0105_CobleCDLF_PTOApp_renewal_FID1357327_20190829

From:[e-mail] on behalf of Hannu Kemppinen
To:Chao, Ming-tai
Subject:[External] 01-05 20190829 5-yr Permit renewal-LOS & RTC1
Date:Thursday, August 29, 2019 5:23:31 PM
CAUTION: External email. Do not click links or open attachments unless you verify. Send all suspicious email as an
attachment to [e-mail]
Hannu Kemppinen has sent you files.Expires 2/25/20
A note from Hannu :
On behalf of Coble’s Sandrock C&D LF, LaBella submits to the Section responses to commentsreceived on May 22, 2019 and the landfill 5-year permit renewal and Life of Site application. Thisapplication submittal includes the landfill engineering plan revised drawings and updated Plan sections
as addressed in the comment letter. The Section hydrogeologist reviewed the water quality and landfillgas monitoring plans, and the revised plans are included in this submittal.
If you have questions or require further clarification, we are available to help and please feel free tocontact us.
Download
Trouble with the above link? You can copy and paste the following URL into your web browser:https://joyce.sharefile.com/d-e2965a50925740ba
ShareFile is a tool for sending, receiving, and organizing your business files online. It can be used as apassword-protected area for sharing information with clients and partners, and it's an easy way to send files thatare too large to e-mail.
Powered By Citrix ShareFile 2019

1

August 23, 2019

Mr. Ming-Tai Chao, P.E.
Environmental Engineer
Permitting Branch, Solid Waste Section
Division of Waste Management
217 West Jones Street
Raleigh, NC 27603

Re: Coble’s Construction and Demolition Debris Landfill (C&DLF)
Alamance County, Permit No. 0105-CDLF-1998, File ID No. (FID) 1321354
Comments on the Life-of-Site Permit Application Permit to Construction Application for
Phase 3B and Permit to Operate for Phases 1, 2, & 3A

Dear Mr. Chao:
On behalf of Coble’s C&DLF LaBella Associates (LaBella) has prepared responses to the
comments listed below. Labella submitted on May 3, 2019 a permit application on
behalf of Coble’s C&DLF (FID 1320279) to the Solid Waste Section (SWS), Division of Waste
Management (DWM) for Life-of-Site permit for construction of Phase 3B and for continued
operations of Phases 1, 2, & 3A of the Coble’s C&DLF. After a review of the permit
application, the SWS informed the Cobles via e-mail message dated May 6, 2019 that
the received permit application is incomplete. Pursuant to NCGS 130A-295.8(e), the SWS
issued the following comments and to prepare a complete permit application.
The original comments are repeated as they appeared on the May 22, 2019 letter, and our
responses to the comments are in bold font for clarity and ease of reading.
The comments on the engineering portion of the permit application (FID 1320279) are:
General
1. The existing franchise agreement between Coble’s Sandrock, Inc. and Alamance
County, NC will expire on September 2, 2019. Please provide a signed copy of
the new or amended franchise approved by Alamance County.
Amended franchise agreement is included in Appendix 1 of the Facility Plan.
2. In this Section, 2nd paragraph described that “Coble Sandrock is conducting
active landfill in the Phase 3A, while excavating and SELLING sandrock from
the Phase 3B footprint.” The activities of selling earthen material starts in
2011 as stated in this section. Does Coble’s Sandrock, Inc. hold a current
and valid NC mining permit to sell earthen material to non-permitted facilities?
If not, the described selling activities is illegal and shall be ceased immediately

2

per North Carolina Ming Act. Otherwise, please provide a copy of NC Mining
Permit. Please clarify.
Mining Act of 1971 Article 7 §74-79 (7) – Less than 1.0 acre area no permit
required. The facility mines less than an acre at a time.
Facility Plan
3. Please define “SWMP” in the first paragraph of the Facility Plan?
Revisions to the paragraph have been made.
4. (2. Landfill Capacity)
i. Please provide the gross capacity of the C&DLF unit. Gross capacity is defined
as the volume of the landfill calculated from the elevation of the initial waste
placement through the top of the final cover, including any periodic cover per
Rule 15A NCAC 13B .0537(e)(2).
C&D LF permitted gross capacity is 6,935,903 cubic yards
ii. Please provide the data of volumes in cubic yards for in-place wastes and
remaining wastes at existing operating Phases 1, 2 & 3A. The data will be
incorporated into the new permit.
Coble submitted 2019 annual report of waste volumes and remaining
airspace in Phases 1, 2, & 3A. The landfill capacity estimates are revised
in the plan text .
iii. Why the service life of the landfill uses two different annual disposal tonnages
– 34,512 tons per year used for calculating overall facility life and 12,368
tons per year used for calculating service life of Phase 3B.
Overall facility tonnage reflects the average annual waste stream over the
last 20 years. Phase 3B text has been revised to reflect this change.
iv. The capacity for Phase 3B of 129,569 CY includes the net waste capacity plus
weekly and intermediately covers but not includes the proposed final cover
system/ final cap.
Phase 3B text has been revised.
5. (3. Special Engineering Features)
i. The infiltration barrier, one of components of the proposed final cover system
of the C&DLF, is 18-inch-thick compacted soil layer with a low permeability (or
hydraulic conductivity) less than 1 x 10-5 cm/sec. The near soils having
hydraulic conductivity in the order of 1 x 10-7 cm/sec is described in the
Section “Overall Facility Soil Balance” per Rule 15A NCAC 13B .0543(c), the

3

cap system must be designed and constructed to have a permeability less
than or equal to soils underlying the landfill, or the permeability specified for
the final cover in the effective permit, or a permeability no greater than 1 x
10-5 cm/sec, whichever is less. Therefore, the proposed final cover/cap
system of the landfill should use an infiltration barrier with a permeability (or
hydraulic conductivity) less than 1 x 10-7 cm/sec. Please make necessary
correction.
The upper two feet of the landfill base grades meet the Section .0540(2)
(b) Unified Soil Classification System requirement. The undisturbed base
grade soils do not exhibit same permeability as the near surface soil
graded and compacted to 95% of the Proctor.
It is our opinion arbitrarily revising the permeability requirement is not
warranted. The Infiltration Barrier paragraph has not been revised to show
the minimum hydraulic conductivity of the closure soils to be 1 x 10-7
cm/sec. Alternate option with GCL for the landfill closure is proposed.
ii. The proposed alternative cover system described in the section is not an
approved one because the submitted Engineering Plan and CQA Plan do not
include the GCL design and specification. To obtain an approval to use the
alternative cover system per Rule 15A NCAC 13B .0543(c), the veneer slope
stability analysis including the specified interface of GCL and contact material
should be included in the revised Engineering Plan, CQA Plan, and Technical
Specifications.
The design calculations and specification have been developed and are
included with this response.
6. (4. Partial Closure of the Landfill)
i. The described partial closure area of 3.6 acres are not shown on any
submitted drawings. Please provide the closure CQA report and drawings
associated with this partial closure activities.
Coble is currently working on Phase 3A areas 14 and 15 in addition to the
areas 12 and 13 that were closed in 2016. Closure CQA report will be
submitted to the Section following the completion of the partial closure
areas.
ii. The revision of waste footprint of the Phases 1 & 2 of the C&DLF unit was
approved in 2016 without changing the approved gross capacity; the current
approved waste footprint of the C&DLF is 66 acres. The Facility Plan should be
updated phased development plan and recognized this change.

4

The minor changes made to the Phase 1 (0.5 ac), Phase 2A (0.1 ac), and
Phase 2B (0.2 ac) were discussed with the Section and approved in 2016.
No changes to the gross capacity were requested by the Section.
7. (Drawing No. FP-01) Per Rule 15A NCAC 13B .0537(d), the facility plan drawing
must show:
i. All solid waste management facilities such as those non-disposal units or
recyclable or recovered waste collection areas described in General Section
on Page 2 of the permit application such as wood grinding and stockpiled
areas, concrete/rock crushing and storage area, etc.
The facility management areas have been added to the facility drawings.
ii. The partial closure areas which are consistent to the descriptions in the
Section 2 – Closure Area of the Closure & Post-Closure Plan.
The Partial Closure areas will be included with the Closure CQA report,
which will be submitted to the Section following the completion of the
partial closure areas.
Operations Plan
8. (1. Waste Acceptance and Disposal) Please provide information of waste screening
plan, per Rule 15A NCAC 13B .0542, which should describe processes to prevent
the prohibited or non-conformance wastes from coming into the landfill disposal
unit, in a minimum, the following info must be provided to the waste screening
plan:
i. Where is the location (or locations) to conduct the waste screening such as at
scale house, working face, and/or other designated area?
Random waste inspections are conducted at the scale house and waste
off-loading is observed at the working face.
ii. The person to conduct the screen. Training credential.
Copies of the current operator training certificates are included in the
Appendix of Operations Plan.
iii. Descriptions (step-by-step) of the screening processes (including frequency
and random screening approaches) and management of acceptable waste
and prohibited or non-conformance wastes (such as Contingency Plan).
According to the Facility Compliance Inspection Report dated in May 7, 2019,
Coble’s C&DLF conducts waste screening at a frequency of four (4) times per
month. If this practice will continue, please state in the plan.

5

Waste inspection form is included in the Appendix of Operations Plan.
Waste screening section has been expanded to address the requested
information.
9. (1. Waste Acceptance and Disposal) Will the C&DLF accept non-friable asbestos for
disposal? If it is acceptable, please add the disposal manner for this special waste
per Rule 15A NCAC 13B. 0542. If it is a prohibited waste, please state so.
Clarification to the non-friable asbestos disposal has been added to the
Operations Plan.
10. (4. Cover Material Requirements) The last paragraph of this section states that
“Mulch generated from excavated LCID material may be used as a soil amendment
for cover soil.” The statement is confusion, further clarification is required.
i. If the described “mulch” material will be used in the top six-inches of
vegetative cover layer, one of the components of the proposed final cover
system as stated in the Facility Plan - Cap System. Please state so. Or,
ACM use on the Cap System has been added to the Operations Plan
Section 4. Cover Materials Requirements.
ii. The described “mulch” material will be used as an alternative cover –
mulch/soil mixture according to the “Approved Alternative Daily Cover
Materials (ADCM) for Use at Sanitary Landfill” dated July 21, 2017, which can
be found in the web link below:
https://edocs.deq.nc.gov/WasteManagement/0/edoc/723214/ApprovedAC
M_Rev1_GDE_20170721.pdf?searchid=f7d5b34c-664b-4338-930a-
d1db93f0272f
See above (item i.)
iii. If so, please add the approved ADCM - mulch/soil mixture application to the
Section 4 of the Operations Plan.
The referenced ACM has been added to Section 4 of the Operations Plan
and Appendix G.
11. (5. Spreading and Compacting Requirement) According to the Facility Compliance
Inspection Report dated in May 7, 2019, Coble’s C&DLF fails to comply with
operation requirement per Rule 15A NCAC 13B .0542(g). The Operations Plan shall
add the requirement - at the conclusion of each operating day, all windblown
material resulting from the operation must be collected and properly disposed of at
the C&DLF working face.
Revisions to the paragraph have been made.

6

12. (7. Air Criteria & Fire Control)
i. Prior to any planned burning, in addition to submitting a request to SWS, a
permit must be obtained from the NCDQA, NC Forest Services/Alamance
County, and/or local fire marshal office. Please add the requirement to this
Section.
Revisions to the paragraph have been made.
ii. Please describe the measures/approaches to manage a vehicle containing a
“hot load” at each of the following scenarios: the vehicle approaches scale
house, the vehicle inside the landfill facility prior to reaching landfill working
face, and the vehicle at the landfill working face.
For hot loads, if a vehicle approaches scale house, it would immediately
be refused. Vehicles that are found inside landfill facility prior to reaching
landfill working face, it would be refused and turned around. Vehicles that
make it to the landfill working face, the load would be separated from the
trash and immediately covered with dirt. These procedures have been
added to the Operations Plan.
iii. For reporting a fire incidence, please use the standard report form, which can
be downloaded from the following web link, and a copy of the form can be
appended to the Operations Plan.
https://files.nc.gov/ncdeq/Waste%20Management/DWM/SW/Forms/FireOcc
urrenceReport.pdf
Reference to the location of the standard Fire Occurrence Report has been
added to the Operations Plan Appendix C.
13. (10. Drainage Control and Water Protection) Please add the following requirements
to this Section.
i. Leachate must be contained on-site or treated prior to discharge. An NPDES
permit may be required prior to the discharge of leachate to surface waters
per Rule 13A NCAC 13B. 0542(l).
Section .0542(l) is now referenced in this section of the Operations Plan.
ii. After any leachate outbreak or seep observed at the landfill, a verbal notice to
the SWS within 24 hours and within 15 days a written notification with the
assessment sampling plan must be submitted to the SWS. The leach releases
assessment, sampling guidance can be found in the following web link:
https://edocs.deq.nc.gov/WasteManagement/0/edoc/1319075/MSWLeach

7

ate_Release_Sampling_Guide.pdf?searchid=22b91c58-be48-4f48-97ec-
ae3766e88565
This language is included in this section of the Operations Plan.
iii. Please download the guidance and appended to the Operations Plan.
The guidance has been included as an appendix to the Operations Plan in
Appendix D.
14. The Operations Plan should provide the following operation requirements, but not
limited to, for operating non-disposal waste management units.
i. All collected recyclables and/or recovered wastes should be listed and the
storage locations (non-mobile ones, such as yard waste collection and
grinding, concrete/rock collection & crushing, etc.) should be shown the
Operation Drawings.
The facility operational areas have been added to the Operation Plans.
ii. The operations should comply with requirements stated in NCGS 130A-
309.05(c) against speculative accumulation.
Requested paragraph has been added to the Operations Plan under 1.
Waste Acceptance and Disposal.
iii. For operating the post-consumer asphalt shingles unit, if no any update or
modification to the existing approved plan (DIN 13014) dated January 11,
2011 will be made, please append the approved plan to the Operations Plan.
Otherwise, please remove the unit from the Operations Plan.
The approved shingles plan has been added to the Operations Plan as
Appendix E.
iv. For non-mobile units (yard waste collection and grinding and concrete/rock
collection & crushing), please state the extent, in acres, of each unit; the
maximum volume (in tonnage or cubic yards for both untreated wastes and
products) of the temporary storage or stockpile of each unit at any given day.
The location of the facility operational areas have been added to the
Operation Plans.
v. For a concrete/rock collection & crushing unit, please describe the following
requirements:
(a) Acceptable waste streams must be clean, unpainted, and non-
contaminated concrete blocks, broken concrete, brick, etc.
This has been added to Section 1 of the Operations Plan.

8

(b) No liquid or flowable concrete/cement is permitted at this unit.
This has been added to Section 3 of the Operations Plan.
(c) Control measures must be utilized to minimize and eliminate visible dust
emissions. Fugitive dust emissions are prohibited.
This has been added to Section 7 of the Operations Plan.
(d) No grinding or processing wastes is allowed in a raining day.
Acknowledged. This has been added to Section 1 of the Operations
Plan.
vi. For a yard and wood waste collection and grinding unit, please describe the
following requirements:
(a) Description of the acceptable waste streams.
- Yard trash (high nitrogen vegetative wastes such as grass clipping) as
defined in Rule 15A NCAC 13B .0101(55) shall NOT be accepted at this
landfill facility.
This has been added to Section 1 of the Operations Plan.
- Wood wastes – tree limbs and trunks or clean, non-painted wood
wastes including wooden pallet as defined in NCGS 130A-290(a)(44a)
are permitted wastes for temporarily storage and treatment /processing
for mulch.
This has been added to Section 1 of the Operations Plan.
- Engineering wood shall only be ground for boiler fuel. The stockpile of
engineering wood should be separated from other wood waste
stockpiles.
This has been added to Section 1 of the Operations Plan.
(b) Description of waste screen methods and the approaches to handle &
manage the detected or observed non-conformance or prohibited wastes
including temporary storage and proper disposal (the permitted facilities
and the disposal frequency).
The facility screens every load that comes over the scales. Anything
that they are not permitted to take is refused. In the case of mixed
loads (a tire or bag of household waste mixed with construction debris,
for example), they tell the customer that they do not accept that item
and that they will need to keep that item(s) on the truck. They notify
the landfill workers at the working face of the items.

9

(c) A 25-foot minimum distance is required between each storage area and
swales or berms to allow for adequate access of firefighting equipment per
Rule 15A NCAC 13B .1404(a)(8).
Section 7 of the Operations Plan has been updated to include the
additional information regarding the firefighting equipment.
(d) No composting is permitted at this unit.
Acknowledged. This has been added to Section 1 of the Operations
Plan.
(e) No grinding or processing wastes is allowed in a raining day.
Acknowledged. This has been added to Section 1 of the Operations
Plan.
15. According to the Facility Compliance Inspection Report dated in May 3, 2018, the
mining LCIDLF is almost completed. If the waste activities will be no longer
required, please state so. Otherwise, the Operations Plan should provide the
following operation requirements, but not limited to, for the activities of mining
waste at the existing LCIDLF unit, located at the future Phase 4 of the C&DLF.
i. What is the permit number or the notification site number of this LCIDLF?
ii. What is the purpose to mining the existing LCIDLF?
The old LCID LF is closed and no longer in operation.
iii. Description of the waste footprint and approximately remaining in-place waste
volume of the LCIDLF. The drawings of the layout (plan view) and the two-
major cross-sections of the landfill, which shows the bottom of the landfill and
grades of remaining wastes, the basis of calculating remaining in-place waste
volume of the LCIDLF.
Due to the age of the LCID landfill area no base grade are available so
estimating the in-place waste volume would only be a guess at this point.
iv. Descriptions the targeted wastes for the mining activities, such as a list
(tableted) of wastes, to be recycled/recovered for the designated uses.
The target wastes from the mining activities are concrete and soil. This has
been added to the Operations Plan in Section 13. Land Clearing and Inert
Debris Landfill (LCIDLF). The permit for this work is ALAMA-2002-028.
v. Descriptions of how to manage, handle and disposal of the wastes which are
no marketable values such as stockpile locations, on-site or off-site permitted
disposal facility.

10

The concrete is crushed on an as needed basis and is therefore not
stockpiled. If stockpiling is required at some future time it will be adjacent
to future Phase 4.
vi. Will the mined/open area be covered by earthen material or alternative cover
material? How often the cover material is applied at the opened area?
Descriptions of measures for stormwater separation (run-in to the mining
area) and minimizing the leachate generation at the mined area in the
LCIDLF.
The mining is completed, the area graded and does not need to be
covered. The area is graded to eliminate leachate generation and run off.
16. The Operations Plan must provide the operation requirements for the existing
LCIDLF according to Rules 15A NCAC 13B .0563 through .0566.
i. Please note that the rule-required info of this landfill is not available in the
SWS record or file system; therefore, all applicable siting requirements stated
in .0564 should be included in the revised permit application.
This existing facility includes the Phase 4 area under permit 0105-CDLF-
1998. Operational requirements for the site are found in the permit under
Part 1 Facility Operating Conditions.
ii. Please provide the permit number or notification site number for this LCIDLF.
See response in Item 15 above.
iii. Additionally, the existing erosion and sediment control plan (ESCP) for the
C&DLF unit does not cover this LCIDLF unit. Please modify the existing ESCP
permit issued by the NC Land Quality Section to include this LCIDLF unit.
The Phase 4 has been added to the existing ESC Plans for the facility.
iv. Please provide property deed for this LCIDLF unit which is seated at the
permitted landfill property but not inside the C&DLF unit.
The property deed has been included with this submittal.
17. For operating destruction of mobile home at the C&DLF working face, please
append the Solid Waste Section Guidance to the Operations Plan and add the
additional requirements below to the Operations Plan:

11

i. Mobile homes that are defined in N.C.G.S. 105 - 164.3(20) and generated
from mobile or modular home manufacturers located in Alamance County will
be accepted for deconstruction. But a mobile home consisting of a component
or components containing friable asbestos material shall not accepted at this
C&DLF per franchise agreement.
This has been added to Section 1 of the Operations Plan.
ii. All non-permitted wastes must be properly removed from the mobile home
prior to delivering to the C&DLF facility. Waste screening processes should be
conducted and documented to ensure that the mobile home only contains
permitted C&D wastes.
This has been added to Section 1 of the Operations Plan.
iii. White goods, as defined in N.C.G.S. 130A-290(a)(44), should be removed
from mobile homes to be deconstructed prior to arriving and being accepted
at the landfill facility. White goods is not permitted waste stream for a C&DLF
and shall NOT be stored in the scrap metal collection area.
White goods, as defined, are shown as not acceptable under Section 3,
item 13, on page 5 of the Operation Plan.
iv. All mobile homes must be deconstructed within 45 days from acceptance into
the deconstruction area. The date of receipt at the landfill shall be posted on
the mobile home or its frame.
This requirement has been added to Section 1 of the Operations Plan.
v. All material not planned for recycling must be placed in an approved disposal
unit before the end of the day when deconstruction takes place.
This has been added to Section 1 of the Operations Plan.
vi. Recyclable materials may be stockpiled at the mobile home deconstruction
area for no more than 45 days from the date of deconstruction.
This has been added to Section 1 of the Operations Plan.
vii. Records shall be kept at the facility in accordance with the Operations Plan –
Operating Record and Recordkeeping.
Records of mobile home deconstruction has been added to Section 11 of
the Operations Plan.
18. A permitted temporary disaster debris staging site (TDDSS) is located at the landfill
facility according to the Facility Compliance Inspection Report dated in May 7,
2019. Please add the following requirements to the Operations Plan.

12

i. The Permit No. of this TDDSS is DS01-015.
This has been added per your comment.
ii. The size (in acreage) of the TDDSS and the location shows on the drawings.
This has been added per your comment.
iii. The TDDSS shall not receive disaster debris without the Section’s approval.
This has been added per your comment.
iv. When the site is activated following an emergency event:
(a) Only PERMITTED wastes for the Coble’s C&DLF may be accepted in the
TDDSS. Through the waste screening processes, all non-conformance or
prohibited wastes shall not be accepted at this unit; any inadvertently
accepted non-conformance or prohibited wastes shall be properly handled,
managed, and disposal off according to the approved Contingency Plan.
(b) Activation must be requested and received from the Regional
Environmental Senior Specialist for the facility.
(c) All permitted debris must be removed from the TDDSS within six (6)
months from the activation date.
(d) Storm debris must be placed in rows with a maximum of 12 feet high and
25 feet wide. A minimum of 15 feet row aisles must be maintained to
separate piles.
(e) Adequate isle lines shall be established and maintained for each waste
stockpile for firefighting.
These items have been added per your comment.
19. (Operations Plan Drawing) The submitted Operation Plan Drawings DO NOT meet
the requirements stated in Rule 15A NCAC 13B .0524(b)(1). Additionally,
i. The Drawing No. EP-01 shows the facility conditions occurred in 2009. Lots of
information are out of date. Additionally, the LCIDLF and other non-disposal
waste management units must be added to the drawing.
Existing Conditions have been updated per a more recent survey. The
LCIDLF and other non-disposal waste management units have been added
to the drawing.
ii. The drawing (EP-01through EP-07) must provide (a) each permanently closed
area with acreage & fill grades, (b) the existing fill grades in Phase 3A per Rule
15A NCAC 13B .0542(m), (c) labels of Phase 1 & Phase 3A & Phase 3B, (d)
the progressive filling plan for Phases 3A & Phase 3B (please note can only

13

operate 4-acre at any given time until the existing financial assurance
arrangement is improved) must be revised according to the Facility Plan such
as one year of service life expectancy for Phases 1 through 3A, etc.
These items have been added to the drawings per your comment.

