reported to the Design Engineer.

7.4 SHIPMENT AND STORAGE

Geocomposite cleanliness is essential to its performance; therefore, the shipping and storage of
geonet must be in accordance with the project specifications. The CQA Engineer will examine
rolls upon delivery and any deviation from the above requirements will be reported to the Design
Engineer.

The CQA Engineer will verify that geocomposites are free of dirt and dust just before installation.
The CQA Engineer will report the outcome of this verification to the Design Engineer; and, if the

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geocomposites are judged dirty or dusty, they will be washed by the Geocomposite Installer prior
to installation.

Washing operations will be observed by the CQA Engineer and improper washing operations will
be reported to the Design Engineer.

7.5 HANDLING AND PLACEMENT

The Geocomposite Installer will handle all geocomposites in a manner in accordance with the
project specifications. The CQA Engineer will note any noncompliance and report it to the Design
Engineer.

7.6 JOINING

Adjacent geocomposites will be joined according to construction drawings and project specifi-
cations. The CQA Engineer will note any noncompliance and report it to the Design Engineer.

7.7 REPAIR

Any holes or tears in the geocomposite will be repaired in accordance with project specifications.
The CQA Engineer will observe any repair, note any noncompliance with the above requirements,
and report them to the Design Engineer.

7.8 PLACEMENT OF SOIL MATERIALS

All soil materials placed over the geocomposite should be placed in accordance with project
specifications so as to ensure:
· The geocomposite and underlying geomembrane are not damaged
· Minimal slippage of the geocomposite on the underlying geomembrane occurs; and
· No excess tensile stresses occur.

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Any noncompliance will be noted by the CQA Engineer and reported to the Design Engineer.

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8.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION

8.1 DOCUMENTATION

The CQA Engineer will provide the Owner with the daily and weekly reports including signed
descriptive remarks, data sheets, and logs to verify that all monitoring activities have been carried
out. The CQA Engineer will also maintain at the job site a complete file of Plans, Reports, and
Specifications, a CQA/CQC Plan, checklists, test procedures, daily logs, and other pertinent
documents.

8.2 RECORD KEEPING

Standard reporting procedures will include preparation of a daily report which, at a minimum, will
consist of: (1) field notes, including memoranda of meetings and/or discussions with the
Contractor; (2) observation logs and testing data sheets; and (3) construction problem and solution
data sheets. This information will be submitted weekly to and reviewed by the CQA Engineer.
The daily report must be completed at the end of each shift prior to leaving the site and submitted
to the CQA Engineer.

The weekly reports should summarize the major events that occurred during that week. Critical
problems that occur shall be communicated verbally immediately as well as being included in the
reports.

8.2.1 Memorandum of Discussion with Contractor

A daily report will be prepared summarizing discussions between the CQA Engineer and
Contractor. At a minimum, the daily report will include the following information:
· Date, project name, location, and other identification;
· Name of parties to discussion at the time;
· Relevant subject matter or issues;

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· Activities planned and schedule; and
· Signature of the CQA Engineer.

8.2.2 Observation Logs and Testing Data Sheets

Observation logs and testing data sheets will be prepared daily by the CQA Engineer. At a
minimum, these logs and data sheets will include the following information:
· An identifying sheet number for cross referencing and document control;
· Date, project name, location, and other identifications;
· Data on weather conditions;
· A reduced-scale site plan showing all proposed work areas and test locations;
· Descriptions and locations of on-going construction;
· Locations where tests and samples were taken;
· A summary of test results;
· Calibrations or recalibrations 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 or work and/or corrective actions to be
taken in instances of substandard quality; and
· The CQA Engineer’s signature.

8.2.3 Construction Problem and Solution Data Sheets

Sheets describing special construction situations will be cross-referenced with specific observation
logs and testing data sheets, and must include the following information where available:
· An identifying sheet number for cross referencing and document control;
· A detailed description of the situation or deficiency;
· The location and probable cause of the situation or deficiency;
· How and when the situation or deficiency was found or located;
· Documentation of the response to the situation or deficiency;

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· Final results of any responses;
· Any measures taken to prevent a similar situation from occurring in the future; and
· The signature of the CQA Engineer and signature of the Design Engineer indicating
concurrence.

The Design Engineer will be made aware of any significant recurring non-conformance with the
Specifications. The Design 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 any revisions to procedures or Specifications will be
approved by the Owner and Design Engineer.

8.3 PHOTOGRAPHIC REPORTING DATA

Photographic reporting data sheets, where used, will be cross-referenced with observation logs and
testing data sheets and/or construction problem and solution data sheets. Photographs shall be
taken at regular intervals during the construction process and in all areas deemed critical.

These photographs will serve as a pictorial record of work progress, problems, and mitigation
activities. The basic file will contain color prints, and negatives will also be stored in a separate
file in chronological order. These records will be presented to the Design Engineer upon
completion of the project.

In lieu of photographic documentation, videotaping may be used to record work progress,
problems, and mitigation activities. The Design Engineer may require that a portion of the
documentation be recorded by photographic means in conjunction with video taping.

8.4 DESIGN AND/OR SPECIFICATION CHANGES

Design and/or specification changes may be required during construction. In such cases, the CQA
Engineer will notify the Design Engineer. The Design Engineer will then notify the appropriate
agency, if necessary.

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Design and/or specification changes will be made only with the written agreement of the Design
Engineer and will take the form of an addendum to the Specifications. All design changes shall
include a detail (if necessary) and state which detail it replaces in the plans.

8.5 PROGRESS REPORTS

The CQA Engineer will prepare a summary progress report each week or at time intervals
established at the pre-construction meeting. As a minimum, this report will include the following
information:
· A unique identifying sheet number for cross-referencing and document control;
· The date, project name, location, and other information;
· A summary of work activities during progress reporting period;
· A summary of construction situations, deficiencies, and/or defects occurring during the
progress reporting period;
· A summary of test results, failures, and retests; and
· A signature of the CQA Engineer.

8.6 SIGNATURE AND FINAL REPORT

At the completion of each major construction activity at the landfill unit, all required forms,
observation logs, field and laboratory testing data sheets including sample location plans,
construction problems, and solution data sheets will be certified by the CQA Engineer. The Design
Engineer will also provide a final report that will certify that the work has been performed in
compliance with the Plans and Specifications, and that the supporting documents provide the
necessary information.

The CQA Engineer will also provide summaries of all the data listed above with the report. The
Record Drawings 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 surveying and base maps required for development of the

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Record Drawings will be done in accordance with the project specifications and this CQA Plan.
These documents will be certified by the Contractor and delivered to the CQA Engineer and
included as part of the CQA documentation.

8.7 STORAGE OF RECORDS

All handwritten data sheet originals, especially those containing signatures, should be stored by
the CQA Engineer in a safe repository on site. Other reports may be stored by any standard method
that will allow for easy access.