Closure Plan
20. (1. Description of Cap System) Soil having hydraulic conductivity in the order of
1 x 10-7 cm/sec is described in the Facility Plan - “Overall Facility Soil Balance.” Per
Rule 15A NCAC 13B .0543(c), the cap system must be designed and constructed
to have a permeability less than or equal to soils underlying the landfill, or the
permeability specified for the final cover in the effective permit, or a permeability
no greater than 1.0 x 10-5 cm/sec, whichever is less. Therefore, the proposed final
cover/cap system of the landfill must use an infiltration barrier with a permeability
(or hydraulic conductivity) less than 1 x 10-7 cm/sec.
Permeability of the base grade Sandrock has not been established for
permitted Phases 1-3A/3B. The conditions have not changed since the
Section accepted previously closed areas.
21. (2. Closure Area & 5. Cost Estimate for Closure)
i. According to the January 16, 2014 letter (DIN 24363), Coble’s Sandrock, Inc.
requested the open area within the approved waste disposal limits should
equal to or less than four (4) acres at any time, and this request was approved
and incorporated into the existing permit and annual financial assurance,
which is subject to an annual inflation factor adjustment. However, the
submitted cost estimates for landfill closure in the Permit Application is based
on closure area of 9.3 acres. Coble’s Sandrock, Inc. must assure the SWS that
sufficient and adequate financial assurance is available to cover the costs to
close 9.3 acres of the C&DLF, which is a requirement must be satisfied per
Rule 15A NCAC 13B .0546 & Law NCGS 130A-295.04. If Coble’s Sandrock,
Inc. fails to meet the above-referenced law requirement, the SWS will not
issue a new permit but issue a letter for demanding for ceasing waste
operations and executing landfill site closure.
Acknowledged. The Financial Assurance will be revised to include the 9.3
acres of open area.
ii. Please submitted the certified closure CQA report for portion of Phase 3A and
as- built drawing (delineating the certified closed area) signed, sealed and
certified by a NC listened surveyor.

14

The Phase 3A closure report is being prepared and will be submitted when
completed.
22. (3. Waste Inventory) The approved gross capacity for Phases 1, 2 & 3A is
1,255,963 cubic yards (CY) according to February 08, 2016 Permit (DIN 25405).
The Facility Plan
- Landfill Capacity states the remaining disposal capacity for Phases 1, 2 & 3A is
approximately 48,536 CY and the Closure Plan – Waste Inventory states that
approximately 1,075,951 CY wastes disposed in Phases 1, 2 & 3A 1,075,951 CY.
Both data are based on scale house data from 1999 to August 2008. According to
the waste inventory data and approved gross capacity of Phases 1, 2 & 3A, the
remaining capacity should be 180,012 CY which is far more than the estimated
volume of 48,536 CY stated in the Facility Plan. Please explain the discrepancy and
determine the remain waste capacity for Phases 1, 2 & 3A.
Waste Inventory 2018 shows that approximately 1,075,951 CY waste was
disposed in Phases 1, 2 & 3A and remaining capacity was 180,012 CY. Based
on the historical average tonnage received at the landfill, projections indicate
near full capacity by 2020 with remaining volume 48,536.
23. (5. Cost Estimate for Closure) Please address the following concerns:
i. The following unit costs are the same as the ones in 2016 dollar-value (DIN
24363). The inflation factors should be applied from 2017 through 2019.

Cost Item 2016
dollar-
value
Inflation Factor
2016 2017 2018 2019
1 1.013 1.018 1.022
Mobilization $ 5,000 $ 5,000 $ 5,156 $ 5,270
18-inch vegetative
soil
$ 3.5/CY $ 3.5/CY $ 3.5/CY $ 3.5/CY
Seeding/vegetation $ 1,500 $ 1,500 $ 1,554 $ 1,589

The table of prices has been updated per your comment.

ii. The unit cost of $3.5 per CY for 18-inch compacted soil liner (CSL) is the same
as that for not compacted and non-specified vegetative soil layer. Based on
the cost data collected by SWS, the unit price for CSL is unreasonable low.
Please provide a reasonable unit cost.
The per CY cost for clay cap has been revised per your comment.

15

iii. The costs for installation passive gas venting system (one vent per acre) is not
available in the cost estimate. Please add the cost to the closure cost
estimates.
The cost for gas vent installation has been added to the closure cost
estimate per your comment.
iv. The cost for stormwater/ erosion and BMPs for the approved sediment control
devices for the final cover system (as shown on Drawing No. EP-07) is not
available in the closure cost estimate. Please add the cost to the closure cost
estimates.
The cost for the stormwater/erosion control BMPs have been added to the
cost estimate per your comment.
v. The lump sum price (approximately 5% of the subtotal) for cost items –
Engineering/CQA & Contingency should be revised accordingly.
These costs have been updated accordingly.

Post-Closure Care Plan
24. (3. Post-Closure Maintenance) Provide descriptions or measures including remedial
approaches for repairing final cover system if leachate seeps are observed as
noted in Appendix B.
A paragraph has been added to this section for leachate seeps if they are
discovered as occurring.
25. (4. Inspection Plan)
i. Please add the inspection of the edge markers of the landfill waste footprint/
disposal boundary to the inspection task item.
This item has been added to the inspection list in Section 4.
ii. Please add the reporting & sampling requirements if a leachate seep or
outbreak is observed in the routine inspection tasks as noted in Appendix B.
After any leachate outbreak or seep observed at the landfill, a verbal notice to
the SWS within 24 hours and within 15 days a written notification with the
assessment sampling plan must be submitted to the SWS. The leach
releases assessment/sampling guidance that can be found in the following
web link should be appended to the plan:
https://edocs.deq.nc/gov/WasteManagement/0/edoc/1319075/MSW%20L
eachate_Releases_Sampling_Guide.pdf?searchid=22b91c58-be48-4f48-
97ecae3766e88565

16

This section has been revised per your comment.
26. (5. Post-Closure Land Use) According to the Facility Compliance Inspection Report
dated in May 7, 2019, the closed areas at the C&DLF is used for raising goats.
Since goat grazes the vegetation for protection of the final cover system should be
properly managed; otherwise the vegetation established on the final cover system
will be destroyed by goats. A grazing plan, a portion of the Post-Closure Plan,
should be submitted for a review and approval; otherwise the landfill shall not be
used for raising animal per Rule 15A NCAC 13B .0543(f)(3).
A section restricting animal raising on the final closure cap has been added to
the Post Closure Land Use section.

Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
PERMIT RENEWAL - GENERAL REPORT
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019
Project no. 2191087
________________________________________________________________________ I - General 1 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
I. GENERAL

This report was prepared on behalf of Coble’s Sandrock in accordance with the North
Carolina Solid Waste Management Rules, 15A NCAC 13B, Sections .207 and .500.
The intent is to demonstrate compliance with the applicable permit application
requirements therein so that a permit renewal for Life of Site may be issued for the
Coble’s Sandrock Construction and Demolition Landfill.

The C&D Landfill is owned and operated by Kent and Brenda Coble. The facility is
currently operating under North Carolina Solid Waste Permit No. 01-05. The site was
originally permitted for operation in September 30, 1998. DENR Solid Waste Section
issued Permit to Continued Operate for Phase 1 & 2 in February 2009. Permit to
Construct Phases 3A & 3B expansion was issued on January 30, 2009. Joyce
Engineering submitted a Letter of Notification for Partial Closure of Phases 1 & 2 in
April 2010. Permit to Operate Phases 2 and 3A was issued in April 2011 with Permit
for Construction Phase 3B expansion. Five-year operation permit for Phases 2 and 3A
and Permit to Construction was issued on February 2016. Coble Sandrock is
conducting active landfilling in the Phase 3A, while excavating and the Phase 3B
footprint. Permit condition, Attachment 2 notes that the Permit to Construct (PTC) shall
expire August 8, 2017, eighteen (18) months from the issuance date of the permit
according to Rule 15A NCAC 13B .0534(b)(2)(H). If the initial or substantial construction
authorized in the permit does not begin within 18 months from the issuance date of the
permit, then the permittee must obtain a permit modification from the Section prior to
construction, comply with the conditions of the approval and submit a permit modification
fee. Substantial construction includes, but is not limited to, issuance of construction
contracts, mobilization of equipment on site, and construction activities including
installation of sedimentation and erosion control structures. A Modification to the Permit
to Construct for the facility will be required in accordance with rules in effect at the time of
review of the request and shall be subject to a permit modification fee according to NCGS
130A-295.8. Coble’s has been excavating the 3B footprint, and the 3B area has been
under construction for the landfill expansion since the issuance of the PTC in April 2011.
Coble has completed the 3B area construction and the CQA report is submitted to the SWS
under separate cover.

PERMITTING HISTORY

Permit Type Date Issued Doc ID No.
(DIN)
Original Issue September 30, 1998 5987
Permit Modification 1 (Area Certifications) April 4, 2000 5987
Permit Modification 2 (Area Certifications) August 29, 2000 5987
Permit Modification 3 (1.15 acre Addition) January 24, 2002 5987
Permit to Construct (PTC) for the Phase 2
Ei
May 20, 2003 5987
PTC for the Phases 3A & 3B Expansion

January 30, 2009

4918
________________________________________________________________________ I - General 2 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
Permit to Operate (PTO) for the
Phases 1 and 2, Continued

February 23, 2009 6889
PTC for Phase 3B and PTO for Phases 2 & 3A April 29, 2011 13652
Administratively Modified PTO
Consisting of Address correction page 1;
Elimination of Attachment 3, Condition 21
referring to leachate collection; and
Restoration of Part V conditions relating to
material recovery.
January 20, 2012 15921
PTC for Phase 3B and PTO for Phases 2 & 3A,
Continued a 5-yr Operation.
February 8, 2016 25405

In addition to disposing of C&D waste in an unlined landfill, various waste recovery and
processing activities are carried out at the site. These include temporary storage and
grinding of wood waste, collection of recyclable metal materials, collection rubble
concrete and asphalt shingles for off-site recycling or disposal, and dismantling phased
out mobile home units. Facilities such as a scale house and maintenance building are
also located on the site. According to the annual facility report for FY2019, the C&D
landfill received 19,487.16 tons of solid waste. Of this total 11.25 tons was cardboard,
551.01 tons of metal, 1,121.21 tons of concrete/rubble/asphalt, and 1,541.09 of
wood waste. Total recycled content was 3,224.56 tons and landfilled 16,262.60 tons.

This permit renewal application intends to provide information to allow the Solid Waste
Section to reissue a five-year permit to continue operate and for the Life of Site.

This permit renewal contains only the following Sections that have been revised:
I – General Section Narrative;
II – Engineering Plan Drawings
III - Facility Plan
IV - Operations Plan
V – CQA Plan
VI - Closure and Post-Closure Care Plan and their cost estimates;
VII - Water Quality Monitoring Plan
VIII - Landfill Gas Monitoring Plan
LEGENDINDEX TO DRAWINGSALAMANC
E

C
H
U
RCH
RO
AD
FOSTER STORE ROADSMITH ROADSPANISH OAK HILL ROADKIMESVILLE ROADALAMANCE CHURCH ROADALAMANCE COUNTY LINE ROADCOBLE'S SANDROCK INC.SANKEY ROADMOUNT ZION ROADVERNON LANEBROWN ROADSWANNY COBLE ROADCOBLE'SSANDROCKPROPERTYAUTO BODY SHOPCOBLE'S SANDROCK, INC.ALAMANCE COUNTY, NORTH CAROLINAAPPLICATION FOR PERMIT TO CONSTRUCTPHASE 3 ENGINEERING PLANMARCH 2008REVISED AUGUST 2019RevisionsNO:DATE:DESCRIPTION:1 08/27/19PERMIT RENEWAL RTCINDEX, NOTES AND LEGENDHKLBBDRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associates1604 Ownby LaneRichmond, VA 23220804-355-4520labellapc.comCoble's Sandrock Inc.Alamance County, North Carolina2191087.00PERMIT RENEWAL08/27/2007L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\a_COVER INDEX AND VICINITY MAP.dwg Layout=Layout1NOT FOR CONSTRUCTIONEP-T
570570580590600580580580570610630600610620620630640650640650660600610620630650640610620630640640630650640630620640630640650640650640640640570570610640570580630650640630640650590600FOSTER STORE ROADFOSTER STORE ROAD200' PROPERTYBUFFER (TYP.)50' STREAM BUFFERPRIVATEDWELLINGPRIVATEDWELLINGPRIVATEDWELLINGPRIVATEDWELLING PHASE 1(7.0 AC)PHASE 2B(4.76 AC)PHASE 2A(1.1 AC)WASTE LIMITS500'BUFFERFROMRESIDENCE50'STREAMBUFFER100 YEAR FLOODPLAIN LIMITSPHASE 3A(6.36 AC)PHASE 3B(5.87 AC)SCALE HOUSEABANDONEDRESIDENCE640640650640620610620640660620610 600610SURVEY WITHIN BOUNDARY DATEDMAY 22,2019. SURVEY OUTSIDEBOUNDARY DATED JANUARY 24, 2005569.37P-23P-25MW-10SMW-10DMW-8PZ-19SPZ-19DMW-4MW-2MW-7MW-5P-24MW-11MW-6FACILITY BOUNDARY(154.20 ACRES)50' STREAMBUFFER50' STREAMBUFFERTEMPORARYMETALSTORAGEAREASHINGLESTOCKPILECONCRETECRUSHERCONCRETESTOCKPILEAREATDD
S
S
AR
EA
APPROXIMATE LIMITSOF CLOSURE (12.0 AC.)0(FEET)GRAPHIC SCALE600300150RevisionsNO:DATE:DESCRIPTION:1 08/27/19PERMIT RENEWAL RTCEP-01ENGINEERING PLAN:EXISTING CONDITIONSRHHKDRAWING NAME:6/3/2010 8:47:56 AM
DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associates1604 Ownby LaneRichmond, VA 23220804-355-4520labellapc.comCoble's Sandrock Inc.Alamance County, North Carolina2191087.00PERMIT RENEWAL08/27/2007L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\e_EP-01- EXIST COND.dwg Layout=Layout1
NOT
FOR
CONSTRUCT
ION
C&D PHASE 17.0 ACRES(CURRENTLYPERMITTED) C&D PHASE 2CELL B4.76 ACRES(CURRENTLYPERMITTED)C&DPHASE 2CELL A1.1 ACRES(CURRENTLYPERMITTED) PROPOSED C&D PHASE 3CELL B(5.8 ACRES) PROPOSED C&D PHASE 3CELL A(6.3 ACRES)550555560565570575580585590595600605610550555570575580585590595600640635595615610605600595590585580570575580585590595600605610635200100500(FEET)GRAPHIC SCALERevisionsNO:DATE:DESCRIPTION:1 08/27/19PERMIT RENEWAL RTCBASE GRADING PLANHKLBBDRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associates1604 Ownby LaneRichmond, VA 23220804-355-4520labellapc.comCoble's Sandrock Inc.Alamance County, North Carolina2191087.00PERMIT RENEWAL08/27/2007L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\f_EP-02 BASE GRADING PLAN.dwg Layout=layout DNOT FOR CONSTRUCTIONEP-02
A
A'
200100500
(FEET)
GRAPHIC SCALE
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
FINAL GRADING PLAN
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\j_EP-06 - FINAL GRADING PLAN.dwg Layout=layout DNOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
EP-06
LEGEND
CONSTRUCTION SEQUENCE:
1. OBTAIN PLAN APPROVAL AND APPLICABLE PERMITS.
2. INSTALL SB-1, TEMPORARY DIVERSIONS, SILT FENCE, AND TEMPORARY SEDIMENT TRAPS FOR
PHASE 3A.
3. INSTALL PERMANENT STORMWATER CONVEYANCE CHANNELS FOR PHASE 3A AND GRADE
ACCESS ROADS AND BASE OF LANDFILL. STOCKPILE EXCESS SOIL.
4. STABILIZE THE SITE AS AREAS ARE BROUGHT TO FINAL GRADE. PROVIDE GROUND COVER ON
EXPOSED SLOPES WITHIN 21 CALENDAR DAYS FOLLOWING COMPLETION OF ANY PHASE OF
GRADING AND PERMANENT GROUND COVER FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS
OR 90 CALENDAR DAYS (WHICHEVER PERIOD IS SHORTER) FOLLOWING COMPLETION OF
CONSTRUCTION OR DEVELOPMENT.
5. BEGIN LANDFILLING ACTIVITIES AFTER ALL REQUIRED APPROVALS ARE OBTAINED FROM THE
REGULATORY AUTHORITIES.
6. PRIOR TO THE END OF LANDFILLING ACTIVITIES FOR PHASE 3A, INSTALL TEMPORARY
DIVERSIONS, SILT FENCE, AND TEMPORARY SEDIMENT TRAPS FOR PHASE 3B.
7. INSTALL PERMANENT STORMWATER CONVEYANCE CHANNELS FOR PHASE 3B.
8. GRADE ACCESS ROADS AND BASEE OF LANDFILL. STOCKPILE EXCESS SOIL.
9. STABILIZE THE SITE AS AREAS ARE BROUGHT TO FINAL GRADE. PROVIDE GROUND COVER ON
EXPOSED SLOPES WITHIN 21 CALENDAR DAYS FOLLOWING COMPLETION OF ANY PHASE OF
GRADING AND PERMANENT GROUND COVER FOR ALL DISTURBED AREAS WITHIN 15 WORKING DAYS
OR 90 CALENDAR DAYS (WHICHEVER PERIOD IS SHORTER) FOLLOWING COMPLETION OF
CONSTRUCTION OR DEVELOPMENT.
SEEDING SPECIFICATIONS
FERTILIZER AND LIME
A. APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY LIME AT THE RATE OF 90
LBS/1000 SQ.FT. AND FERTILIZER AT THE RATE OF 20 LBS/1000 SQ.FT.
B. MIX THOROUGHLY INTO UPPER 4 INCHES OF TOPSOIL.
C. LIGHTLY WATER TO AID THE DISSIPATION OF FERTILIZER AND LIME.
SEEDBED PREPARATION
A. PREPARE SEEDBED TO A DEPTH OF 4 TO 6 INCHES.
B. REMOVE LOOSE ROCKS, ROOTS AND OTHER OBSTRUCTIONS SO THAT THEY WILL NOT
INTERFERE WITH THE ESTABLISHMENT AND MAINTENANCE OF VEGETATION.
TEMPORARY SEEDING
A. PROVIDE TEMPORARY SEEDING ON ANY CLEARED, UN-VEGETATED, OR SPARSELY VEGETATED
SOIL SURFACE WHERE VEGETATIVE COVER IS NEEDED FOR LESS THAN ONE YEAR OR WHEN
SEEDING DATES WILL PREVENT THE ESTABLISHMENT OF VEGETATIVE COVER IF PERMANENT
SEEDING IS ATTEMPTED.
B. SEED IN ACCORDANCE WITH THE GUIDLINES BELOW:
TEMPORARY SEEDING RECOMMENDATIONS FOR LATE WINTER & EARLY SPRING
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
RYE (GRAIN)120
ANNUAL LESPEDEZA (KOBE IN
PIEDMONT AND COASTAL PLAIN,
KOREAN IN MOUNTAINS) 50
OMIT ANNUAL LESPEDEZA WHEN DURATION OF TEMPORARY COVER IS NOT TO EXTEND BEYOND
JUNE.
SEEDING DATES
MOUNTAINS - ABOVE 2500 FT: FEB. 15 - MAY 15
BELOW 2500 FT: FEB. 1 - MAY 1
PIEDMONT - JAN. 1 - MAY 1
COASTAL PLAIN - DEC. 1 - APR. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL
LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TEMPORARY SEEDING RECOMMENDATIONS FOR SUMMER
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
GERMAN MILLET 40
IN THE PIEDMONT AND MOUNTAINS, A SMALL-STEMMED SUNDANGRASS MAY BE SUBSTITUTED AT A
RATE OF 50 LB/ACRE.
SEEDING DATES
MOUNTAINS - MAY 15 - AUG. 15
PIEDMONT - MAY 1 - AUG. 15
COASTAL PLAIN - APR. 15 - AUG. 15
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL
LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
TEMPORARY SEEDING RECOMMENDATIONS FOR FALL
SEEDING MIXTURE
SPECIES RATE (LB/ACRE)
RYE (GRAIN)120
SEEDING DATES
MOUNTAINS - AUG. 15 - DEC. 15
COASTAL PLAIN AND PIEDMONT - AUG. 15 - DEC. 30
SOIL AMENDMENTS
FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND AGRICULTURAL
LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR STRAW BY TACKING WITH ASPHALT, NETTING, OR A MULCH
ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A MULCH
ANCHORING TOOL.
MAINTENANCE
REPAIR AND REFERTILIZE DAMAGED AREAS IMMEDIATELY. TOPDRESS WITH 50 LB/ACRE OF
NITROGEN IN MARCH. IF IT IS NECESSARY TO EXTEND TEMPORARY COVER BEYOND JUNE 15,
OVERSEED WITH 50 LB/ACRE KOBE (PIEDMONT AND COASTAL PLAIN) OR KOREAN (MOUNTAINS)
LESPEDEZA IN LATE FEBRUARY OR EARLY MARCH.
MAINTENANCE
NOTE: MAINTENANCE OF EROSION AND SEDIMENT CONTROL FEATURES, AS DESCRIBED BELOW, IS
THE RESPONSIBILITY OF MR. KENT COBLE.
THE SEDIMENT BASINS SHALL BE INSPECTED REGULARLY DURING LAND DISTURBING ACTIVITIES
AND AFTER EACH SIGNIFICANT RAINFALL. SEDIMENT SHALL BE REMOVED, AND THE BASIN
RESTORED TO ITS ORIGINAL DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE-HALF THE
DESIGN DEPTH. THE EMBANKMENTS, SPILLWAYS, AND OUTLETS SHALL BE INSPECTED REGULARLY
FOR SIGNS OF PIPING AND SETTLEMENT. REPAIRS SHALL BE MADE IMMEDIATELY. THE RISER AND
POOL AREA SHALL BE KEPT FREE OF TRASH AND OTHER DEBRIS.
DIVERSION BERMS SHALL BE INSPECTED WEEKLY AND AFTER EACH SIGNIFICANT RAINFALL.
ACCUMULATED SEDIMENT SHALL BE REMOVED IMMEDIATELY FROM THE FLOW AREA, AND
DIVERSION BERMS REPAIRED PROMPTLY.
GRASS-LINED CHANNELS SHALL BE CHECKED AFTER EVERY RAINFALL WHILE GRASS IN THE
CHANNEL IS BEING ESTABLISHED. AFTER GRASS IS ESTABLISHED, THE CHANNEL SHALL BE
REMOVED AS NECESSARY TO MAINTAIN THE DESIGN CAPACITY OF THE CHANNEL. GRASS THAT IS
LINING THE CHANNEL SHALL BE KEPT IN A HEALTHY AND VIGOROUS CONDITION AT ALL TIMES.
SEDIMENT FENCES SHALL BE INSPECTED AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.
REPAIRS SHALL BE MADE IMMEDIATELY. SEDIMENT DEPOSITS SHALL BE REMOVED AS NEEDED TO
PROVIDE ADEQUATE STORAGE VOLUME FOR THE NEXT RAINFALL EVENT, AND TO REDUCE
PRESSURE ON THE FENCE. FENCING MATERIALS AND SEDIMENT DEPOSITS SHALL BE REMOVED,
AND THE AREA BROUGHT TO GRADE FOLLOWING STABILIZATION OF UPGRADIENT DISTURBED
AREAS.
PERMANENT SEEDING
A. SEED IN ACCORDANCE WITH THE FOLLOWING SCHEDULE AND APPLICATION RATES:
Seeding Dates Seeding Mixture Species Rate (lbs./acre)
JAN 1-APRIL 15 TALL FESCUE 80
SERICIA LESPEDEZA 30
RYE (GRAIN)40
APRIL 15-JUNE 15 TALL FESCUE 80
SERICIA LESPEDEZA 30
BERMUDAGRASS 15
GERMAN MILLET 10
B. COMPACT SEED AREAS BY MEANS OF A ROLLER OR OTHER APPROVED EQUIPMENT
IMMEDIATELY AFTER SOWING.
C. MULCH WITH 3-INCH STRAW APPLIED AT THE RATE OF 4,000 LBS/ACRE. ANCHOR STRAW BY
TACKING WITH ASPHALT, NETTING, OR ROVING, OR BY CRIMPING WITH A MULCH-ANCHORING TOOL
OR DISK SET NEARLY STRAIGHT.
D. REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. RESEED,
REFERTILIZE, AND MULCH DAMAGED AREAS IMMEDIATELY.
200100500
(FEET)
GRAPHIC SCALE
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
PHASES 1 THROUGH 3B
E&S PLAN
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\k_EP-07 CAP E&S PLAN.dwg Layout=layout DNOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
EP-07
C&D
PHASE 1
7.0 ACRES
(CURRENTLY
PERMITTED)
C&D
PHASE 2
CELL B
4.76 ACRES
(CURRENTLY
PERMITTED)
C&D
PHASE 2
CELL A
1.1 ACRES
(CURRENTLY
PERMITTED)
PROPOSED C&D
PHASE 3
CELL B
(5.8 ACRES)
PROPOSED C&D
PHASE 3
CELL A
(6.3 ACRES)
LEGEND
200100500
(FEET)
GRAPHIC SCALE
Revisions
NO:DATE:DESCRIPTION:
1 8/27/19 PERMIT RENEWAL RTC
PHASE 3A E&S PLAN
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\l_EP-08 3A E&S PLAN.dwg Layout=layout DNOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
EP-08
EXISTING
LCID
DISPOSAL AREA
C&D
PHASE 1
7.0 ACRES
(CURRENTLY
PERMITTED)
C&D
PHASE 2
CELL B
4.76 ACRES
(CURRENTLY
PERMITTED)
C&D
PHASE 2
CELL A
1.1 ACRES
(CURRENTLY
PERMITTED)
PROPOSED C&D
PHASE 3
CELL B
(5.8 ACRES)
PROPOSED C&D
PHASE 3
CELL A
(6.3 ACRES)
LEGEND
200100500
(FEET)
GRAPHIC SCALE
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
PHASE 3B E&S PLAN
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\m_EP-09 3B E&S PLAN.dwg Layout=layout DNOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
EP-09
A
A'
B
B'
C
C'
D'
D
EXISTING
PHASE 2
CELL B EXISTING
C&D LANDFILL
PROPOSED
PHASE 3A
EXISTING
PHASE 2
CELL A
PROPOSED
PHASE 3B
550
600
650
700
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50 9+00 9+50 10+00
600
650
700
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00 8+50
600
650
700
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00
600
650
700
0+00 0+50 1+00 1+50 2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50 6+00 6+50 7+00 7+50 8+00
550
600
650
700
600
650
700
600
650
700
600
650
700
SECTION THROUGH A-A'
SCALE VERT: 1'=40'
HORIZ: 1'=100'
SECTION THROUGH B-B'
SCALE VERT: 1'=40'
HORIZ: 1'=100'
SECTION THROUGH C-C'
SCALE VERT: 1'=40'
HORIZ: 1'=100'
SECTION THROUGH D-D'
SCALE VERT: 1'=40'
HORIZ: 1'=100'
LEGEND
EXISTING GROUND
PROPOSED SUBGRADE
PROPOSED PHASE 3 CAP
LONG-TERM SEASONAL
HIGH WATER TABLE
SEASONAL HIGH WATER
TABLE (MARCH 6, 2007)
BEDROCK ELEVATION
4002001000
(FEET)
GRAPHIC SCALE
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
CROSS SECTIONS
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\n_EP-10 CROSS SECTIONS.dwg Layout=layout DNOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
EP-10
OUTLET PROTECTION
INLET PROTECTION
STORMWATER CONVEYANCE CHANNEL (SCC)
SLOPE DRAINS
SILT FENCE
TEMPORARY SEDIMENT TRAP
ROCK DAM
BAFFLE
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
DETAILS
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\o_EP-11 E&S DETAILS.dwg Layout=OTHERNOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
EP-11
SEDIMENT BASIN
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
SED BASIN DETAILS
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\p_EP-12 SED BASIN DETAILS.dwg Layout=SED BASINNOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
EP-12
FOSTER STORE ROAD
FOSTER STORE RO
A
D
CLOSED
LCID
DISPOSAL
AREA
PHASE 1
(7.0 AC)PHASE 2B
(4.76 AC)
PHASE 2A
(1.1 AC)
PHASE 3A
(6.36 AC)PHASE 3B
(5.87 AC)
SOIL
STOCKPILE
LCID
DISPOSAL
AREA
0
(FEET)
GRAPHIC SCALE
400200100
Revisions
NO:DATE:DESCRIPTION:
1 08/27/19 PERMIT RENEWAL RTC
MONITORING NETWORK
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Engineering Plan\Plot Sheets\q_MP-01 - MONITORING NETWORK.dwg Layout=Layout1NOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
MP-01
Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
FACILITY PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019
Project no. 2191087
II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina
1
TABLE OF CONTENTS

FACILITY PLAN .................................................................................................................................1
1. Waste Stream ......................................................................................................................2
2. Landfill Capacity ..................................................................................................................3
3. Special Engineering Features ............................................................................................4
4. Partial Closure of the Landfill .............................................................................................5

FIGURES Site Location Map Partial Closure Survey Maps TABLES Table 1 Future Tonnage Projection DRAWINGS

Drawing FP-01 Facility Plan – Site Development
Drawing FP-02 Facility Plan – Proposed Final Contours
Drawing FP-03 Facility Plan – Facility Boundary Plat

APPENDICES
Appendix 1 Franchise Agreement
Appendix 2 Slope Stability

FACILITY PLAN

This facility plan defines the development of the Coble’s Sandrock C&D landfill property and
describes the permit of an existing facility. This plan includes drawings, which present the
long-term, general design concepts related to construction, operation, and closure of the
C&DLF unit(s). Additional solid waste management activities located at the C&DLF facility
are identified in the plan to meet the requirements of the SWMP .0537 Subchapter. The
facility plan defines the waste stream proposed for management at the C&DLF facility,
different types of landfill units or non-disposal activities included in the facility design, and
describe general waste acceptance procedures.

The facility will accept construction and demolition (C&D) debris, and other wastes similar to
those typically found in the accepted waste streams such as roofing shingle waste from the
manufacturer, waste building materials from mobile home manufacturers and wooden
pallets for disposal. No municipal solid waste, hazardous waste, industrial waste, liquid
waste, or waste not characterized as LCID or C&D, shall be accepted for disposal.

II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina
2

The areal limits of the C&DLF unit(s), total capacity of the C&DLF unit(s), and the proposed
waste stream must be consistent with the Division's approval set forth in accordance with
Rule .0536 (a)(1). Revised Facility and Engineering Plans Drawings (FP-01, FP-02 and EP-
04, EP-05) provide the information required in Section .0537(d).

1. Waste Stream

Types of Waste Specified for Disposal: Only construction/demolition debris will be accepted
at the C&D landfill.. Construction and demolition debris defined in NC General Statutes is
waste or debris resulting solely from construction, remodeling, repair, or the demolition of
pavement, buildings, or other structures.

Service Area: The Alamance County Franchise Agreement, provided in Appendix 1, limits the
service area to be served by the Coble’s Sandrock Landfill to customers within 25 miles
from the site. Existing customers outside the 25-mile service limitation are grandfathered
under the Franchise Agreement and Coble's Sandrock may continue to accept wastes from
these customers. Coble's Sandrock may also accept waste from new customers outside the
25-mile service area to replace existing customers outside the service area; however, first
priority in terms of disposal capacity is to be given to waste generated within Alamance
County.

The Counties from which the facility has previously taken waste include Alamance, Cabarrus,
Caswell, Chatham, Davidson, Forsyth, Green, Guilford, Lee, Orange, Randolph, Rockingham,
and Wake. Alamance County recognizes that the Coble Sandrock C&D landfill currently
accepts waste from customers outside the 25-mile radius, and these existing customers are
grandfathered under the Franchise Agreement. New customers outside the 25-mile radius
may be accepted to replace the existing customers in accordance with Section 4 of the
Franchise Agreement.

Segregation Management Procedures: Recyclable material will be segregated from the
waste stream and temporarily stored in containers or stockpiles prior to removal from the
site. Recyclable material may include wood, metals, concrete, plastic, cardboard, and other
materials with appropriate recycling markets. Scrap metal is removed from the site
frequently and taken to a metal recycling facility. Cardboard is stored in a 40-yard container
that is removed from the site by various vendors when full. Coble’s Sandrock deconstructs
mobile trailer homes at the working face of the C&D landfill. Identified C&D waste material
removed from the deconstruction process is placed into the landfill. The franchise
agreement requires monitoring waste and to reject any significant levels of asbestos.

The locations of the mobile trailer home deconstruction area and the recyclables storage
areas follow the location of the working face as it progresses across the landfill.

Equipment: Coble Sandrock proposes to operate the following equipment at the C&D
landfill:
CAT 330 CL
II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina
3
CAT 973 Loader
CAT D8 Dozer
CAT Rubber Tire Loader
TREX off-road Truck
TREX Pan
TREMAC Shear Muncher
Precision Husky Tub Grinder
PowerScreen Screener
Fuel Truck
Link Belt Trackhoe

Equipment may be added or deleted, depending condition to upgrade and on the volume of
waste accepted.

2. Landfill Capacity

Overall Facility Life
The available airspace for waste, operational cover soil and intermediate cover material for
the entire facility is 6,935,903 cy. Assuming that 10% of that volume will be soil, 6,242,313
cy are available for waste material. Utilizing in-place waste density of 1050 lbs/cy, the
remaining tonnage capacity of the landfill is 3,277,214 tons. The in-place waste density
stated above is within the typical range of densities measured for C&D debris.

Based on excerpt from the historical record (Table 1), Coble’s Sandrock landfilled an
average of 34,512 tons per year; cumulative in-place waste volume 2019 is 724,763 tons
or 1,141,689 cy. Using this historical average, the remaining capacity (year 2020)
calculates approximately 48,536 cy or 1 year 3 months of life in the permitted capacity
Phases 1-3A (1,255,963 cy). Subsequently, utilizing Phase 3B added capacity 349,213 cy,
the full date for Phases 1-3B would be 2026 (1,605,176 cy). Permitted capacities are
shown in the below:

Permitted Capacity for each Phase
Phase Acres Gross
Capacity (CY)
Cumulative
(CY)
1 7.0 365,301
2 5.8 320,000
3A 6.3 570,662
3B 5.8 349,213 1,605,176
Permit Status
1,255,963
PTO (9/30/1998)
PTO (5/20/2003)
PTO (4/29/2011)
PTC (1/30/2009)

Table 1. Phase 3A & 3B projections based on historical average tonnage received.
II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina
4
Annual
Report
Tons
Received
Waste in Place
(tons)
Air Space
Consumed
Annual (CY)
Air Space
Consumed
Cumulative
(CY)
Survey
Date
UF
(tn/cy)
Density
(lbs/cy)
Remaining
Capacity
each Phase
(CY)
Remaining
Capcity
Entire
Facility (CY)
2017 13,539.15 677,839.34 30,316 1,052,311 7/25/2017 0.45 893 203,652 5,883,592
2018 12,411.09 690,250.43 23,640 1,075,951 6/21/2018 0.53 1050 180,012 5,859,952
2019 34,512.52 724,762.95 65,738 1,141,689 0.53 1050 114,274 5,794,214
2020 34,512.52 759,275.47 65,738 1,207,427 0.53 1050 48,536 5,728,476
2021 34,512.52 793,787.99 65,738 1,273,166 0.53 1050 332,010 5,662,737
2022 34,512.52 828,300.52 65,738 1,338,904 0.53 1050 266,272 5,596,999
2023 34,512.52 862,813.04 65,738 1,404,642 0.53 1050 200,534 5,531,261
2024 34,512.52 897,325.56 65,738 1,470,380 0.53 1050 134,796 5,465,523
2025 34,512.52 931,838.08 65,738 1,536,118 0.53 1050 69,058 5,399,785
2026 34,512.52 966,350.60 65,738 1,601,856 0.53 1050 3,320 5,334,047 Note:Table is based on annual average tonnage of 34,512.52 landfilled from 1999 thru 2018.
Cumulative volume includes weekly cover soil.
Utilization factor 0.53 is representative for the industry .
Future phases 4-8 approved for development require permits to construct and operate.

Overall Facility Soil Balance
The base grading plan, including access roads, for the entire remaining facility yields a net
1,537,784 cy of cut. Approximately 325,871 cy of soil will be needed for final cap (3 feet
thick) construction. Assuming 10% of the volume will be soil material, 693,590 cy of soil will
be needed for cover soil material. Subtracting the estimated soil requirements from the
calculated available material leaves an excess of 518,323 cy of soil.

Phase 3B
To evaluate the air space requirement for a 5-year phase, assuming an average annual
tonnage of 34,512 tons/year the projected total tonnage for the next 5-year phase is
172,560 tons, and assuming an average annual consumed air space of 65,738 cy/year the
projected annual volume for next 5-year phase is 328,690 cy. Closure cap soil volume for
3B is estimated 28,072 cy. Phase 3B permitted gross capacity is 349,213 cu. Assuming the
waste disposal at the historical average rate for the next five years, the capacity would be
reached some time during 2026 as shown in the Table 1.

3B has been under construction and the work was completed in June 2019. The
Construction report will be submitted to the Section for review and issuance for Permit to
Operate.

3. Special Engineering Features

Containment and Environmental Control Systems

Cap System:

The cap system is described from bottom to top in the following paragraphs.
II - Facility Plan Labella Associates, PC.
C&D LF 5-Year Permit Renewal/LOS August, 2019
Coble Sandrock, North Carolina
5

Infiltration Barrier: The infiltration barrier is proposed to consist of either (1) 18
inches of compacted soil with a permeability no greater than 1x10-5 cm/sec; or (2) a
geosynthetic clay liner. The low-permeability soil barrier, or the GCL, will lie directly above an
intermediate soil cover layer of at least 12 inches in thickness. GCL stability analysis and
specifications are included in Appendix 2 of this Plan.

Erosion Control Components (Protective Layer and Erosion Layer): A protective layer
consisting of at least 12 inches of local soil will be placed on top of the infiltration barrier.
The erosion and protective layers will not be heavily compacted to promote vegetative
growth.

Vegetative Cover: After placement of the protective layer, the area that has been
closed will be seeded with a grass mixture. Mulch and erosion control matting will be used
as needed to further minimize erosion and promote vegetative growth.

Leachate Management Systems:

Leachate collection and management systems are not designed or permitted for this
construction and demolition unlined waste disposal facility.

Base Liner Systems:

The base of the landfill is excavated to designed base grades and remaining native
soil will serve as the base of the landfill, with the condition that the upper two feet of the
base soils consist of the following soil types: SC, SM, ML, CL, MH, or CH (according to
Unified Soil Classification System).

Gas Management System:

Passive gas vents will be installed to a minimum depth of 10-feet in the waste mass
at a frequency of one vent per acre.

4. Partial Closure of the Landfill

The west side of the landfill Phases 1 and 2 Coble closed in 2012-2013 and the CQA
report was submitted to the Section in August 2013. Coble has continued partial closure in
the north end of the landfill during 2014 and 2016. Areas marked on the partial closure
maps as 12 and 13 piggyback on the Phase 1 east side slopes, encompass approximately
3.6 acres. Coble is currently continuing the partial closure in the areas 14 and 15. At
completion of the current closure efforts, the partial closure CQA report includes the areas
12-15. Partial closure surveys are included in the Figures attachment of this Plan. LaBella
will prepare a closure CQA report for the areas 12-15 for submittal to the Section for review.
At that time, the financial assurance for the C&D landfill will be revised in accordance with
rule .01628.
END
SOURCE: U.S.G.S. 7.5 MINUTE TOPOGRAPHIC
QUADRANGLE FOR KIMESVILLE, NORTH CAROLINA,
APPROXIMATE LOCATION
OF PROPERTY LINE
0
(FEET)
GRAPHIC SCALE
400020001000
2211 W. MEADOWVIEW ROAD
GREENSBORO, NC 27407
PHONE: [phone]
1
SITE LOCATION MAP
DRAWING NUMBER:
© 2019 LaBella Associateslabellapc.com
It is a violation of New York Education Law Article 145 Sec.7209, for any person, unless acting under the direction of a licensed architect,
professional engineer, or land surveyor, to alter an item in any way. If an item bearing the seal of an architect, engineer, or land surveyor is
altered; the altering architect, engineer, or land surveyor shall affix to the item their seal and notation "altered by" followed by their signature and
date of such alteration, and a specific description of the alteration.
DRAWING NAME:
PROJECT NAME:
DRAWN BY:
ISSUED FOR:
DATE:PROJECT NO.:
RWH
COBLE'S SANDROCK C&D LANDFILL
KIMESVILLE, NORTH CAROLINA
219108704/29/2019
GROUNDWATER MONITORING REPORT
COBLE SANDROCK C&D LF
Annual
Report Tons Received Waste in Place
(tons)
Air Space
Consumed
Annual (CY)
Air Space
Consumed
Cumulative
(CY)
Survey Date UF
(tn/cy)
Density
(lbs/cy)
Remaining
Capacity each
Phase (CY)
Remaining
Capcity Entire
Facility (CY)
Facility
Cumulative
(CY)
1998
1999 14,111.32 14,111.32
2000 40,488.38 54,599.70
2001 99,225.55 153,825.25
2002 79,035.85 232,861.10
2003 78,328.36 311,189.46
2004 57,962.06 369,151.52
2005 57,855.27 427,006.79
2006 55,849.02 482,855.81
2007 49,981.45 532,837.26
2008 40,428.22 573,265.48 51,905 736,000 5/30/2008 0.78 1558 6,199,903
2009 14,488.29 587,753.77 844,632 6,091,271
2010 12,769.32 600,523.09 18,156 853,861 6/8/2010 0.70 1407 6,082,042
2011 10,104.71 610,627.80
2012 8,428.04 619,055.84
2013 9,352.22 628,408.06
2014 11,046.38 639,454.44 16,558 958,539 6/13/2014 0.67 1334 297,424 5,977,364
2015 9,954.39 649,408.83 15,201 991,714 7/15/2015 0.65 1310 264,249 5,944,189
2016 14,891.36 664,300.19 30,281 1,021,995 6/28/2016 0.49 984 233,968 5,913,908
2017 13,539.15 677,839.34 30,316 1,052,311 7/25/2017 0.45 893 203,652 5,883,592
2018 12,411.09 690,250.43 23,640 1,075,951 6/21/2018 0.53 1050 180,012 5,859,952
2019 34,512.52 724,762.95 65,738 1,141,689 0.53 1050 114,274 5,794,214
2020 34,512.52 759,275.47 65,738 1,207,427 0.53 1050 48,536 5,728,476 Phase 3A
2021 34,512.52 793,787.99 65,738 1,273,166 0.53 1050 332,010 5,662,737 1,255,963
2022 34,512.52 828,300.52 65,738 1,338,904 0.53 1050 266,272 5,596,999
2023 34,512.52 862,813.04 65,738 1,404,642 0.53 1050 200,534 5,531,261
2024 34,512.52 897,325.56 65,738 1,470,380 0.53 1050 134,796 5,465,523
2025 34,512.52 931,838.08 65,738 1,536,118 0.53 1050 69,058 5,399,785
2026 34,512.52 966,350.60 65,738 1,601,856 0.53 1050 3,320 5,334,047 Phase 3B
2027 34,512.52 1,000,863.12 65,738 1,667,594 0.53 1050 980,827 5,268,309 1,605,176
TABLE 1 - FUTURE TONNAGE PROJECTION
LEGEND
INDEX TO DRAWINGS
ALAMANCE CHURCH ROADFOSTER STORE ROADSMIT
H
R
O
A
D
SPANIS
H

O
A
K

H
I
L
L

R
O
A
DKIMES
VI
L
L
E
R
O
A
D
ALAMAN
C
E

C
H
U
R
C
H

R
O
A
D
ALAMANCE COUNTY LINE ROADCOBLE'S SANDROCK INC.
SAN
K
E
Y

R
O
A
D
MOUNT ZI
O
N R
O
AD
VERNON
L
A
N
E
BROW
N

R
O
A
D
SWAN
NY
C
O
BLE
R
O
A
D
COBLE'S
SANDROCK
PROPERTYAUTO BODY SHOPCOBLE'S SANDROCK, INC.
ALAMANCE COUNTY, NORTH CAROLINA
APPLICATION FOR PERMIT TO CONSTRUCT
PHASE 3 FACILITY PLAN
MARCH 2008
REVISED AUGUST 2019
Revisions
NO:DATE:DESCRIPTION:
1 8/27/19 PERMIT RENEWAL RTC
INDEX, NOTES AND LEGEND
RH
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Facility Plan\Plot Sheets\a_COVER INDEX AND VICINITY MAP.dwg Layout=Layout1NOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
FP-T
FOSTER STORE ROAD
FOSTER STORE ROA
D
PHASE 1
(7.0 AC)PHASE 2B
(4.76 AC)
PHASE 2A
(1.1 AC)
PHASE 3A
(6.36 AC)
PHASE 3B
(5.87 AC)PHASE 4
(8.2 AC)
PHASE 6
(8.0 AC)
PHASE 7
(6.9 AC)
PHASE 8
(11.8 AC)
PHASE 5
(7.0 AC)
TEMPORARY
METAL
STORAGE
AREA
SHINGLE
STOCKPILE
CONCRETE
CRUSHER
CONCRETE
STOCKPILE
AREA
CONCRETE
AREA
TDD
S
S
ARE
A
MO
B
I
L
E

H
O
M
E
DIS
M
A
N
T
L
I
N
G
AR
E
A
CLOSED
LCIDLF
AREA 57057
0
580
590
60
0
58
0
580
5805706106306006106206206306406506406
5
0
6
6
0 60061062063065
0
6
4
0610620630
640640630650640630620640630640
65064065064064
0
640 570
570610640570
580630
650640630640650590600650 650640630
620
65064
0
660630
620 610600650
630650640
620
640
630650
6
4
0650
0
(FEET)
GRAPHIC SCALE
400200100
Revisions
NO:DATE:DESCRIPTION:
1 8/27/19 PERMIT RENEWAL RTC
SITE DEVELOPMENT
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Facility Plan\Plot Sheets\b_FP-01 - SITE DEVELOPMENT PLAN.dwg Layout=Layout1NOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
FP-01
Revisions
NO:DATE:DESCRIPTION:
1 8/27/19 PERMIT RENEWAL RTC
PROPOSED FINAL CONTOURS
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Facility Plan\Plot Sheets\c_FP-02 - FINAL CONTOURS.dwg Layout=layout DNOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
FP-02
0
(FEET)
GRAPHIC SCALE
30015075
Revisions
NO:DATE:DESCRIPTION:
1 8/27/19 PERMIT RENEWAL RTC
FACILITY BOUNDARY PLAT
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
L:\Coble Sandrock\dwg\2019 RENEWAL\Facility Plan\Plot Sheets\d_FP-03 - SURVEY PLAT.dwg Layout=Layout1NOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
FP-03
0
(FEET)
GRAPHIC SCALE
400200100
FOSTER STORE ROAD
FOSTER STORE ROA
D
CLOSED
LCID
DISPOSAL
AREA
PHASE 1
(7.0 AC)PHASE 2B
(4.76 AC)
PHASE 2A
(1.1 AC)
PHASE 3A
(6.36 AC)
PHASE 3B
(5.87 AC)PHASE 4
(8.2 AC)
PHASE 6
(8.0 AC)
PHASE 7
(6.9 AC)
PHASE 8
(11.8 AC)
PHASE 5
(7.0 AC)
TEMPORARY
METAL
STORAGE
AREA
SHINGLE
STOCKPILE
CONCRETE
CRUSHER
CONCRETE
AREACONCRETE
AREA
TDD
S
S
ARE
A
MO
B
I
L
E

H
O
M
E
DIS
M
A
N
T
L
I
N
G
AR
E
A
CLOSED
LCIDLF
AREA 57057
0
580
590
60
0
58
0
580
5805706106306006106206206306406506406
5
0
6
6
0 60061062063065
0
6
4
0610620630
64064063065064063062064063064
0
650640650640640
640 570570610640570
580630
6506406306406
5
0 5906000
(FEET)
GRAPHIC SCALE
400200100
Revisions
NO:DATE:DESCRIPTION:
SITE DEVELOPMENT
HK
LBB
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/2007
\\jei-gso-fs1\Land2Projects\Coble Sandrock\dwg\2019 RENEWAL\Facility Plan\Plot Sheets\b_FP-01 - SITE DEVELOPMENT PLAN.dwg Layout=Layout1NOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
FP-01

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Low Normal Load Interface Strength
Sheet: 1 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Low.Nomal.Load.docx
DETERMINATION OF LOW NORMAL LOAD INTERFACE STRENGTH FOR THE FINAL COVER SYSTEM

OBJECTIVE

Calculate the shear strength that will provide an unsaturated veneer slope stability FS ≥ 1.5 with
respect to the geocomposite drainage layer / soil protective cover layer failing along the final
cover 3H:1V sideslopes. The calculation will also consider the presence of moving equipment
placing and spreading protective cover material across the sideslope.

METHODOLOGY
The analytical method used to calculate the veneer slope stability FS is taken from a report
prepared by the Geosynthetic Research Institute (GRI), Drexel University:

1) “Cover Soil Slope Stability Involving Geosynthetic Interfaces”, (GRI REPORT #18), by Te-Yang
Soong and Robert M. Koerner, December 9, 1996 and

GRI Report #18 is used to consider the presence of equipment on top of the protective cover
layer and provides a FS based on the most critical interface shear strength of final cover
components. The spreadsheet calculates a FS by dividing the protective cover material along the
3H:1V sideslope into two blocks:

1) an active wedge of protective cover material along the length of the sideslope; and
2) a passive wedge of protective cover material at the toe of the sideslope.

A freebody diagram is then drawn identifying the forces on each wedge and static equilibrium
equations are resolved in terms of vertical and horizontal components. Expressions are derived that quantify the magnitude of both the passive and active interwedge forces. Subsequently, the
interwedge force equations are set equal to each other and are arranged in the form of a
quadratic equation that can be solved to calculate a FS.

This calculation analyzes the longest length of the 3H:1V final cover sideslope between benches.
Figure 1 illustrates the proposed geometry of the final cover sideslope and the freebody of the
forces acting along the sideslope.

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Low Normal Load Interface Strength
Sheet: 2 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Low.Nomal.Load.docx
Figure 1, Slope Geometry & Free Body Diagram

Slope Dimensions
Maximum Length of Cover Sideslope
(along the length of the geomembrane)
320 feet

Cover Sideslope Orientation 3H:1V or 18.43 degrees

This veneer slope stability FS calculation is prepared proposing the following assumptions:

• The presence of moving equipment (dynamic loading) along the 3H:1V protective cover
sideslope is analyzed within GRI Report #18.
• The shear strength component of adhesion developed between geosynthetic material layers
is ignored.
• Tensile strength of the geosynthetic materials contributing to the veneer slope stability FS is
ignored.
• The protective cover material provides a buttress at the toe of the slope, i.e. the passive soil
wedge.
• For conservatism, the cohesive strength of the proposed protective cover material was
ignored.
• Weights of the geosynthetic components are negligible compared to the weight of protective cover material and therefore are not considered in the calculations.
• All calculations will utilize a 1-foot unit width of sideslope.

PROPOSED FINAL COVER

The proposed Final Cover System is outlined below, from top to bottom:

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Low Normal Load Interface Strength
Sheet: 3 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Low.Nomal.Load.docx

• 18-inch thick Erosion Layer capable of sustaining native plant growth;
• 18-inch thick Low-Permeability Infiltration Layer;
• Geosynthetic Clay Liner (GCL);
• 12-inch thick Intermediate Cover Layer.

PROTECTIVE COVER MATERIAL PARAMETERS

Unit weight: γTotal = 125 pcf;
Cohesion: c = 0 psf; and
Internal angle of friction: φi = 30 degrees

REQUIRED SHEAR STRENGTH PARAMETERS

The calculation spreadsheet presented within GRI Report #18 will be used to determine the shear
strength parameter (contact interface friction angle, δinterface friction) that corresponds to a FS ≥ 1.5
under drained conditions for all geosynthetic interfaces. The input variables of final cover
sideslope length, protective cover, and LGP equipment will be held constant within the
spreadsheet while the contact interface friction angle, δinterface friction, is varied until a FS of ≥ 1.5
is achieved. Cohesion values of 0 psf will be entered.

The calculated δinterface friction that corresponds to the FS ≥ 1.5 represents laboratory data where a
straight line is drawn from the origin through the first data point (i.e. c = 0 psf) that corresponds
to the lowest normal load within the given data set. The lowest normal load models the shear
strength of protective cover material under relatively light normal loads that are anticipated to be
initially encountered in the field during placement of the material. With respect to the protective
cover, normal loads representative of 3.0 foot of protective cover are appropriate. The proposed
critical contact interface will undergo ASTM D-5321-92 Direct Shear Testing and will be required
to meet the minimum calculated contact interface friction angle corresponding to the first normal
load.

The resulting contact interface friction angles will be included with other minimum shear strength parameters specified within the Construction Quality Assurance (CQA) Plan and/or specifications.

VARIABLES DEFINED

WA = Total weight of the active wedge;
WP = Total weight of the passive wedge;
NA = Effective force normal to the failure plane of the active wedge;
NP = Effective force normal to the failure plane of the passive wedge;
γ = Unit weight of the protective cover material;
h = Thickness of the protective cover material;
L = Length of slope measured along the GCL;

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Low Normal Load Interface Strength
Sheet: 4 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Low.Nomal.Load.docx
β = Soil slope angle beneath the GCL;
φ = Internal angle of friction within the protective cover soil; δ = Interface friction angle between the most critical geosynthetic to soil interface;
Ca = Adhesive force between the components lying along the most critical geosynthetic interface
of the active wedge;
ca = The adhesion developed between the components lying along the most critical geosynthetic
interface of the active wedge;
C = Cohesive force along the failure plane of the passive wedge;
c = cohesion of the protective cover soil; EA = Interwedge force acting on the active wedge from the passive wedge;
EP = Interwedge force acting on the passive wedge from the active wedge; and
FS = Factor of safety against protective cover soil sliding down the slope.

CALCULATIONS

It is proposed that a Low Ground Pressure (LGP) bulldozer will be used to place protective cover
material across the sideslope. The pressure exerted upon the top of the geosynthetic layers by
a bulldozer is modeled as illustrated in Figure 2 thus the bulldozer will not operate over the
geosynthetic layers until the 36-inch thick protective cover material layer is placed.

Figure 2, Stress Distribution of the LGP Bulldozer upon the Geosynthetic Layers

The following typical LGP Bulldozer equipment specifications are used within the GRI Report #18.

• 2 tracks
• Track length = 9.4 feet
• Track width = 3.0 feet
• Operating weight = 38,300 lbs

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Low Normal Load Interface Strength
Sheet: 5 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Low.Nomal.Load.docx
• One Track Contact area = 28.2 ft2
• One Track Contact pressure = 19,150 lbs / 28.2 ft2 = 679.1 psf

Subsequently, the forces illustrated in Figure 1 are resolved below to produce a veneer slope
stability FS. The equations presented are taken from pages 13 and 14 of GRI Report #18.

Balancing the forces in the vertical direction, the following formulation results:

The interwedge force acting on the active wedge is:

The passive wedge can be considered in a similar manner:



−=
=


−−=
β
β
β
βγ
sin
h L C
cos WN
2
tan sin
1 h
L h W
a
a a
2 a
ac
βδββsin FS
C tanN cos N Wsin E aAA AA
+−−=
()()
FS sin
sin C tan Ncos NW FS E aAAAAβ
βδβ+−−⋅=
β
β
γ
sin E WN
2sin
h W
ppp
2
p
+=
=
βsin
h cC=

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Low Normal Load Interface Strength
Sheet: 6 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Low.Nomal.Load.docx

Balancing the forces in the horizontal direction produces:

The interwedge force acting on the passive wedge is:

Setting EA = Ep the equation can be arranged in the form of the quadratic equation:

Where the coefficients a, b and c are equal to the following expressions:

The quadratic equation is then used to calculate the FS:

For the ease of calculations the above quadratic equation was input into a spreadsheet format
to produce a FS corresponding to a given set of input parameters. A copy of the spreadsheet
calculations displaying the results is included in Attachment A.

CONCLUSIONS

Utilizing a contact interface shear strength friction angle of 26.6 degrees within GRI Report #18
resulted in a veneer slope stability FS equal to 1.54 while the equipment is static. This is the
FS
tan NC cos E p
p
φβ+=
()φββ
φ
tansinFS cos
tan WC E p
p −
+=
()()02=++cFSbFSa
()
()()()[]
()φβδ
φβββδφββ
ββ
tansin tan
tansincos sin tan tansincos
coscos
2
aA
paAAA
AA
CNc
WCCNNWb
NWa
+=
++++−−=
−=
a
acbbFS2
42−+−=

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Low Normal Load Interface Strength
Sheet: 7 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Low.Nomal.Load.docx
critical interface friction angle for all final cover interfaces. While the equipment is placing the
protective cover, a veneer slope stability FS equal to 1.49 was calculated. Additional
assumptions include:

• The presence of an equipment load along the final cover sideslope, equipment pushes
material from toe towards the crest;

• The shear strength component of adhesion/cohesion between the protective cover
material and nonwoven geotextile cushion does not exist;

• Geosynthetic materials are not in tension; and

• Calculations consider that the 36-inch thick soil protective cover layer is entirely in-
place along the longest length of final cover sideslope approximately 320 feet.

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Low Normal Load Interface Strength
Sheet: 8 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Low.Nomal.Load.docx

Attachment A

Spreadsheet Calculation

FC-Low.Normal.Load.xls 8/23/2019
Calculation of FS
Active Wedge:
Wa=116254.1 lb
Na=110291.5 lb
Passive Wedge:
Wp=1875.4 lb
a=36706.2
b=-63304
c=10612.3
FS=1.536
thickness of protective cover soil = h =3.00 ft
pro. cov. mat. slope angle beneath the geocomposite = b =18.43 °=0.32 (rad.)
finished protective cover material slope angle = w =18.43 °=0.32 (rad.)
length of slope measured along the geocomposite = L =320.0 ft
unit weight of the protective cover soil = g =125.0 lb/ft^3
friction angle of the protective cover soil = f =30.0 °=0.52 (rad.)
cohesion of the protective cover soil = c =0.0 lb/ft^2 C=0 lb
critical interface friction angle = d =26.60 °=0.46 (rad.)
adhesion = ca =0.0 lb/ft^2 Ca=0 lb
thickness of the protective cover soil = h =3.00 ft b/h=1.0
equipment ground pressure (= wt. of equipment/(2wb)) = q =679.1 lb/ft^2 We=qwI=6128.2
length of each equipment track = w =9.4 ft Ne=Wecosb=5813.9
width of each equipment track = b =3.0 ft Fe=We(a/g)=0.0
influence factor* at geocomposite interface = I =0.96
acceleration/deceleration of the bulldozer = a =0.00 g
Note:numbers in boxes are input values
numbers in Italics are calculated values
COBLE SANDROCK C&D LANDFILL
Placement of the 36-inch thick Soil Protection Layer
across the 3:1 (H:V) Final Cover Sideslopes
FS = -b + b2 - 4ac2a
Cover Soil
Thickness
Equipment Track Width
Very Wide Wide Standard
² 300 mm 1.00 0.97 0.94
300-1000 mm 0.97 0.92 0.70
³ 1000 mm 0.95 0.75 0.30
*Influence Factor Default Values

W
β
A
NA
h
EPEA
NP
C
Passive Wedge
WP
N tanφp
GM

We
Ne
Fe
L
Active Wedge
FC-Low.Normal.Load.xls 8/23/2019
Calculation of FS
Active Wedge:
Wa=116254.1 lb
Na=110291.5 lb
Passive Wedge:
Wp=1875.4 lb
a=37810.8
b=-63517
c=10612.3
FS=1.492
thickness of protective cover soil = h =3.00 ft
pro. cov. mat. slope angle beneath the geocomposite = b =18.43 °=0.32 (rad.)
finished protective cover material slope angle = w =18.43 °=0.32 (rad.)
length of slope measured along the geocomposite = L =320.0 ft
unit weight of the protective cover soil = g =125.0 lb/ft^3
friction angle of the protective cover soil = f =30.0 °=0.52 (rad.)
cohesion of the protective cover soil = c =0.0 lb/ft^2 C=0 lb
critical interface friction angle = d =26.60 °=0.46 (rad.)
adhesion = ca =0.0 lb/ft^2 Ca=0 lb
thickness of the protective cover soil = h =3.00 ft b/h=1.0
equipment ground pressure (= wt. of equipment/(2wb)) = q =679.1 lb/ft^2 We=qwI=6128.2
length of each equipment track = w =9.4 ft Ne=Wecosb=5813.9
width of each equipment track = b =3.0 ft Fe=We(a/g)=1164.4
influence factor* at geocomposite interface = I =0.96
acceleration/deceleration of the bulldozer = a =0.19 g
Note:numbers in boxes are input values
numbers in Italics are calculated values
COBLE SANDROCK C&D LANDFILL
Placement of the 36-inch thick Soil Protection Layer
across the 3:1 (H:V) Final Cover Sideslopes with the incorporation of Equipment Loads
FS = -b + b2 - 4ac2a
Cover Soil
Thickness
Equipment Track Width
Very Wide Wide Standard
² 300 mm 1.00 0.97 0.94
300-1000 mm 0.97 0.92 0.70
³ 1000 mm 0.95 0.75 0.30
*Influence Factor Default Values

W
β
A
NA
h
EPEA
NP
C
Passive Wedge
WP
N tanφp
GM

We
Ne
Fe
L
Active Wedge

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Seismic Stability
Sheet: 1 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.seismic.docx
FINAL COVER VENEER SEISMIC SLOPE STABILITY

OBJECTIVE
The objective of this calculation is to perform a seismic slope stability analysis for the final cover
system of the landfill.

METHODOLOGY

A spreadsheet taken from a report prepared by the Geosynthetic Research Institute (GRI), Drexel
University, entitled “Cover Soil Stability Involving Geosynthetic Interfaces”, by Te-Yang Soong and
Robert M. Koerner is utilized to perform the calculation. This method analyzes the situation where a
uniform layer of cover soil lies along a finite length of landfill side slope.

The seismic coefficient used within the stability analysis was obtained from the “Peak Acceleration
(%g) with 2% Probability of Exceedance in 50 Years (site: NEHRP B-C boundary)” published by the
U.S.G.S in 2002 and Figure 9-9 of the “Geotechnical and Stability Analyses for Ohio Waste
Containment Facilities” September 14, 2002, which are included here. As suggested, the factor of
safety for the worst-case slope and most critical interface must be greater than or equal to 1.0.

VARIABLES DEFINED
The shear strength envelope of the most critical interface in the final cover system was defined in the
“Final Cover Veneer Slope Stability” calculation included with this Amendment.

The seismic coefficient, Cs, is defined as follows:

Cs = Seismic Coefficient, or the yield acceleration, Ky, which is expressed as a percentage of g,
(acceleration due to gravity)

The seismic coefficient is multiplied by the weight of the active and passive blocks to produce a
horizontal force resulting from the seismic acceleration. (F = ma)

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Seismic Stability
Sheet: 2 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.seismic.docx

Figure 1, Side Slope Geometry & Free Body Diagram

Slope Dimensions
Maximum Slope Length 600 feet
Slope Orientation 3H:1V or 18.43 degrees

The proposed final cover system along the landfill sideslope is outlined below, from top to bottom:

• 6-inch thick Vegetative Support Layer;
• 18-inch thick Soil Protection Layer;
• Geocomposite Drainage Layer (geotextile heat bonded to both sides of a geonet);
• Geomembrane;
• Geosynthetic Clay Liner (GCL);
• Geocomposite Drainage Layer (geotextile heat bonded to both sides of a geonet);
• 12-inch thick Intermediate Cover Layer.

WA = Total weight of the active wedge;
WP = Total weight of the passive wedge;
NA = Effective force normal to the failure plane of the active wedge;
NP = Effective force normal to the failure plane of the passive wedge;
γ = Unit weight of the cover soil;
h = Thickness of the cover soil; L = Length of slope measured along the geomembrane;
β = Soil slope angle beneath the geomembrane;
φ = Internal angle of friction within the cover soil;
δ = Interface friction angle between the most critical geosynthetic interface; Ca = Adhesive force between the components lying along the most critical geosynthetic interface of
the active wedge;



GEOMEMBRANE
OR OTHER
CRITICAL INTERFACE

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Seismic Stability
Sheet: 3 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.seismic.docx
ca = The adhesion developed between the components lying along the most critical geosynthetic
interface of the active wedge;
C = Cohesive force along the failure plane of the passive wedge; c = cohesion of the cover soil;
EA = Interwedge force acting on the active wedge from the passive wedge;
EP = Interwedge force acting on the passive wedge from the active wedge;
FS = Factor of safety against cover soil sliding down the slope; and
Cs = Seismic coefficient in percent of gravity. The resulting acceleration at the crest of the landfill is
based on the design bedrock acceleration.

Relevant Geosynthetic Strength Data

As determined in the “Final Cover Veneer Slope Stability” calculation, the minimum shear
strength envelope required in the final cover system was determined to be δ = 26.6º with no
adhesion.

Additional Material Properties

Assumed unit weight of the cap protection layer material: γs = 125 pcf

The final cover soils were modeled as one layer with a thickness of 3.0 feet and assigned the
average values for cohesion and friction angle.

Internal angle of friction = 30°

Equations Used

The forces illustrated in Figure 1 are resolved below to produce a FS:

Balancing the forces in the horizontal direction, the following formulation results:


−=
=


−−=
β
β
β
βγ
sin
h L C
cos WN
2
tan sin
1 h
L h W
a
a a
2 a
ac

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Seismic Stability
Sheet: 4 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.seismic.docx

The interwedge force acting on the active wedge is:

The passive wedge can be considered in a similar manner:

Balancing the forces in the horizontal direction produces:

The interwedge force acting on the passive wedge is:

Setting EA = Ep, the equation can be arranged in the form of the following quadratic equation:

Where the coefficients a, b and c are equal to the following expressions:
ββδβsinNWC cos FS
C tanN cosE AASaAA+=++
()()
β
βδβ
cos FS
cos C tan Nsin NWC FS E aAAASA
+−+⋅=
β
β
β
γ
sin
h cC
sin E WN
2sin
h W
ppp
2
p
=
+=
=
FS
tan NC WCcos E p
PSp
φβ+=+
()φββ
φ
tansinFS cos
)FS(WC tan WC E PSp
p −
−+=
()()02=++cFSbFSa

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Seismic Stability
Sheet: 5 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.seismic.docx

The quadratic equation is then used to calculate the FS:

For the ease of calculation the above quadratic equation was input into a spreadsheet format to
produce a FS corresponding to a given set of input parameters. A copy of the spreadsheet calculations
displaying the results is included in Attachment A.

Seismic Analysis

The shear wave acceleration is modeled within the stability analysis by inputting a coefficient,
(Cs) that is some fraction of gravity. The peak acceleration for the site is estimated to be
0.07 g which is taken from the “Peak Acceleration (%g) with 2% Probability of Exceedance in 50
Years (site: USGS)” published by the U.S.G.S in 2014 shown below. Since this analysis is for the
final cover system, the acceleration at the crest of the landfill will be considered.

()
()()()[]
()φββδ
φββδφββ
βββ
tancossinC tanNc
tanWCosccosC tanN tansinins NWCb
cosWCcossinNWCa
aA
p2aAAAS
pSAAS
+=
+++++−=
++=
a
acbbFS2
42−+−=

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Seismic Stability
Sheet: 6 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.seismic.docx

When plotting this value onto Singh and Sun’s 1995 figure below for the relationship between
maximum horizontal seismic acceleration at the base and crest of the landfill, the maximum horizontal
seismic acceleration at the crest of the landfill can be expected to be 0.10 g.

The parameters used in the seismic analysis are stated below:

h = Thickness of cover soil = 3.0 ft

L = Length of slope measured along the geomembrane = 320 ft
γ = Unit weight of the cover soil = 125.0 lb/ft3

δ = Critical interface friction angle = 26.6 degrees

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Seismic Stability
Sheet: 7 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.seismic.docx
ca = Adhesion of cover soil = 0 lb/ft2

D = Thickness of cover soil along the bottom of the slope = 3.0 ft
φ = Friction angle of the cover soil layer = 30 degrees

c = Cohesion of cover soil = 0 lb/ft2

CALCULATIONS

The spreadsheet printout of the seismic stability analysis considering yield acceleration is included in
Attachment A.

RESULTS

The results of the seismic stability analyses to determine the yield acceleration is presented below:

Cs = 0.10 g, FS = 1.15

Therefore, the final cover system should be stable during seismic activity with a factor of safety of 1.00.

REFERENCES

1. Soong, Te-Yang and Koerner, R.M., (1996) “Cover Soil Slope Stability Involving Geosynthetic
Interfaces”, Geosynthetic Research Institute, Drexel University, GRI Report #18

2. Ohio EPA, (September 14, 2002), “Geotechnical and Stability Analyses for Ohio Waste
Containment Facilities”.

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Seismic Stability
Sheet: 8 of 8

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.seismic.docx
ATTACHMENT A

FINAL COVER SYSTEM SEISMIC STABILITY ANALYSIS
COMPUTER SPREADSHEET RESULT

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Static Slope Stability
Sheet: 1 of 3

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.static.docx

FINAL COVER VENEER STATIC SLOPE STABILITY

OBJECTIVE

To demonstrate that a factor of safety (FS) greater than or equal to 1.50 exists, with respect to
the final cover components failing along the proposed final cover sideslopes of the landfill.

REFERENCES

“Design of Lateral Drainage Systems for Landfills” by Gregory N. Richardson and Aigen Zhao,
1999.

“Designing with Geosynthetics” by Robert Koerner, 1994.

METHODOLOGY

The analytical method used to calculate veneer slope stability FS is taken from a report entitled
“Design of Lateral Drainage Systems for Landfills” by Gregory N. Richardson and Aigen Zhao,
1999. The method analyzes the ability of the drainage geocomposite to adequately transmit
infiltrating rain flow, and also considers the stability of the final cover soils considering seepage
forces. Exceeding the drainage capacity of the geocomposite could potentially cause the final
cover soil to become saturated and possibly unstable.

The calculation determines the FS with respect to slope failure. The most critical interface friction
angle will be varied such that the FS is greater than or equal to 1.5.

The proposed 3H:1V final cover slope presented in this analysis for the MSW landfill. The final
cover slope will be have a longest sideslope length of approximately 320 feet, but the slope is
interrupted by diversion berms at an interval as specified in the calculation to achieve the
necessary factor of safety.

An industry accepted design approach for establishing a soil retention design is to use the soil’s
grain size characteristics and compare them to the 95% opening size (O95) of the geotextile. The
term, apparent opening size (AOS) is equivalent to O95.

PROPOSED FINAL COVER SYSTEM

The permitted Final Cover System is outlined below, from top to bottom:

• 18-inch thick Erosion Layer capable of sustaining native plant growth;
• 18-inch thick Low-Permeability Infiltration Layer;
• Geosynthetic Clay Liner (GCL);
• 12-inch thick Intermediate Cover Layer.

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Static Slope Stability
Sheet: 2 of 3

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.static.docx

ADDITIONAL MATERIAL PROPERTIES

Assumed unit weight of final cover soil: γs = 125 pcf

VARIABLES DEFINED

β = Sideslope angle;
δ = Minimum contact interface friction angle of the geosynthetics along the final cover sideslope;
CALCULATIONS

FS against slope failure is calculated by:

FSf = Tan δ / Tan β

Since the assumed FS against slope failure is 1.5, the equation is rearranged to solve for Tan δ
and the resulting δ will be the minimum interface friction angle required within all of the final
cover system components.

Tan δ =(FSf) * Tan (β)

Solving: Tan δ = (1.5) * Tan (18.43) = 0.50

δ = Tan-1 0.50 = 26.6 degrees

Verification Of AOS Specification

As suggested in Designing with Geosynthetics, the AOS of a geotextile to be used in a soil
retention or separation function can be calculated as a function of the grain size of the soil. This
is given by the following equation:

AOS < (2 to 3)*d85
Where d85 = the particle size in mm for which 85% of the total soil is finer.

Assuming an AOS equivalent to a US sieve size of 70 (0.212 mm), the d85 of the cover soil must
be:
d85 > AOS/2
d85 > (0.212 mm /2)
d85 > 0.106 mm

Project: Coble Sandrock C&D Landfill
Project Number: 2191087 Phase 04
Calculated By: DWT Date: 7/16/2019
Revised By: Date:
Checked By: Date:
Subject: Veneer Static Slope Stability
Sheet: 3 of 3

P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\2019 RTC 1\GCL stability\FC-Veneer.static.docx

CONCLUSIONS

During the analysis, a FS against slope failure of 1.5 was assumed, and the value of the minimum
interface friction angle of the components proposed to be placed along the final cover sideslope
was solved for. The minimum interface friction angle required for a FS of 1.5 was determined to
be 26.6 degrees.

The AOS for the geotextile component of the geocomposite will be specified as a maximum of
0.212 mm, which corresponds US Sieve size of 70. Therefore, the d85 of the cover soils must be
greater than 0.106 mm. This AOS and d85 will be listed in Technical Specifications for the
Geocomposite.

Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
OPERATIONS PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
August 2019
Project no. 2191087
III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 1 August 2019
Coble’s Sandrock, North Carolina
TABLE OF CONTENTS

OPERATIONS PLAN ....................................................................................................................................................... 2
1. Waste Acceptance and Disposal ................................................................................................................ 2
2. Wastewater Treatment Sludge ................................................................................................................... 4
3. Waste Exclusions ........................................................................................................................................ 5
4. Cover Material Requirements ..................................................................................................................... 6
5. Spreading and Compacting Requirements ................................................................................................ 7
6. Disease Vector Control ............................................................................................................................... 7
7. Air Criteria and Fire Control ........................................................................................................................ 7
8. Access and Safety Requirements .............................................................................................................. 8
9. Erosion and Sediment Control .................................................................................................................... 9
10. Drainage Control and Water Protection ..................................................................................................... 9
11. Survey for Compliance ................................................................................................................................ 9
12. Operating Record and Recordkeeping ....................................................................................................... 9
13. Land Clearing and Inert Debris Landfill (LCIDLF) .................................................................................... 10
14. Temporary Disaster Debris Staging Site (TDDSS) ................................................................................... 11

APPENDICES
APPENDIX A WASTE INSPECTION FORM
APPENDIX B EPA HAZARDOUS WASTE INSPECTION GUIDE
APPENDIX C FIRE OCCURRENCE REPORT
APPENDIX D LEACHATE RELEASE SAMPLING GUIDE
APPENDIX E SHINGLES RECYCLING
APPENDIX F OPERATOR TRAINING CERTIFICATES
APPENDIX G ALTERNATE DAILY COVER MATERIALS
APPENDIX H DEEDS
DRAWINGS
DRAWING OP-01 – EXISTING CONDITIONS
DRAWING OP-02 – PHASING PLAN YEARS 3 AND 4
DRAWING OP-03 – PHASING PLAN YEARS 4 AND 5

III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 2 August 2019
Coble’s Sandrock, North Carolina

OPERATIONS PLAN

The owner or operator of a C&DLF unit must prepare an operation plan for each phase of
landfill development. Each phase of operation must be defined by an area, which contains
approximately five years of disposal capacity. The Plan drawings must be consistent with
the engineering plan and prepared in a format useable for the landfill operator. No changes
to the Engineering Plan are proposed for this five-year permit renewal and Life of Site
application. This Plan is compiled to address the rule .0542 for a C&D landfill operation.

1. Waste Acceptance and Disposal

Only construction/demolition and land clearing/inert debris is proposed for disposal at the
landfill in their respective permitted areas. Construction and demolition debris is defined in
NC General Statutes as waste or debris resulting solely from construction, remodeling,
repair, or the demolition of pavement, buildings, or other structures. The landfill owner or
operator will notify the Division of Waste Management (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. Random waste inspections are conducted
at the scale house and waste off-loading is observed at the working face. Facility personnel
will examine, to the extent practicable, the loads during weighing, tipping, and while
handling the waste, to identify unauthorized waste. Facility personnel will randomly inspect
and document the inspected loads. Every effort will be made to preclude the inadvertent
acceptance of unauthorized waste through public education, signage, and inspections.

The facility screens the loads that come over the scales. Anything that are not permitted to
take is refused. In the case of mixed loads (a tire or bag of household waste mixed with
construction debris, for example), the customer is to be told that the facility does not accept
that item and that they will need to keep that item(s) on their truck. The facility will notify the
landfill workers of the items to ensure they are not disposed of at the working face.
Non-disposable treatment/process waste such as recyclable material will be segregated
from the waste stream and temporarily stored in containers or stockpiles prior to being
removed from the site. Recyclable material may include wood, yard waste, metals, mobile
home destruction materials, concrete, cardboard, post-consumer asphalt shingles, and
other materials identified as appropriate for recycling.

Land clearing debris and clean wood is stockpiled and ground to mulch periodically.
Engineered wood is separated from clean wood and ground periodically and sold for boiler
fuel. The wood grinding and stockpiling is currently conducted within the Phase 4 landfill
footprint. No grinding or processing wastes are allowed during rainy days.

Yard trash (high nitrogen vegetative wastes such as grass clipping) as defined in Rule 15A
NCAC 13B .0101(55) shall NOT be accepted for landfilling at this landfill facility.
III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 3 August 2019
Coble’s Sandrock, North Carolina
Wood wastes including tree limbs and trunks or clean, non-painted wood wastes including
wooden pallet as defined in NCGS 130A-290(a)(44a) are permitted wastes for temporarily
storage and treatment /processing for mulch.

Engineering wood shall only be ground for boiler fuel. The stockpile of engineering wood
should be separated from other wood waste stockpiles.

Coble’s Sandrock destructs mobile trailer homes at the working face of the C&D landfill.
Identified C&D waste material removed from the destruction process is placed into the
landfill. The mobile home destruction and the recyclable materials storage area is at the
working face of the landfill. Scrap metal is frequently taken to off-site recycling. In the
process of destruction of the mobile homes, the facility operator will adhere to Section 6 in
the County Franchise Agreement regarding asbestos and the Solid Waste Management Rule
.0542 (c)2. Mobile Homes containing friable asbestos shall not be accepted at this C&DLF.
Prior to acceptance of the mobile homes for disposal all unauthorized wastes shall be
properly removed from the mobile home. All mobile homes must be deconstructed within
45 days from acceptance into the deconstruction area. The date of receipt at the landfill
shall be posted on the mobile home or its frame. All material not planned for recycling must
be placed in an approved disposal unit before the end of the day when deconstruction takes
place. Recycleable materials may be stockpiled at the mobile home deconstruction area for
no more than 45 days from the date of deconstruction.

The landfill receives broken concrete, block and brick from demolition projects. Acceptable
waste streams must be clean, unpainted, and non-contaminated concrete blocks, broken
concrete, brick, etc. The material is stockpiled on site and crushed to ruble. Coble owns the
rock and concrete crushing machine and the crushing is based on as needed and the rubble
is sold for aggregate. The concrete stockpiling and crushing is conducted within the Phase 4
landfill footprint.
Cardboard is stored in a 40-yard container that is removed from the site by cardboard
recycling vendor when full.

Various plastics are received with the waste, but due to the variety of the material and
limited quantity the plastics are placed in the working face for landfilling.

The facility is permitted for recycling post-consumer asphalt shingles. The asphalt shingles
stockpiling is within the Phase 4 landfill footprint. The Permit Modification is included in
Appendix E.

The facility engages temporary disaster debris staging and screens wood from soil. The
wood is mixed with the clean land clearing debris, and the material is ground and included
in the mulch. The mulch is sold to general public.

The recyclable and recoverable materials will be segregated from the waste stream and
temporarily stored in containers or stockpiles. The segregation and handling of the
recyclable/recoverable materials is mostly managed by front end and track loaders.
III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 4 August 2019
Coble’s Sandrock, North Carolina

Appendix A includes a Waste Inspection Form, and Appendix B EPA Hazardous Waste
Inspection Guidance. The operator conducts waste screening inspections of the incoming
load if it looks suspicious that non-acceptable waste may be included. The waste screens
are conducted at random frequency, but at minimum four times each month. The screening
process is conducted in the order of the Waste Inspection Form. Unacceptable waste is
turned back to the source and the inspection form is filled to include all pertinent
information.

Recovered material is not subject to regulation as solid waste under Article NCGS 130-
309.05(c). In order for a material that would otherwise be regulated as solid waste to
qualify as a recovered material, the Department may require any person who owns or has
control over the material to demonstrate that the material meets the requirements of this
subsection. In order to protect public health and the environment, the Commission may
adopt rules to implement this subsection. Materials that are accumulated speculatively, as
that term is defined under 40 Code of Federal Regulations § 261.2, shall not qualify as a
recovered material, and shall be subject to regulation as solid waste. In order to qualify as a
recovered material, the material shall be managed as a valuable commodity in a manner
consistent with the desired use or end use, and all of the following conditions shall be met:

(1) Seventy-five percent (75%), by weight or volume, of the recovered material stored at
a facility at the beginning of a calendar year commencing January 1, shall be
removed from the facility through sale, use, or reuse by December 31 of the same
year.
(2) The recovered material or the products or by-products of operations that process
recovered material shall not be discharged, deposited, injected, dumped, spilled,
leaked, or placed into or upon any land or water so that the products or by-products
or any constituent thereof may enter other lands or be emitted into the air or
discharged into any waters including groundwater or otherwise enter the
environment or pose a threat to public health and safety. Facilities that process
recovered material shall be operated in a manner to ensure compliance with this
subdivision.
(3) The recovered material shall not be a hazardous waste or have been recovered from
a hazardous waste.
(4) The recovered material shall not contain significant concentrations of foreign
constituents that render it unserviceable or inadequate for sale, or its intended use
or reuse.

No composting is permitted at this facility.

2. Wastewater Treatment Sludge

Wastewater treatment sludge will not be accepted for disposal. Wastewater treatment
sludge may be accepted, with the approval of the Division, for utilization as a soil conditioner
and incorporated into or applied onto the vegetative growth layer. The wastewater treatment
sludge will neither be applied at greater than agronomic rates nor to a depth greater than six
inches.
III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 5 August 2019
Coble’s Sandrock, North Carolina

3. Waste Exclusions
The following wastes will not be disposed of in the landfill:
(1) Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they
are empty and perforated to ensure that no liquid, hazardous or municipal solid
waste is contained therein,
(2) Garbage as defined in G.S. 130A-290(a)(7),
(3) Hazardous waste as defined in G.S. 130A-290(a)(8), to also include hazardous
waste from conditionally exempt small quantity generators,
(4) Industrial solid waste unless a demonstration has been made and approved by
the Division that the landfill meets the requirements of Rule .0503(2)(d)(ii)(A),
(5) Liquid wastes, including liquid and flowable concrete/cement.
(6) Medical waste as defined in G.S. 130A-290(a)(18),
(7) Municipal solid waste as defined in G.S. 130A-290(a)(18a),
(8) Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761,
(9) Radioactive waste as defined in G.S. 104E-5(14),
(10) Septage as defined in G.S. 130A-290(a)(32),
(11) Sludge as defined in G.S. 130A-290(a)(34),
(12) Special wastes as defined in G.S. 130A-290(a)(40),
(13) White goods as defined in G.S. 130A-290(a)(44), and
(14) Yard trash as defined in G.S. 130A-290(a)(45),
(15) The following wastes cannot be received if separate from C&DLF waste: 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
available to the Division upon request.
III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 6 August 2019
Coble’s Sandrock, North Carolina
(18) The owner or operator will 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.
(B) Requires generators or collectors of C&D waste to recycle that type or form
of C&D waste.
(19) Friable asbestos

4. Cover Material Requirements

Waste must be covered with six inches of earthen material when the waste disposal area
exceeds one-half acre and at least once weekly. Cover must be placed at more frequent
intervals if necessary to control disease vectors, fires, odors, blowing litter, and scavenging.
A notation of the date and time of the cover placement must be recorded in the operating
record.

Temporarily dormant areas that will not receive waste for three months or longer, but where
final termination of disposal operations has not occurred, must be covered and stabilized
with vegetative ground cover or other stabilizing material.

Mulch generated from wood grinding may be used as a soil amendment for cover soil.
Approved Alternative Daily Cover Materials (ADCM) for Use at Sanitary Landfill” dated July
21, 2017, is included in Appendix G, or can be found in the web link:
https://edocs.deq.nc.gov/WasteManagement/0/edoc/723214/ApprovedACM_Rev1_GDE_
20170721.pdf?searchid=f7d5b34c-664b-4338-930a-d1db93f0272f

ACM: Soil/Mulch Mixture (S&M)
APPROVED LANDFILL USE: MSWLF, C&DLF, IndLF
MATERIAL CHARACTERISTICS: Soil/Mulch Mixture is, generally, a mixture of native soils and
wood mulch generated from the grinding of yard trash, land clearing debris and pallets
constructed of unpainted and untreated natural wood. Additionally, shredded tire chips may
be used in addition to, or in lieu of, wood mulch.
USAGE CRITERIA:
1. S&M can be applied, in lieu of soil, to a full depth of six inches.
2. S&M can be mixed at a ratio from 80% soil to 20% mulch up to 50% soil to 50%
mulch by volume.
3. During the use of S&M as an ACM, soil cover to a full depth of six inches shall be
applied once per week.
4. S&M may not be used for intermediate cover.

III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 7 August 2019
Coble’s Sandrock, North Carolina
5. Spreading and Compacting Requirements

The open waste disposal area must be kept as small as is feasible. Compact waste as
densely as practical into cells. Windblown litter is not anticipated to be a significant problem
at the C&D landfill due to the heavy, bulky nature of this waste type. Prompt compaction of
the waste at the working face must be conducted to minimize litter. At the conclusion of
each operating day, all windblown material resulting from the operation must be collected
and properly disposed of at the C&D LF working face. Use wind fence as necessary to
minimize windblown trash.

6. Disease Vector Control

Prevent and control on-site populations of disease vectors using techniques appropriate for
the protection of human health and the environment.

7. Air Criteria and Fire Control

The landfill must not violate any applicable requirements developed under a State
Implementation Plan (SIP) approved or promulgated by the U.S. EPA Administrator pursuant
to Section 110 of the Clean Air Act, as amended.

No open burning of solid waste, except for the approved burning of land clearing debris
generated on-site or debris from emergency clean-up operations. Prior to any planned
burning, submit a request to the Division, a permit must be obtained from the Department of
Air Quality (DAQ), NC Forest Service/Alamance County, and/or local Fire Marshal office. A
notation of the date of approval and the name of the Division personnel who approved the
burning must be included in the operating record.

The facility must implement a fire prevention plan that includes maintaining a minimum of
25 feet wide fire isle between each stockpile of flammable or combustible, recyclable,
recovered material, swales, and berms to allow for firefighting equipment. Maintain
reasonable isle width between each stockpile at all times for accessing heavy equipment for
material handling, transportation and management. If a fire occurs at the waste disposal
area, remove or segregate other waste in the disposal area if possible. Following the
segregation, reevaluate the situation to determine should emergency personnel be notified.

Hot loads are loads that have the potential to catch fire when exposed to air or other materials.
For this reason hot loads are not acceptable at this facility. Vehicles approaching the scale
house are inspected. If a vehicle approaches scale house with a hot load, it will immediately
be refused. If vehicles are found inside the landfill facility with hot loads prior to reaching
landfill working face, it will be refused and turned around. If vehicles with hot loads make it
to the landfill working face, the load would be separated from the working face trash and
immediately covered with dirt.

If necessary, call the Snow Camp and/or E.M. Holt Volunteer Fire Departments to render
assistance and provide support in fighting any fires that occur at this site.

III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 8 August 2019
Coble’s Sandrock, North Carolina
Fire extinguishers must be carried on each piece of landfill equipment on site, and used for
small, localized fires. Equipment operators must be trained in the use of these
extinguishers. Maintain a stockpile of soil near the working face to be used for extinguishing
surface fires that are too large to control with the fire extinguishers on the landfill
equipment. Water in sedimentation ponds and nearby creeks is available for firefighting to
extinguish larger fires.

Fires and explosions that occur at the landfill must be verbally reported to the Division within
24 hours and written notification submitted within 15 days. Written notification must include
the suspected cause of fire or explosion, the response taken to manage the incident, and
the action(s) to be taken to prevent the future occurrence of fire or explosion.

For reporting a fire incidence, please use the standard report form in Appendix C, which can
be downloaded from the following web link,
https://files.nc.gov/ncdeq/WasteManagement/DWM/SW/Forms/FireOccurrenceReport.pdf

Wind-blown litter, dust and odor control measures are typically not problematic at C&D
landfills. Maintain small working face, place the waste and compact promptly to prevent
wind gusts to blow the lighter material. Fugitive dust and odors are best managed by
covering the waste immediately with other waste or with daily cover material.

8. Access and Safety Requirements

Access to the facility is controlled through a single access road. A metal gate prevents
access after operating hours. Traffic moves from the entrance gate to the landfill along
gravel haul road that extends approximately a quarter-mile from the facility entrance. The
entrance is planned to remain at its present location. The haul roads may be rerouted as
needed to access the proposed C&D expansion area.

In accordance with G.S. 130A-309.25, an individual trained in landfill operations must be on
duty at the site while the facility is open for public use and at all times during active waste
management operations to ensure compliance with operational requirements. The access
road to the site and roads to monitoring locations are of all-weather construction and
maintained in good condition. Water access roads periodically, as needed, to minimize dust.
Control measures must be utilized to minimize and eliminate visible dust emissions. Fugitive
dust emissions are prohibited.

A sign providing information on disposal procedures, the hours during which the site is open
for public, the permit number and other pertinent information specified in the permit
conditions is posted at the site entrance. Liquids, hazardous and municipal solid waste are
listed on a sign as excluded wastes.
Provide signs or markers as necessary to promote an orderly traffic pattern to and from the
disposal area and to maintain efficient operating conditions. No removal of solid waste from
the landfill is allowed unless indicated in the operations plan as a recycling procedure.
General public is not allowed to remove material from the working face.

III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 9 August 2019
Coble’s Sandrock, North Carolina
9. Erosion and Sediment Control

Sediment control measures must be followed to prevent sediment from leaving the facility,
and to prevent on-site erosion of the landfill. Vegetative cover must be established on all
competed areas of the landfill.

10. Drainage Control and Water Protection

Divert surface water from the operational area and prevent impounding in waste. Do not
dispose of waste in water. The landfill must not cause a discharge of pollutants into waters
of the United States, including wetlands, that violates any requirements of the Clean Water
Act, including the National Pollutant Discharge Elimination System (NPDES) requirements,
pursuant to Section 402. The landfill must not cause the discharge of a nonpoint source of
pollution to waters of the United States, including wetlands, that violates any requirement of
an area-wide or State-wide water quality management plan that has been approved under
Section 208 or 319 of the Clean Water Act, as amended.

Leachate must be contained on-site or treated prior to discharge. An NPDES permit may be
required prior to the discharge of leachate to surface waters per Rule 13A NCAC 13B.
0542(l).

After any leachate outbreak or seep observed at the landfill, a verbal notice to the SWS
within 24 hours and within 15 days a written notification with the assessment sampling plan
must be submitted to the SWS. The leachate releases assessment/sampling guidance can
be found in the following web link:
https://edocs.deq.nc.gov/WasteManagement/0/edoc/1319075/MSWLeachate_Release_
Sampling_Guide.pdf?searchid=22b91c58-be48-4f48-97ec- ae3766e88565

11. Survey for Compliance
Within 60 days of the permittee's receipt of the Division's written request, the permittee
must conduct a survey of active or closed portions of unit(s) at the facility in order to
determine whether operations are being conducted in accordance with the approved design
and operational plans. The permittee must report the results of such survey, including a map
produced by the survey, to the Division within 90 days of receipt of the Division's request.
The survey must be performed by a registered land surveyor who is authorized under North
Carolina law to conduct such activities.
12. Operating Record and Recordkeeping

The owner and operator must record and retain at the facility, or in an alternative location
near the facility, the following information:
(A) records of random waste inspections, monitoring results, certifications of training, and
training procedures required by Rule .0544 of this Section;
(B) amounts by weight of solid waste received at the facility to include, consistent with G.S.
130A-309.09D, county of generation;
III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 10 August 2019
Coble’s Sandrock, North Carolina
(C) any demonstration, certification, finding, monitoring, testing, or analytical data required
by Rules .0544 through .0545 of this Section;
(D) any closure or post-closure monitoring, testing, or analytical data as required by Rule
.0543 of this Section;
(E) any cost estimates and financial assurance documentation required by Rule .0546 of
this Section;
(G) records of mobile home deconstruction; and,
(F) notation of date and time of placement of cover material; and
(H) all audit records, compliance records and inspection reports.

All information contained in the operating record must be furnished to the Division according
to the permit or upon request, or be made available for inspection by the Division.
The operating record must also include:
(A) A copy of the approved operation plan required by this Rule and the engineering plan
required by Rule .0539 of this Section;
(B) A copy of the current Permit to Construct and Permit to Operate; and
(C) The Water Quality and Landfill Gas Monitoring Plans, in accordance with Rule .0544 of
this Section.

13. Old Land Clearing and Inert Debris Landfill (LCIDLF)
The permit for this work is ALAMA-2002-028. The closed LCID area is 3.7 acres in size and is
located in the Phase 4 footprint. The facility mined in past concrete out of the old LCID
(Phase 4) unit and is crushing it. The dirt that is screened out of the old waste is being used
as cover. There is also an old closed LCID area behind the scale house that is 2.3 ac in size.

The target wastes from the mining activities are concrete and soil. The crushed concrete is
crushed on an as needed basis and is therefore not stockpiled. If stockpiling is required at
some future time it will be adjacent to future phase 4.
The mined area is already native sandrock and does not need to be covered. The area is
graded to run off.
Adequate erosion control measures, structures, or devices shall be utilized to prevent silt
from leaving the site and to prevent excessive on site erosion.
Ground cover sufficient to restrain erosion must be accomplished within 30 working days or
120 calendar days upon completion of any phase of landfill development.
The facility shall be adequately secured by means of gates, chains, berms, fences, etc. to
prevent unauthorized access except when an operator is on duty. An attendant shall be on
III-Operations Plan LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 11 August 2019
Coble’s Sandrock, North Carolina
duty at all times while the landfill is open for public use to assure compliance with
operational requirements and to prevent acceptance of unauthorized wastes.
Access roads shall be of all-weather construction and properly maintained.
Surface water shall be diverted from the working face and shall not be impounded over
waste. Solid waste shall not be disposed of in water.
Open burning of solid waste is prohibited.
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.
Leachate shall be properly managed on site through the use of current best management
practices.

14. Temporary Disaster Debris Staging Site (TDDSS)
This facility has a TDDSS area for emergency debris intake. The permit for this work is
DS01-015. The DDSS area is 3 acres in size and is located as shown on the permit’s
Engineerig Plans. The TDDSS will not receive disaster debris without approval from the SWS
When the site is activated following an emergency event only permitted wastes for the Coble
C&DLF may be accepted in the TDDSS. Through the waste screening processes, all non-
conformance or prohibited wastes shall not be accepted at this unit; any inadvertently
accepted non-conformance or prohibited wastes shall be properly handled, managed, and
disposal off according to the approved Contingency Plan.
Activation must be requested and received from the Regional Environmental Senior
Specialist for the facility. All permitted debris must be removed from the TDDSS within six (6)
months from the activation date.
Storm debris must be placed in rows with a maximum of 12 feet high and 25 feet wide. A
minimum of 15 feet row aisles must be maintained to separate piles. Adequate isle lines
shall be established and maintained for each waste stockpile for firefighting.
END
APPENDICES

APPENDIX A
WASTE INSPECTION FORM

Attach related correspondence to this form
File completed form in Operating Record
COBLE’S C&D LANDFILL
WASTE INSPECTION FORM FORM A

DATE: TIME WEIGHED IN.
TRUCK OWNER: DRIVER NAME:
TRUCK TYPE: VEHICLE ID/TAG:
WEIGHT: TARE:
WASTE SOURCE:

Reason Load Inspected: Random Inspection ______ Staff Initials _____
Detained at Scales ______ Staff Initials _____
Detained by Operating Staff ______ Staff Initials _____
Inspection Location: ____________________________________________________________
Description of Load: ____________________________________________________________
Waste: Accepted [ ] Rejected [ ] Held [ ]
Notified: Supervisor [ ] County EMS [ ] Generator [ ]
Hauler [ ] NCDENR [ ] Federal [ ]
Loader Operator: ____________________________________________________________
Personnel Conducting the Inspection: __________________________________________
Load Accepted (signature) _____________________ Date ___________
Load Not Accepted (signature) _____________________ Date ___________
REASON LOAD NOT ACCEPTED (Complete the following section if load not accepted)_
Description of Suspicious Contents:
Color ________________ Texture ________________ Smell __________________
Drums Present __________ Haz. Waste Markings _____________________________
Estimated CY present in load: _________ Estimated tons present in load:________
Emergency Management Contacted? ______________ ___________________
Hazardous Materials Present: ____________________________________________________
______________________________________________________________________________
Hauler notified (if waste not accepted) Phone: ____________ Time Contacted: _________
Other Observations: ____________________________________________________________
______________________________________________________________________________
Final Disposition Signature: _________________________ Date: _________ Time: _______
Waste Screening Inspector or Landfill Manager
ADDITIONAL COMMENTS: on the back
APPENDIX B
EPA HAZARDOUS WASTE INSPECTION GUIDE

EPA Landfill Criteria Technical Manual, Subpart C, November 1993
APPENDIX C
FIRE OCCURRENCE NOTIFICATION

APPENDIX D
LEACHATE RELEASE SAMPLING GUIDE

Updated April 10, 2019
NC Division of Waste Management – Solid Waste Section Leachate Release Sampling & Analysis Guidelines For MSW Landfills In accordance with General Requirements for MSWLF Facilities in 15A NCAC 13B .1604(b)(2)(L)(iii), a facility shall notify the Solid Waste Section (Section) within 24 hours of any release or discharge outside the liner, collection system or other containment compound. After the initial notification to the Section, the facility shall comply with the following:
1. Submit a Sampling Plan for Section approval prior to sampling. The proposed plan shall be submitted in electronic format sent via email and meet the following requirements:
• Include a map/aerial photo depicting area of impact and proposed sampling locations;
• Provide a description of the proposed sampling methodology; and
• Describe proposed subsurface soil sampling and surface water sampling (if applicable) at specific locations, including background soil and upstream water locations, to evaluate the extent of the potential environmental impacts from the release(s) at the facility;
i. Subsurface soil samples shall be collected between one to two feet below ground surface; ii. Discrete soil samples shall be collected. Composite samples will not be accepted; and
iii. All soil and surface water samples shall be analyzed by a NC certified laboratory for 40 CFR Part 258 Appendix I parameters (VOCs and Total Metals), total phosphorus, sulfate, nitrate, and pH. 2. After Section approval of the sampling plan, the plan shall be implemented within seven (7) days. Within 10 business days after receiving the analytical results from the laboratory, submit documentation regarding the sampling event which shall include the following:
• A summary of the leachate release, actions taken to address the release, and the release assessment;
• A map/aerial photo depicting the sampling locations;
• A table of the surface water analytical results compared to the NCDWR Surface Water Quality Standards & Protective Values (Sept 2017);
• A table of the subsurface soil analytical results compared to the NCDEQ Preliminary Soil Remediation Goals (PSRGs) - Feb 2018. Both the Residential Health Based and the Protection of Groundwater PSRGs must be met;
• The associated laboratory reports from the NC certified laboratory including the chain of custody and QA/QC results;
• The sampling methodology, if different from the proposed plan; and
• Conclusions and recommendations.
APPENDIX E
ASPHALT SHINGLES RECYCLING
PERMIT MODIFICATION

APPENDIX F
OPERATOR TRAINING CERTIFICATES

APPENDIX G
APPROVED ALTERNATE DAILY COVER MATERIALS

1646 Mail Service Center, Raleigh, NC 27699-1676
Telephone: [phone] Internet: http://portal.ncdenr.org/web/wm/sw
An Equal Opportunity/Affirmative Action Employer – Printed on Dual Purpose Paper

North Carolina Department of Environmental Quality
Division of Waste Management
Solid Waste Section

APPROVED ALTERNATIVE DAILY COVER MATERIALS
FOR USE AT SANITARY LANDFILLS

Date of Issue: July 21, 2017
Document Number 723214

NOTICE
This is a guidance document developed to assist landfills in the selection and use of alternative daily cover
materials. It should not be interpreted as a replacement to North Carolina General Statutes or Administrative
Code. DEQ officials may determine that the guidance is not applicable based on site specific conditions. DEQ
reserves the right to change this guidance at any time without public notice.

Guidance Document History
Date Document Number Revision
January 7, 2014 20365 Original Issue
July 21, 2017 723214 Processed Glass Fines, changed
DENR references to DEQ,
update compliance section on
page 3

TABLE OF CONTENTS
Introduction .......................................................................................................................... 1
Regulatory Authority and Interpretation ............................................................................. 1
Implementation .................................................................................................................... 2
Compliance ........................................................................................................................... 3
Approved Alternative Daily Cover Material Detail Sheets
Automotive Shredder Residuals ................................................................................ 4
Combustion Residuals ............................................................................................... 5
Construction & Demolition Debris Fines .................................................................. 6
Petroleum Contaminated Soils ................................................................................. 7
Spray-applied Mortar Coating ................................................................................... 8
Foam Coating ............................................................................................................. 9
Foundry Sand ............................................................................................................ 10
Soil/Mulch Mixture .................................................................................................... 11
Synthetic Tarps ......................................................................................................... 12
Processed Glass Fines……………………………………………………………………………………………13

APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 1
July 21, 2017 – DIN 723214 Rev 1
INTRODUCTION
Session Law 2013-413 was passed during the 2013 session of the North Carolina General Assembly.
The law amended North Carolina General Statute (NCGS) 130A-295.6 and concerned the use of
alternative cover materials (ACM) as daily cover at sanitary landfills. The statute directs that once an
ACM has been approved for use by the North Carolina Department of Environmental Quality (DEQ) at
any sanitary landfill in North Carolina, it may be used at all sanitary landfills within the state.
The Solid Waste Section (Section) of the NC DEQ Division of Waste Management prepared this
guidance document to assist the regulated community in the implementation of the statue. Section
staff developed an inventory of ACM approved for use in North Carolina and summarized the
approved operational conditions and application processes for use of the ACM. This information,
along with instructions on how to add the use of previously approved ACM to a sanitary landfill
operation and permit, is provided.

REGULATORY AUTHORITY AND INTERPRETATION
Industrial waste landfills (IndLF), construction and demolition solid waste landfills (C&DLF), and
municipal solid waste landfills (MSWLF) are all considered sanitary landfills by North Carolina statutes
and rules.
Previously there was no statutory language regarding daily cover, alternative daily cover or
alternative cover materials. However, cover requirements and alternatives based on specific types of
sanitary landfills were addressed in the Solid Waste Management Rules - Title 15A Chapter 13, Sub-
chapter B of the North Carolina Administrative Code (15A NCAC 13B). The following rule references
provide the current requirements which can affect the use of an ACM at a specific type of sanitary
landfill.
Industrial waste landfills are permitted and operated under Sections .0503, .0504, .0505 and .0510 of
the NCAC.
 Part .0505(3)(a) specifically states: Solid waste shall be covered after each day of operation,
with a compacted layer of at least six inches of suitable cover or as specified by the Division.
C&D waste landfills are currently permitted and operated under Sections .0531 through .0547 of the
NCAC.
 Part .0542(f)(1) states: Except as provided in Subparagraph (3) of this Paragraph, the owners
and operators of all C&DLF units must cover the solid waste with six inches of earthen material
when the waste disposal area exceeds one-half acre and at least once weekly. Cover must be
placed at more frequent intervals if necessary to control disease vectors, fires, odors, blowing

APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 2
July 21, 2017 – DIN 723214 Rev 1
litter, and scavenging. A notation of the date and time of the cover placement must be
recorded in the operating record as specified in Paragraph (n) of this Rule.
 Part .0542(f)(3) states: Alternative materials or an alternative thickness of cover may be
approved by the Division if the owner or operator demonstrates that the alternative material
or thickness controls disease vectors, fires, odors, blowing litter, and scavenging without
presenting a threat to human health and the environment. A C&DLF owner or operator may
apply for approval of an alternative cover material. If approval is given by the Division,
approval would extend to all C&DLF units at one specific facility.
MSW landfills are currently permitted and operated under Sections .1601 through .1680 of the NCAC.
 Part .1626(2)(a) states: Except as provided in Sub-Item (b) of this Item, the owners or
operators of all MSWLF units must cover disposed solid waste with six inches of earthen
material at the end of each operating day, or at more frequent intervals if necessary, to
control disease vectors, fires, odors, blowing litter, and scavenging.
 Part .1626(2)(b) states: Alternative materials of an alternative thickness (other than at least
six inches of earthen material) may be approved by the Division if the owner or operator
demonstrates that the alternative material and thickness control disease vectors , fires , odors,
blowing litter, and scavenging without presenting a threat to human health and the
environment, in accordance with 40 CFR Part 258.21. A MSWLF owner or operator may apply
for a generic approval of an alternative cover material, which would extend to all MSWLF
units.

IMPLEMENTATION
The use of an ACM must be documented in the approved operation plan for the facility. If a facility
intends to utilize an ACM that is currently not in their approved operation plan but is included in the
ACM summary, they may do so by following one of the following procedures:
1. The facility may elect to use an approved ACM in the manner prescribed in this document. To
implement the use of the ACM, the facility owner or operator should place a notice in the facility
operating record with the procedure for using the ACM according to the information in this
document and send a copy of the notice and procedure to the Permitting Branch Supervisor of the
Section and the facilities Environmental Senior Specialist (ESS). The ADC must be incorporated into
the facility operation plan and will be listed in the permit at the next permit action.
2. The facility may choose to implement an ACM that has been approved in a manner not
prescribed in this document by performing an abbreviated demonstration period. This will allow the
operator to tailor the ACM to their specific use, staff, and facility operation. The Section will provide
oversight and concurrence to the process. The owner or operator should contact their (ESS) to discuss

APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 3
July 21, 2017 – DIN 723214 Rev 1
the specifications for the testing. At the conclusion of the process, a notice should be placed in the
facility operating record with the procedure for using the ACM and a copy of the notice and
procedure sent to the Permitting Branch Supervisor of the Section. At the next permit action, the
ACM must be incorporated into the facility operation plan and will be listed in the permit.
3. If a facility wishes to use an ACM that has not previously been approved by the Section, the
operator must complete a demonstration process. Contact your ESS for assistance.
COMPLIANCE
Regardless of the method chosen, the Section will ensure compliance with the proper use of the ACM
in accordance with the rules, statutes, site specific conditions, and historical precedent. An operator
who chooses to implement an ACM as described in choice 1 above will be immediately responsible
for compliance and subject to the NCDENR tiered-enforcement process. An operator who chooses
option 2 will be subject to enforcement that considers the demonstration nature of the action, with
the understanding that changes to the process or ACM will be instituted immediately to correct any
issues.
If the ACM used is not sufficient to maintain adequate cover at a facility or if at any time it is
determined by Field Operations Branch staff to not meet the requirements for cover, soil cover may
need to be applied more frequently.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 4
July 21, 2017 – DIN 723214 Rev 1
ACM: Automotive Shredder Residuals (ASR)
APPROVED LANDFILL USE: MSWLF, C&DLF (lined)*
MATERIAL CHARACTERISTICS: Automotive Shredder Residuals are the fines remaining after scrap cars
have passed through a shredder and all recoverable materials have been removed. ASR can consist
of glass, synthetic fibers, rubber, plastics, automobile liquids residue, metal fines and dirt. It is
possible for the ASR to contain substances considered hazardous such as lead, cadmium and PCB.
USAGE CRITERIA:
1. ASR can be applied, in lieu of soil, to a full depth of six inches given calm site (weather)
conditions.
2. If site (weather) conditions are, or are forecast to be, windy the ASR must either be:
a. Mixed with soil at a ratio of 50% soil with 50% ASR prior to application on the working
face, or
b. Placed on the working face to a minimum depth of 3” and then covered with soil a
minimum depth of 3”.
3. During the use of ASR as an ACM, soil cover to a full depth of six inches shall be applied once
per week.
4. ASR shall not be used on any exterior/outside slopes and may not be used for intermediate
cover.
5. The ASR must be sourced from within the approved service area of the landfill facility.

* A CDLF equipped with a liner system may use the ASR as alternate daily cover only. Use of more
than six inches equates to disposal. ASR is not a C&D waste. To dispose of ASP in a lined CDLF,
contact the Permitting Branch of the Solid Waste Section for further clarification.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 5
July 21, 2017 – DIN 723214 Rev 1
ACM: Combustion Residuals (CR)/Ash
APPROVED LANDFILL USE: : MSWLF, C&DLF (lined)*, IndLF (lined)*
MATERIAL CHARACTERISTICS: Combustion Residuals or Ash are, generally, the residuals remaining
from the combustion of coal or the incineration of waste materials. The CR/Ash generally consists of
fine particles such as fly-ash as well as larger particles similar to sand, gravel or stone.
USAGE CRITERIA:
1. CR/Ash can be applied, in lieu of soil, to a full depth of six inches given calm site (weather)
conditions.
2. If site (weather) conditions are, or are forecast to be, windy the CR/Ash must either be:
a. Mixed with soil at a ratio of 50% soil with 50% CR/Ash prior to application on the
working face if it can become airborne or exhibits dust like properties, or
b. Placed on the working face to a minimum depth of 3” and then covered with soil a
minimum depth of 3” if it can become airborne or exhibits dust like properties.
3. During the use of CR/Ash as an ACM, soil cover to a full depth of six inches shall be applied
once per week, unless otherwise approved by the Section*.
4. CR/Ash may not be used for intermediate cover, it can become airborne or exhibits dust like
properties.
5. The CR/Ash must be sourced from within the approved service area of the landfill facility.
Warning: Some materials such, as flue gas desulfurization residue, are destined for recycle and
cannot be contaminated with soil. Site specific handling practices should be discussed with the
Solid Waste Section prior to implementation.

* A CDLF or IndLF equipped with a liner system may use the CR as alternate daily cover only. Use of
more than six inches equates to disposal. CR is not a C&D waste. To dispose of CR in a lined CDLF,
or a non-CCB industrial landfill, contact the Permitting Branch of the Solid Waste Section for
further clarification.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 6
July 21, 2017 – DIN 723214 Rev 1
ACM: Construction and Demolition Debris (C&D) Fines
APPROVED LANDFILL USE: : MSWLF, C&DLF
MATERIAL CHARACTERISTICS: Construction and Demolition Debris Fines are, generally, the residuals
and fine particles remaining in the bottom of dumpsters, roll-off containers, and trucks used in the
transportation or processing of C&D debris.
USAGE CRITERIA:
1. C&D Fines can be applied, in lieu of soil, to a full depth of six inches given calm site (weather)
conditions.
2. If site (weather) conditions are, or are forecast to be, windy the C&D Fines must either be:
a. Mixed with soil at a ratio of 50% soil with 50% C&D Fines prior to application on the
working face, or
b. Placed on the working face to a minimum depth of 3” and then covered with soil a
minimum depth of 3”.
3. During the use of C&D Fines as an ACM, soil cover to a full depth of six inches shall be applied
once per week.
4. C&D Fines shall not be used on any exterior/outside slopes and may not be used for
intermediate cover.
5. The C&D Fines must be sourced from within the approved service area of the landfill facility.
Warning: C&D fines can contain large percentages of drywall dust or gypsum. These materials
may produce significant amounts of hydrogen sulfide, an obnoxious smelling compound. If odor
problems develop, the use of the fines should be suspended immediately and the offending area
covered with soil.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 7
July 21, 2017 – DIN 723214 Rev 1
ACM: Petroleum Contaminated Soils (PCS)
APPROVED LANDFILL USE: : MSWLF, C&DLF (lined)*, IndLF (lined)*
MATERIAL CHATRACTERISTICS: Petroleum Contaminated Soils are, generally, native soils
contaminated with some petroleum liquid. Generally, these soils are be sourced from environmental
cleanup sites, spill sites or sites associated with above ground or underground storage tank (AST or
UST) removal. In the case of ACM usage, petroleum is narrowly defined as the low to medium boiling
point petroleum derived fuels such as gasoline, kerosene, diesel, motor oil, mineral spirits and fuel
oils #11 through #6. All other petroleum derived liquids such as solvents, acids, tars and asphalts are
excluded. In all cases, the concentration of Total Petroleum Hydrocarbons (TPH) in the PCS cannot
exceed 3,000 parts per million (PPM) regardless of type or test method. The material may not contain
chlorinated solvents or other hazardous materials or exhibit the hazardous characteristic of
flammable.
USAGE CRITERIA:
1. PCS can be applied, in lieu of soil, to a full depth of six inches.
2. The PCS must be stockpiled within a disposal area and shall be managed and applied in such a
way that runoff cannot leave the lined landfill area.
3. The PCS shall be managed in such a way to prevent run-off and fugitive emissions (i.e. use of
tarps, berms and/or wetting to prevent blowing).
4. PCS is prohibited from disposal. Therefore, the facility may not accept more PCS than can be
used in a 45 day period. The amount of PCS accepted should not exceed 20% of the
permitted facility average monthly waste stream.
5. PCS shall not be used on any exterior/outside slopes and may not be used for intermediate
cover.
6. The PCS must be sourced from within the approved service area of the landfill facility.
7. PCS can only be used at lined landfill facilities.
8. Records must be maintained in the facility operating record indicating the volume of PCS
accepted and applied at the facility on a daily basis.
* A CDLF or IndLF equipped with a liner system may use the PCS as alternate daily cover only. Use
of more than six inches equates to disposal. PCS is neither a C&D nor an Industrial waste. To
dispose of PCS in a lined CDLF, or a non-CCB industrial landfill, contact the Permitting Branch of
the Solid Waste Section for further clarification.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 8
July 21, 2017 – DIN 723214 Rev 1
ACM: Spray-applied Mortar Coating (SMC)
APPROVED LANDFILL USE: : MSWLF, C&DLF, IndLF
MATERIAL CHARACTERISTIC: SMC is, generally, a commercially sourced non-flammable, non-toxic
product containing proprietary components including mix setting agents, reinforcing materials and
cement. Other components, such as latex paint, may also be added to the mixture. All of the
components are generally mixed on site with water and/or leachate to produce slurry that is then
spray-applied to the working face.
USAGE CRITERIA:
1. SMC can be applied, in lieu of soil, given appropriate site (weather) conditions.
2. SMC must be applied in accordance with the manufacturers’ application guidelines.
3. SMC must be applied in two directions to ensure adequate coverage.
4. During the use of SMC as an ACM, soil cover to a full depth of six inches shall be applied once
per week unless otherwise approved by the Section.
5. The use of non-hazardous latex or water based paint in the mixture is approved provided that
the paint has been collected for recycling.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 9
July 21, 2017 – DIN 723214 Rev 1
ACM: Foam Coating (Foam)
APPROVED LANDFILL USE: MSWLF, C&DLF, IndLF
MATERIAL CHARACTERISTICS: Foam Coating is, generally, a commercially sourced non-flammable,
non-toxic, non-hardening water based product. The proprietary liquid concentrate is delivered to the
site and diluted with water prior to application with proprietary equipment.
USAGE CRITERIA:
1. Foam can be applied, in lieu of soil, given appropriate site (weather) conditions.
2. Foam must be applied in accordance with the manufacturers’ application guidelines.
3. During the use of Foam as an ACM, soil cover to a full depth of six inches shall be applied once
per week.
4. Foam shall not be used on any exterior/outside slopes and may not be used for intermediate
cover.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 10
July 21, 2017 – DIN 723214 Rev 1
ACM: Foundry Sand (Sand)
APPROVED LANDFILL USE: MSWLF, C&DLF (lined)*, IndLF (lined)*
MATERIAL CHARACTERISTICS: Foundry Sand is, generally, a by-product of the smelting and forging
processes for metals fabrication. Metal pieces and particulate may also be found in the sand. Prior
to use, a Toxicity Characteristic Leaching Procedure (TCLP) analysis must be performed to ensure no
hazardous constituents are found in the sand at the source. The TCLP analysis results must be
submitted with the Operation Plan revision.
USAGE CRITERIA:
1. Sand can be applied, in lieu of soil, to a full depth of six inches.
2. The Sand must be stockpiled within a disposal area and shall be managed and applied in such
a way that runoff cannot leave the lined landfill area.
3. The Sand shall be managed in such a way to prevent run-off and fugitive emissions (i.e. use of
tarps, berms and/or wetting to prevent blowing).
4. Sand is prohibited from disposal. Therefore, the facility may not accept more Sand than can
be used in a 45 day period. The amount of Sand accepted should not exceed 20% of the
permitted facility average monthly waste stream.
5. Sand shall not be used on any exterior/outside slopes and may not be used for intermediate
cover.
6. The Sand must be sourced from within the approved service area of the landfill facility.
7. Sand can only be used at lined landfill facilities.
8. Records must be maintained in the facility operating record indicating the volume of Sand
accepted and applied at the facility on a daily basis.

* A CDLF or IndLF equipped with a liner system may use the sand as alternate daily cover only. Use
of more than six inches equates to disposal. Sand is not a C&D waste. To dispose of sand in a lined
CDLF, a lined landfill not previously permitted to accept it or a non-CCB industrial landfill, contact
the Permitting Branch of the Solid Waste Section for further clarification.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 11
July 21, 2017 – DIN 723214 Rev 1
ACM: Soil/Mulch Mixture (S&M)
APPROVED LANDFILL USE: MSWLF, C&DLF, IndLF
MATERIAL CHARACTERISTICS: Soil/Mulch Mixture is, generally, a mixture of native soils and wood
mulch generated from the grinding of yard trash, land clearing debris and pallets constructed of
unpainted and untreated natural wood. Additionally, shredded tire chips may be used in addition to,
or in lieu of, wood mulch.
USAGE CRITERIA:
1. S&M can be applied, in lieu of soil, to a full depth of six inches.
2. S&M can be mixed at a ratio from 80% soil to 20% mulch up to 50% soil to 50% mulch by
volume.
3. During the use of S&M as an ACM, soil cover to a full depth of six inches shall be applied once
per week.
4. S&M may not be used for intermediate cover.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 12
July 21, 2017 – DIN 723214 Rev 1
ACM: Synthetic Tarps (Tarps)
APPROVED LANDFILL USE: MSWLF, C&DLF, IndLF
MATERIAL CHARACTERISTICS: Synthetic Tarps are, generally, a commercially sourced non-flammable,
non-toxic, sheet product constructed of an impermeable synthetic polymer typically reinforced with
fibers. Acceptable sheet products include, but are not limited to, geotextiles, polyethylene
membranes, plastic film, tarps and composite geotextile/plastic membranes. Tarps may be applied
by hand, using landfill equipment and/or an Automatic Tarping Machine (ATM).
USAGE CRITERIA:
1. Tarps can be applied, in lieu of soil, given appropriate site (weather) conditions.
2. Tarps must cover the entire working face. Any waste not covered by tarps must be covered
by soil.
3. Tarps must be secured in place with the use of soils or other ballast system such as tires or
sand bags.
4. During the use of Tarps as an ACM, soil cover to a full depth of six inches shall be applied once
per week.
5. Tarps shall not be used on any exterior/outside slopes and may not be used for intermediate
cover.

ALTERNATIVE DAILY COVER MATERIAL DETAIL SHEET
APPROVED ALTERNATIVE DAILY COVER MATERIALS Page 13
July 21, 2017 – DIN 723214 Rev 1
ACM: Processed Glass Fines (GF)
APPROVED LANDFILL USE: MSWLF, C&DLF*
MATERIAL CHARACTERISTICS: Processed Glass Fines are remnants from glass recycling and are
predominately glass material with some porcelain fines. The material has been processed to remove
deleterious material and to screen for size. The fines must be passing the ½ inch mesh and contain
minimal amounts of contaminants such as bone,food, paper and plastic. No more than 10% by mass
or volume of non-conforming materials is acceptable.
USAGE CRITERIA:
1. GF can be applied, in lieu of soil, to a full depth of six inches.
2. During the use of GF as an ACM, soil cover to a full depth of six inches shall be applied once
per week for a MSWLF and once per month for a CDLF
3. GF shall not be used on any exterior/outside slopes and may not be used for intermediate
cover.
4. GF may be used for road base.
5. Materials stored off the landfill footprint must be containerized and covered to prevent run-
off and leachate formation.
6. GF is prohibited from disposal in a C&DLF but is allowed at a MSWLF and should be tracked
accordingly. To avoid disposal the facility may not accept more GF than can be used in a 45-
day period. The amount of GF accepted should not exceed 20% of the permitted facility
average monthly waste stream.
7. The landfill shall maintain records of the material use including tons received and tons used,
as is required by permit.

* A CDLF may use GF as alternate daily cover or road base. Use of more than six inches equates to
disposal. GF are not a C&D waste.

APPENDIX H
DEEDS

DRAWINGS
LEGEND
INDEX TO DRAWINGS
ALAMANCE CHURCH ROADFOSTER STORE ROADSMIT
H
R
O
A
D
SPANIS
H

O
A
K

H
I
L
L

R
O
A
D
KIME
S
VI
L
L
E
R
O
A
D
ALAMAN
C
E

C
H
U
R
C
H

R
O
A
D
ALAMANCE COUNTY LINE ROADCOBLE'S SANDROCK INC.
SAN
K
E
Y

R
O
A
D
MOUNT ZI
O
N R
O
AD
VERNON
L
A
N
E
BROW
N

R
O
A
D
SWAN
NY
C
O
BL
E
R
O
A
D
COBLE'S
SANDROCK
PROPERTYAUTO BODY SHOPCOBLE'S SANDROCK, INC.
ALAMANCE COUNTY, NORTH CAROLINA
APPLICATION FOR PERMIT TO CONSTRUCT
PHASE 3 OPERATIONS PLAN
AUGUST 2019
Revisions
NO:DATE:DESCRIPTION:
INDEX, NOTES AND LEGEND
RH
HK
DRAWING NAME:6/3/2010 8:47:56 AMDRAWING NUMBER:
DATE:
ISSUED FOR:
DRAWN BY:
REVIEWED BY:
PROJECT NUMBER:
© 2019 LaBella Associates
1604 Ownby Lane
Richmond, VA 23220
804-355-4520
labellapc.com
Coble's Sandrock Inc.
Alamance County, North Carolina
2191087.00
PERMIT RENEWAL
08/27/19
L:\Coble Sandrock\dwg\2019 RENEWAL\Operations Plan\Plot Sheets\a_COVER INDEX AND VICINITY MAP.dwg Layout=Layout1NOT F
O
R
C
O
N
S
T
R
U
C
TI
O
N
OP-T
570570580590600580580580570610630600610620620630640650640650660600610620630650640610620630640640630650640630620640630640650640650640640640570570610640570580630650640630640650590600FOSTER STORE ROADFOSTER STORE ROAD200' PROPERTYBUFFER (TYP.)50' STREAM BUFFERPRIVATEDWELLINGPRIVATEDWELLINGPRIVATEDWELLINGPRIVATEDWELLING PHASE 1(7.0 AC)PHASE 2B(4.76 AC)PHASE 2A(1.1 AC)WASTE LIMITS500'BUFFERFROMRESIDENCE50'STREAMBUFFER100 YEAR FLOODPLAIN LIMITSPHASE 3A(6.36 AC)PHASE 3B(5.87 AC)SCALE HOUSEABANDONEDRESIDENCE640640650640620610620640660620610 600610SURVEY WITHIN BOUNDARY DATEDMAY 22,2019. SURVEY OUTSIDEBOUNDARY DATED JANUARY 24, 2005569.37P-23P-25MW-10SMW-10DMW-8PZ-19SPZ-19DMW-4MW-2MW-7MW-5P-24MW-11MW-6FACILITY BOUNDARY(154.20 ACRES)50' STREAMBUFFER50' STREAMBUFFERTEMPORARYMETALSTORAGEAREASHINGLESTOCKPILECONCRETECRUSHERCONCRETESTOCKPILEAREATDD
S
S
AR
EA
APPROXIMATE LIMITSOF CLOSURE (12.0 AC.)0(FEET)GRAPHIC SCALE600300150RevisionsNO:DATE:DESCRIPTION:1 08/27/19PERMIT RENEWAL RTCOP-01OPERATIONS PLAN:EXISTING CONDITIONSRHHKDRAWING NAME:6/3/2010 8:47:56 AM
DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associates1604 Ownby LaneRichmond, VA 23220804-355-4520labellapc.comCoble's Sandrock Inc.Alamance County, North Carolina2191087.00PERMIT RENEWAL08/27/2007L:\Coble Sandrock\dwg\2019 RENEWAL\Operations Plan\Plot Sheets\OP-01 - EXISTING CONDITIONS JEI2019.dwG Layout=Layout1
NOT
FOR
CONSTRUCT
ION
570580590610650570640570580
590
620
610
EXISTINGPHASE 2CELL BEXISTINGC&D LANDFILLEXISTINGPHASE 2CELL AACTIVEPHASE 3APROPOSEDPHASE 3B570570580590610570640570580
590
EXISTINGPHASE 2CELL BEXISTINGC&D LANDFILLEXISTINGPHASE 2CELL AACTIVEPHASE 3APROPOSEDPHASE 3BFILLING TO BE COMPLETED BY DECEMBER 31, 2019FUTURE FILLING AREADRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:OP-02OPERATIONS PLAN:PHASING PLAN2019 THROUGH 20202191087.00PERMIT RENEWAL8/27/199731-F SOUTHERN PINE BLVD.CHARLOTTE, NC 28273PHONE: [phone]RHHKCoble's Sandrock Inc.Alamance County, North Carolina
EXISTINGPHASE 2CELL BEXISTINGPHASE 2CELL AEXISTINGC&D LANDFILLACTIVEPHASE 3APROPOSEDPHASE 3BEXISTINGPHASE 2CELL BEXISTINGPHASE 2CELL AEXISTINGC&D LANDFILLACTIVEPHASE 3APROPOSEDPHASE 3BFILLING BETWEEN 2020 AND 2023FILLING BETWEEN 2023 AND 2026DRAWING NAME:DRAWING NUMBER:DATE:ISSUED FOR:DRAWN BY:REVIEWED BY:PROJECT NUMBER:© 2019 LaBella Associateslabellapc.comRevisionsNO:DATE:DESCRIPTION:OP-03OPERATIONS PLAN:PHASING PLAN2023 THROUGH 20262191087.00PERMIT RENEWAL08/27/199731-F SOUTHERN PINE BLVD.CHARLOTTE, NC 28273PHONE: [phone]RHHKCoble's Sandrock Inc.Alamance County, North Carolina
Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
CONSTRUCTION QUALITY ASSURANCE PLAN AND
SPECIFICATIONS
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019
Project no. 2191087

IV-Construction Quality Assurance Plan i LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina

TABLE OF CONTENTS

1.0 INTRODUCTION ................................................................................................................................................. 1
1.1 PURPOSE ....................................................................................................................................................... 1
1.2 DEFINITIONS.................................................................................................................................................. 1
1.2.1 Quality Control ....................................................................................................................................... 1
1.2.2 Quality Assurance ................................................................................................................................. 2
1.3 PARTIES ......................................................................................................................................................... 2
1.3.1 OWNER .................................................................................................................................................. 2
1.3.2 ENGINEER ............................................................................................................................................. 2
1.3.3 CQA Consultant ..................................................................................................................................... 3
1.3.4 Soils CQA Laboratory ............................................................................................................................ 3
1.3.5 CONTRACTOR ........................................................................................................................................ 3
1.3.6 Surveyor ................................................................................................................................................. 3
1.4 COMMUNICATIONS AND MEETINGS ............................................................................................................. 4
2.0 EARTH MATERIALS ........................................................................................................................................... 4
2.1 INTRODUCTION ............................................................................................................................................. 4
2.2 SCOPE ............................................................................................................................................................ 4
2.2.1 General .................................................................................................................................................. 4
2.3 EARTH MATERIALS CQA TESTING ................................................................................................................. 5
2.3.1 General .................................................................................................................................................. 5
2.3.2 Construction Quality Evaluation Testing .............................................................................................. 5
2.3.3 Test Pad ................................................................................................................................................. 6
2.4 DOCUMENTATION/CERTIFICATION .............................................................................................................. 6
2.4.1 General .................................................................................................................................................. 6
2.4.2 Construction Monitoring ....................................................................................................................... 7
2.4.3 Certification ........................................................................................................................................... 7
3.0 GEOSYNTHETIC CLAY LINER (GCL) ................................................................................................................. 7
3.1 STORAGE .......................................................................................................................................................... 7
3.2 HANDLING & PLACEMENT ................................................................................................................................... 8
3.3 REPAIRS ........................................................................................................................................................... 8

Table 1 - Soil Testing Methods and Frequencies

SPECIFICATIONS

13315 Geosynthetic Clay Liner
13400 Interface Friction and Soil Strength Testing

IV - Construction Quality Assurance Plan 1 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
1.0 INTRODUCTION

1.1 PURPOSE

This plan addresses the construction quality assurance (CQA) procedures and requirements
to be employed during construction of the project. The plan is intended to supplement, but
not supersede, the Contract Drawings and Specifications; where a conflict arises, the
Contract Documents or approved Contract Drawings and Specifications shall govern.

All parties involved in the project should obtain a copy of this plan from the OWNER or
ENGINEER. They should also obtain copies of any supplemental CQA documents prepared
specifically for the project.

The overall goals of the CQA program are to ensure that proper construction techniques and
procedures are employed, and to verify that the materials used meet the approved Contract
Specifications. Additionally, the program shall identify and define problems that may occur
during construction, allowing corrective activities to be implemented in a timely manner. At
the completion of the work, the program requires the certifying CQA Consultant(s) to prepare
certification reports indicating that the facility has been constructed in accordance with the
approved design standards and Contract Specifications.

1.2 DEFINITIONS

The following definitions are applicable to this plan:

1.2.1 Quality Control

Definition (ASTM D3740): - a planned system of activities, or the use of such a system,
whose purpose is to provide a level of quality that meets the needs of users. The
objective of quality control is to provide quality that is safe, adequate, dependable, and
economical. The overall system involves integrating the quality factors of several related
steps including: the proper specification of what is wanted, production to meet the full
intent of the specification, inspection to determine whether the resulting material,
product, service, etc… is in accordance with the Specifications, and review of usage to
determine necessary revisions of Specifications.

In practice, Quality Control refers to those procedures, criteria, and tests employed and
paid for by the CONTRACTOR(s) to confirm that the work satisfies the CONTRACTOR’s
standards, and is in compliance with the Contract Drawings and Specifications. This
plan does not address Quality Control procedures, criteria, and/or tests employed by the
CONTRACTOR.

IV - Construction Quality Assurance Plan 2 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina

1.2.2 Quality Assurance

Definition (ASTM D3740): - a planned system of activities whose purpose is to provide
assurance that the overall quality control program is in fact being effectively
implemented. The system involves a continuing evaluation of the adequacy and
effectiveness of the overall quality control program with the ability to have corrective
measures initiated where necessary. For a specific material, product, service, etc…, this
involves verifications, audits, and the evaluation of the quality factors that affect the
specification, production, inspection, and use of the product, service, system, or
environment.

In practice, Quality Assurance refers to those procedures, criteria, and tests required and
paid for by the OWNER to confirm that the work performed by the CONTRACTOR(s) is in
compliance with the approved Contract Drawings and Specifications and any additional
requirements of this plan.

1.2.3 Layer

A layer is defined as a compacted stratum composed of several lifts constructed without
joints.

1.2.4 Lift

A lift is defined as a segment of a layer composed of the maximum thickness of soil
permitted to be placed / compacted at one time.

1.3 PARTIES

1.3.1 OWNER

The OWNER is the owner of the solid waste permit, and bears the ultimate responsibility
for the facility; the OWNER may or may not also be the Operator of the facility. The
OWNER shall contract and manage the CONTRACTOR(s), and the CQA consultant(s) and
laboratories. For this project, the Coble’s Sandrock, Inc. is the OWNER.

1.3.2 ENGINEER

The ENGINEER is the official representative of the OWNER, and is responsible for the
preparation of the Contract Drawings, Technical Specifications, and CQA Plan. The

IV - Construction Quality Assurance Plan 3 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
ENGINEER is also responsible for the interpretation of those documents and for the
resolution of technical matters that may arise during construction. For this project, the
ENGINEER is Labella Associates, PC.

1.3.3 CQA Consultant

The CQA Consultant is independent from the CONTRACTOR(s), Manufacturer, and
Installer, that is responsible for observing, testing, and documenting activities related to
the Quality Assurance of the earthwork at the site. The CQA Consultant corresponds with
the ENGINEER throughout the project and shall report deviations from the Work and
items of non-compliance. The CQA Consultant is also responsible for issuing a
certification report, sealed by a registered Professional Engineer, licensed in the State in
which the project work is conducted.

1.3.4 Soils CQA Laboratory

The Soils CQA Laboratory is independent from the CONTRACTOR(s), and Supplier,
responsible for performing the required laboratory testing of the project earthwork
components.

1.3.5 CONTRACTOR

The CONTRACTOR has the primary responsibility for ensuring that the work is performed
in accordance with the Contract Drawings and Specifications developed by the
ENGINEER and approved by the permitting agency. Other responsibilities include the
performance of all construction activities at the site including site facilities,
administration, material purchasing, procurement, supervision, Construction Quality
Control, installation, and subcontracting. The CONTRACTOR is responsible for the
protection of completed work until it is accepted by the OWNER. The CONTRACTOR is
also responsible for informing the OWNER and CQA Consultants of the scheduling and
occurrence of all construction activities.

1.3.6 Surveyor

The Surveyor is responsible for establishing and maintaining lines and grades and
temporary benchmarks throughout all relevant areas of the construction site. The
Surveyor shall issue a complete set of Record Drawings certified by a Professional Land
Surveyor, licensed in the State in which the project work is conducted.

IV - Construction Quality Assurance Plan 4 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
1.4 COMMUNICATIONS AND MEETINGS

Frequent and open communications are a necessary and essential component of this plan
in order to achieve a high degree of coordination, cooperation, and quality in the finished
product, and to minimize or avoid delays. It is one goal of this plan to resolve problems at
the lowest possible level of authority while maintaining thorough documentation, informing
all responsible parties, and obtaining approvals as necessary or appropriate. The
documentation requirements of CQA activities are addressed in various sections of this plan.
A series of meetings shall be held before, during, and after construction to facilitate
planning, progress reports and problem resolution. Minutes are to be kept of all meetings
as directed by the ENGINEER. The meetings shall be as follows unless otherwise directed by
the OWNER:

• Preconstruction Meeting to be held as directed by the ENGINEER and to be attended
by the OWNER or Owner’s Representative, CQA Consultant, CONTRACTOR, significant
subcontractors and suppliers as designated by the ENGINEER.
• Progress Meetings to be held as directed by the ENGINEER and to be attended by the
OWNER or Owner’s Representative, CQA Consultant, CONTRACTOR, and
representatives of parties actively involved in the construction as designated by the
ENGINEER.

• Post-Construction Resolution Meeting to be attended by the OWNER or Owner’s
Representative, CQA Consultant, CONTRACTOR, significant subcontractors and
suppliers as directed by the ENGINEER.

2.0 EARTH MATERIALS

2.1 INTRODUCTION

This section of the plan describes Construction Quality Assurance (CQA) procedures for the
installation of the earth material components of the project.

2.2 SCOPE

2.2.1 General

The work addressed under this section shall facilitate proper construction of all earth
material components of the project. All work shall be constructed to the lines, grades,
and dimensions indicated on the approved Contract Drawings, in accordance with the
Contract Specifications, or as required by the OWNER or OWNER’s Representative.

IV - Construction Quality Assurance Plan 5 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina

2.3 EARTH MATERIALS CQA TESTING

2.3.1 General

Assurance that construction of the earth material components of the project has been
performed in accordance with the approved Contract Drawings and Specifications shall
be accomplished by use of CQA testing and visual observations.

CQA testing shall consist of the following:

• Construction Quality Evaluation; and
• Special Testing.

2.3.2 Construction Quality Evaluation Testing

Construction quality evaluation shall be performed on all components of earthwork
construction at the frequencies shown in Table 1. Criteria to be used for determination
of acceptability of the work shall be as identified in the Contract Specifications and as
detailed in this plan. Construction evaluation testing shall consist of visual observations
of the work, in-place density/moisture content verification, investigations into the
adequacy of layer bonding and clod destruction, elevation and thickness monitoring, and
special testing. Evaluation of the construction work shall include the following:

• Observations and documentation of the water content, clod size and other
physical properties of the soil during processing, placement and compaction;
• Observation and documentation of each compacted lift’s ability to accept and
bond to subsequent lifts;
• Observation and documentation of the thickness of compacted and loosely
placed lifts;
• Observation and documentation of the performance of the compaction and heavy
hauling equipment on the construction surface (sheepsfoot penetration, pumping,
cracking, etc…); and
• Observation and documentation of the effectiveness of the procedures used to
prevent desiccation and/or freezing of completed lifts and layers.

The in-place density test methods shall cause minimal delay to the placement of
subsequent lifts; therefore, the nuclear method is preferred unless construction
sequencing is such that fill placement is not interrupted by drive cylinder testing. An
acceptable test for soils used in structural or “controlled fill” applications (i.e.

IV - Construction Quality Assurance Plan 6 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
embankments, berms, backfill, soil liner, subgrade, etc.) shall be defined as one, which
meets or exceeds the specified minimum density within the specified moisture range.

If there is any question as to the classification of the tested soil, and hence the
appropriateness of a given moisture-density plot, a “one-point” Standard Proctor
compaction test shall be performed for comparison with the available plots. The
optimum moisture content and maximum dry density extrapolated from the one-point
test result must fall on or near the plotted line of optimums for the classification of a soil
to be confirmed. For controlled fill, the reference maximum dry density can be adjusted
to accommodate the one-point data.

Questions concerning the accuracy of any single test shall be addressed by retesting in
that or another representative location. Periodic drive cylinder testing shall be
performed to verify the adequacy of the nuclear gauge testing at the frequencies
designated in Table 1. If a conflict exists between the drive cylinder testing and the
corresponding nuclear density test results, then the drive cylinder results shall control.

It is important to bond lifts together to the greatest extent possible. Bonding of lifts is
enhanced by:

• Ensuring that the surface of the previously compacted lift (or subgrade) is rough
before placing the new lift of soil;
• Adding moisture to the previously compacted lift (or subgrade); and
• Using a fully penetrating footed roller.

Evaluation of lift bonding in soil liner and similar applications shall be done by using test
pits or auger holes to visually observe the lift interfaces. Alternatively, Shelby tubes
pushed through the lift interfaces can be visually inspected for proper lift bonding.

2.3.3 Test Pad

A test pad shall be constructed as outlined in the project specifications to develop and
demonstrate construction methods that shall be used to produce a compacted soil cap
satisfying the requirements of the specifications.

2.4 DOCUMENTATION/CERTIFICATION

2.4.1 General

The CQA Consultant shall document the activities associated with the construction of the
earth material components of the project. Such documentation shall include, as a

IV - Construction Quality Assurance Plan 7 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
minimum, daily reports of construction activities and a summary technical report on the
construction project. Documentation and reporting shall meet all requirements of the
Contract Specifications and this CQA Plan.

2.4.2 Construction Monitoring

Construction of earth material components of the project shall be monitored and
documented by a CQA Consultant. Soils laboratory testing shall be performed and
documented by an independent testing laboratory working under the direction of the
CQA Consultant.

Written daily documents shall include a record of observations, test data sheets,
identification of problems encountered during construction, corrective measures taken,
weather conditions, and personnel and equipment on site.

2.4.3 Certification

The CQA Consultant(s) shall prepare a certification report addressing each major item
identified above for each phase of construction under their areas of responsibility.
Certification reports required by regulatory agencies shall also be prepared and
submitted as required.

Certification shall include assessments of compliance with the Contract Drawings and
Specifications and the results of the physical sampling and testing. At a minimum, the
certification report shall include:

• Copies of all CQA field reports and results of all field testing including drawings
depicting the locations of construction testing when appropriate;
• Results of all laboratory testing;
• Photographs representative of major construction activity; and
• Certification statement assessing compliance with the Contract Drawings and
Specifications, sealed by a professional engineer, licensed in the State in which
the project work is conducted.

3.0 GEOSYNTHETIC CLAY LINER (GCL)

3.1 Storage

Geosynthetic clay liner rolls must always be stored in a location where they shall not be
exposed to moisture.

IV - Construction Quality Assurance Plan 8 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina

3.2 Handling & Placement

On slopes, geosynthetic clay liners should be placed with overlap oriented parallel to the
maximum slope (i.e. down the slope).

Adjoining panels of geosynthetic clay liners should be overlapped a minimum of six inches
(6”).

Geosynthetic clay liners should never be installed in standing water or during rain.

Geosynthetic clay liners should always be installed with appropriate side up.

Rolls should be pulled tight to smooth out any creases or folding.

Precautions should be taken to avoid damage to any underlying geosynthetic materials
while placing the geosynthetic clay liners.

Cover geosynthetic clay liners with geomembrane or other cover materials after placement
to avoid damage from precipitation.

3.3 Repairs

Repairs to cuts or tears in installed material should extend a minimum of six inches (6”)
beyond the area in need of repair. Repair pieces should be held in place until cover material
has been placed.

IV - Construction Quality Assurance Plan 9 LaBella Associates, PC
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina

TABLE 1 - SOIL TESTING METHODS AND FREQUENCIES

Test Method Fill Test Pad Soil
Liner/Cap
Pre-
Construction Construction Pre-
Construction Construction Construction
Particle Size Analysis of Soils
ASTM D422 One/Material One/Material(1) One/Material NA NA
Unified Soil Classification
System ASTM D2487 One/Material One/Material(1) One/Material NA NA
Moisture Content of Soil Lab
Method ASTM D2216 One/Material One/Material(1) One/Material NA NA
Atterberg Limits ASTM D4318 One/Material One/Material(1) One/Material NA NA
Specific Gravity ASTM D854 One/Material One/Material(1) One/Material NA NA
Standard Proctor ASTM D698 One/Material One/Material(1) One/Material NA NA
In-place Density by Sand
Cone ASTM D1556 or Drive
Cylinder ASTM D2937
NA 1/Acre NA 1/Lift 1/Lift/Acre
In-place Density and Water
Content by Nuclear Method
ASTM D6398
NA 5/Acre NA 5/Lift 5/Lift/Acre
Soil Moisture By Direct
Heating ASTM D4959 NA 1/Acre NA 1/Lift 1/Lift/Acre
Undisturbed Hydraulic
Conductivity ASTM D5084 NA NA NA 1/Lift 1/Lift/Acre
Laboratory Compacted
Hydraulic Conductivity ASTM
D5084
NA NA One/Material NA One/Material

NA – Not Applicable
(1) required only if material changes

END OF CONSTRUCTION QUALITY ASSURANCE PLAN

SPECIFICATIONS

Coble Sandrock C&D Landfill 13315-1 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS
SECTION 13315

GEOSYNTHETIC CLAY LINER (GCL)

PART 1 GENERAL

1.01 SCOPE

A. This specification covers the technical requirements for the furnishing and installation of the
geosynthetic clay liner described herein. All materials used shall meet the requirements of
this specification, and all work shall be performed in accordance with the procedures
provided herein and the contract drawings.

1.02 DEFINITIONS

A. Geosynthetic Clay Liner (GCL): A manufactured hydraulic barrier consisting of clay bonded to
a layer or layers of geosynthetics. The GCL may be reinforced or unreinforced as required by
site conditions. Slopes steeper than 10H:1V typically require reinforced GCLs.

B. Geomembrane: An essentially impermeable geosynthetic composed of one or more
geosynthetic sheets.

C. Geotextile: Any permeable textile used with foundation, soil, rock, earth, or any other
geotechnical engineering-related material as an integral part of a human-made project,
structure or system.

D. Minimum Average Roll Value: The minimum average value of a particular physical property of
a material, for 95 percent of all of the material in the lot.

E. Overlap: Where two adjacent GCL panels contact, the distance measuring perpendicular from
the overlying edge of one panel to the underlying edge of the other.

1.03 REFERENCES

A. American Society for Testing and Materials (ASTM)
1. D5890-95 Standard Test Method for Swell Index of Clay Mineral Component of
Geosynthetic Clay Liners
2. D5891-95 Standard Test Method for Fluid Loss of Clay Component of Geosynthetic Clay
Liners
3. D5993-99 Standard Test Method for Measuring Mass Per Unit of Geosynthetic Clay
Liners
4. D5084-90 (1997) Standard Test method for Measurement of Hydraulic Conductivity of
Saturated Porous Materials Using a Flexible Wall Permeameter

Coble Sandrock C&D Landfill 13315-2 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS
1.04 SUBMITTALS

A. Furnish with the bid the following information:

1. Conceptual description of the proposed plan for placement of the GCL panels over the
area of installation.

2. GCL manufacturer’s MQC Plan for documenting compliance to Sections 2.1 and 2.2 of
these specifications.

B. Furnish at the ENGINEER’s or OWNER’s request the following information:

1. A representative sample of the GCLs.

2. A project reference list for the GCL(s) consisting of the principal details of at least 10
projects totaling at least 10 million square feet in size.

C. Upon shipment, the CONTRACTOR shall furnish the GCL manufacturer’s Quality
Assurance/Quality Control (QA/QC) certifications to verify that the materials supplied for the
project are in accordance with the requirements of this specification.

D. The installation CONTRACTOR shall observe the subgrade preparation procedures, inspect
the entire subgrade and certify in writing that the subgrade on which the GCL is to be
installed is acceptable before commencing GCL placement. This inspection shall be
performed in the presence of the CQA Agency. The CONTRACTOR shall repair any defects
noted in the subgrade prior to the installation of the GCL.

1.05 QUALIFICATIONS

A. GCL Manufacturer shall have produced at least 10 million ft2 (1 million m2) of GCL, with at
least 8 million square feet (800,000 m2) installed.

B. The GCL Installer shall either have installed at least 1 million ft2 (100,000 m2) of GCL, or
must provide to the ENGINEER satisfactory evidence, through similar experience in the
installation of other types of geosynthetics, that the GCL will be installed in a competent,
professional manner.

1.06 CONSTRUCTION QUALITY ASSURANCE (CQA)

A. CQA shall be provided in accordance with the GCL CQA Manual provided by the ENGINEER.

Coble Sandrock C&D Landfill 13315-3 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS
PART 2 PRODUCTS

2.01 GEOSYNTHETIC CLAY LINER

A. The GCLs shall consist of a layer of natural sodium bentonite clay encapsulated between two
geotextiles and shall comply with all of the criteria listed in this Section. Prior to using an
alternate GCL, furnish independent test results demonstrating that the proposed alternate
material meets all requirements of this specification. The CONTRACTOR also must obtain
prior approval of the alternative GCL in writing by the ENGINEER.

B. Used reinforced GCL (A) on 3H:1V slopes as designated by the ENGINEER. GCL (B) may be
unreinforced and used on flat areas of the site not exceeding 10H:1V in steepness, or as
approved by the ENGINEER.

2.02 MATERIALS

A. Acceptable GCL (A) products are Bentomat DN, as manufactured by CETCO, 1350 West
Shure Drive, Arlington Heights, Illinois 60004 USA (847-392-5800); Bentofix NW as
manufactured by Fluid Systems, Inc., 1245 Corporate Blvd., Aurora, Illinois 60504 USA (864)
467-1495 or an ENGINEER-approved equal.

B. Acceptable GCL (B) products are BentomatST, and Bentomat 200R as manufactured by
CETCO, 1350 West Shure Drive, Arlington Heights, Illinois 60004 USA (847-392-5800);
Bentofix NS, as manufactured by Fluid Systems, Inc., 1245 Corporate Blvd., Aurora, Illinois
60504 USA [phone] or an ENGINEER-approved equal.

C. The GCL(s) and their components shall have the properties shown in CETCO’s current
Technical Data Sheets TR404bm.

D. The minimum acceptable dimensions of full-size GCL panels shall be 125 feet in length and
15 feet in width.

E. A 6-inch (150 mm) overlap guideline shall be imprinted on both edges of the upper geotextile
component of the GCL as a means for providing quality assurance of the overlap dimension.
Lines shall be printed in easily visible, permanent ink.

2.03 PRODUCT QUALITY DOCUMENTATION

The GCL manufacturer shall provide the CONTRACTOR or other designated party with
manufacturing QA/QC certifications for each shipment of GCL. The certifications shall be
signed by a responsible party employed by the GCL manufacturer and shall include:

A. Manufacturer’s certification for the bentonite clay used in GCL production demonstrating
compliance with the parameters swell index, fluid loss and bentonite mass/area shown in
manufacturer's current Technical Data Sheets TR404st and/or TR404dn.

Coble Sandrock C&D Landfill 13315-4 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS
Property Test Standard Unit Value
Swell index

ASTM D5890

minimum

m1/2g

24
Fluid loss ASTM D5891 minimum ml 18
Bentonite mass/
Area

ASTM D5993

minimum

lb/ft2

0.75
Hydraulic
Conductivity ASTM D5887 maximum cm/s 5 x 10-9
Moisture Content ASTM D5993 maximum % 35
Peel Bond Strength ASTM D6496 minimum lbs/in 3.5

B. GCL lot and roll numbers supplied for the project (with corresponding shipping information).

2.04 LABELING

A. Prior to shipment, the GCL manufacturer shall label each roll, identifying:

1. Product identification information (manufacturer’s name and address, brand name,
product code).
2. Lot number and roll number.
3. Roll length, width and weight.

2.05 PACKAGING

A. The GCL shall be wound around a rigid core whose diameter is sufficient to facilitate
handling. The core is not necessarily intended to support the roll for lifting but should be
sufficiently strong to prevent collapse during transit.

B. All rolls shall be labeled and bagged in packaging that is resistant to photodegradation by
ultraviolet (UV) light.

2.06 ACCESSORY BENTONITE

A. The granular bentonite or bentonite sealing compound used for seaming, penetration sealing
and repairs shall be made from the same natural sodium bentonite as used in the GCL and
shall be as recommended by the GCL manufacturer.

2.07 ACCEPTANCE AND CONFORMANCE TESTING

A. For every 100,000 square feet of GCL to be placed, the following conformance testing shall
be performed in addition to supplying the manufacturers certifications

Coble Sandrock C&D Landfill 13315-5 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS

1. Mass per unit Area, ASTM D5993-99
2. Peel Bond Strength, ASTM D6496

B. Prior to every construction event, the following conformance testing shall be performed:

1. Internal Shear, ASTM D6243
2. Interface Friction, ASTM D6243

In addition to the requirements of Specification Section 13400, the internal/interface shear
strengths testing shall be performed at a normal stress of 250 psf. The rate of shear
displacement may not exceed 0.10 mm/min and the material must be hydrated under a
normal load of 150 psf until equilibrium is achieved.

PART 3 EXECUTION

3.01 SHIPPING AND HANDLING

A. The manufacturer assumes responsibility for initial loading the GCL. Unloading, on-site
handling and storage of the GCL are the responsibility of the CONTRACTOR, Installer or other
designated party.

B. Visually inspect each roll during unloading to identify any packaging that has been damaged.
Mark rolls with damaged packaging and set aside for further inspection. Repair packaging
prior to placing in storage.

C. The party responsible for unloading the GCL shall contact the Manufacturer prior to shipment
to ascertain the appropriateness of the proposed unloading methods and equipment.

3.02 STORAGE

A. Storage of the GCL rolls shall be the responsibility of the Installer. Select a dedicated storage
area at the job site that is away from high traffic areas and is level, dry and well-drained.

B. Store rolls in a manner that prevents sliding or rolling from the stacks and may be
accomplished by the use of chock blocks or by use of the dunnage shipped between rolls.
Stack rolls at a height no higher than that at which the lifting apparatus can be safely
handled (typically no higher than four).

C. Cover all stored GCL materials and the accessory bentonite with a plastic sheet or tarpaulin
until their installation.

D. Preserve the integrity and legibility of the labels during storage.

Coble Sandrock C&D Landfill 13315-6 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS
3.03 EARTHWORK

A. Prepare and compact any earthen surface upon which the GCL is installed shall be in
accordance with the project specifications and drawings. Prepare surface to be smooth, firm,
unyielding, and free of:

1. Vegetation.
2. Construction Debris.
3. Sticks.
4. Sharp rocks.
5. Void spaces.
6. Ice.
7. Abrupt elevation changes.
8. Standing water.
9. Cracks larger than one-quarter inch (6 mm) in width.
10. Any other foreign matter that could contact the GCL.

B. Subgrade surfaces consisting of granular soils or gravel may not be acceptable due to their
large void fraction and puncture potential. Subgrade soils shall possess a particle size
distribution such that at least 80 percent of the soil is finer than a #60 sieve (0.2 mm), or as
approved in writing by the ENGINEER.

C. Immediately prior to GCL deployment, prepare the subgrade to fill in all voids or cracks and
then smooth-roll to provide the best practicable surface for the GCL. At completion of this
activity, no wheel ruts, footprints or other irregularities shall exist in the subgrade. Remove,
crush, or push all protrusions extending more than one-half inch (12 mm) from the surface
into the surface with a smooth-drum compactor. The rolled surface shall be free of rocks or
stones in excess of 0.75 inches prior to placement of the overlying GCL.

D. The GCL shall be installed on directly on intermediate cover with a minimum thickness of 12
inches.

E. The project CQA inspector shall certify acceptance of the surface before GCL placement.

F. It shall be the Installer’s responsibility thereafter to indicate to the ENGINEER any change in
the condition of the subgrade that could cause the subgrade to be out of compliance with any
of the requirements listed in this Section.

G. Excavate an anchor trench for the GCL at the top of sloped areas of the job site, in
accordance with the project plans and accepted panel placement plan prepared by the
installation CONTRACTOR. The trench shall be excavated and approved by the CQA Inspector
prior to GCL placement. No loose soil shall be allowed at the bottom of the trench and no
sharp corners or protrusions shall exist anywhere within the trench.

Coble Sandrock C&D Landfill 13315-7 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS
3.04 GCL PLACEMENT

A. Place reinforced GCL on all sloped areas in accordance with project specifications.

B. Deliver GCL rolls to the working are of the site in their original packaging. Immediately prior to
deployment, carefully remove the packaging without damaging the GCL. Orient the GCL (i.e.,
which side faces up) shall be in accordance with the ENGINEER's or Manufacturer's
recommendations. Unless otherwise specified, install the GCL such that the manufacturers
name printed on one side of the GCL faces up.

C. Do not allow equipment which could damage the GCL to travel directly on it. If the installation
equipment causes rutting of the subgrade, restore the subgrade to its originally accepted
condition before placement continues.

D. Minimize the extent to which the GCL is dragged across the subgrade in order to avoid
damage to the bottom surface of the GCL. Use a temporary geosynthetic subgrade covering
commonly known as a slip sheet or rub sheet may be used to reduce friction damage during
placement.

E. Place the GCL so that seams are parallel to the direction of the slope. Locate seams at least
3 feet (1 m) from the toe and crest of slopes steeper than 4H:1V.

F. All GCL panels shall lie flat on the underlying surface, with no wrinkles or fold, especially at
the exposed edges of the panels. Protect the edge of the GCL each day to prevent hydration,

G. Deploy only as much GCL as can be covered at the end of the working day with soil, a
geomembrane, or a temporary waterproof tarpaulin. Do not leave the GCL uncovered
overnight. If the GCL is hydrated when no confining stress is present, it may be necessary to
remove and replace the hydrated material. Consult the project ENGINEER, CQA inspector, and
GCL supplier for specific guidance if premature hydration occurs.

3.05 ANCHORAGE

A. Place the end of the GCL roll in an anchor trench at the top of the slope. Round the front edge
of the trench, so as to eliminate any sharp corners. Remove loose soil from the floor of the
trench. The GCL shall cover the entire trench floor but not the rear trench wall.

3.06 SEAMING

A. Construct the GCL seams by overlapping their adjacent edges. Do not contaminate the
overlap zone with loose soil or other debris. Supplemental bentonite is required for all GCL
unless specified otherwise by the manufacturer.

B. The minimum dimension of the longitudinal overlap shall be 6 inches (150 mm). End-of-roll
overlapped seams shall be similarly constructed. The minimum overlap shall measure 24
inches (600 mm).

Coble Sandrock C&D Landfill 13315-8 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS

C. Construct seams at the ends of the panels such that they are shingled in the direction of the
grade to prevent the potential for runoff flow to enter the overlap zone.

D. Construct bentonite-enhanced seams between the overlapping adjacent panels described
above. Expose the underlying edge of the longitudinal overlap. Apply a continuous bead of
granular sodium bentonite along a zone defined by the edge of the underlying panel and the
6-inch (150 mm) line. Apply a similar bead of granular sodium bentonite at the end-of-roll
overlap. Apply the bentonite at a minimum application rate of one quarter pound per lineal
foot (0.4 kg/m).

3.07 DETAIL WORK

A. Seal the GCL around any penetrations and embedded structures in accordance with
manufacturer’s recommendations.

3.08 DAMAGE REPAIR

A. If the GCL is damaged (torn, punctured, perforated, etc.) during installation, it may be
possible to repair it by cutting a patch to fit over the damaged area. Obtain the patch from a
new GCL roll and cut to size such that a minimum overlap of 12 inches (300 mm) is achieved
around all of the damaged area. Apply dry bentonite or bentonite mastic around the damaged
area prior to placement of the patch. It may be desirable to use an adhesive to affix the patch
in place so that it is not displaced during cover placement.

3.09 COVER PLACEMENT

A. Cover soils shall be free of angular stones or other foreign matter that could damage the GCL.
Cover soils should be approved the project ENGINEER with respect to particle size, uniformity
and chemical compatibility. Cover soils with high concentrations of calcium (e.g., limestone,
dolomite) are not acceptable.

B. Place soil cover over the GCL using construction equipment that minimizes stresses on the
GCL. Maintain a minimum thickness of 1-foot (300 mm) of cover between the equipment
tires/tracks and the GCL at all times during the covering process. This thickness
recommendation does not apply to frequently trafficked areas or roadways, for which a
minimum thickness of 2 feet (600 mm) is required.

C. Place soil cover in a manner that prevents the soil from entering the GCL overlap zones. Push
the cover soil up slopes, not down slopes, to minimize tensile forces on the GCL.

D. Although direct vehicular contact with the GCL is to be avoided, lightweight, low ground
pressure vehicles (such as 4-wheel all-terrain vehicles) may be used to facilitate the
installation of any geosynthetic material placed over the GCL. The GCL Supplier or CQA
Engineer shall be contacted with specific recommendations on the appropriate procedures in
this situation.

Coble Sandrock C&D Landfill 13315-9 Labella Associates, PC
Technical Specification August 2019
C&D LF 5-Year Permit Renewal/LOS

END OF SECTION 13315
Coble Sandrock C&D Landfill LaBella Accosciates
Technical Specification 13400-1 August 2019
Craven County, North Carolina IFAT
P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\3-Facility Plan 2019\Appx 2 GCL Stability\13400 - Friction Angle Testing.docx

SECTION 13400

INTERFACE FRICTION AND SOIL STRENGTH TESTING

PART 1 GENERAL

1.01 REQUIREMENTS INCLUDE

A. Provide personnel, equipment and materials to test materials proposed for use in
constructing the facility to ensure the proposed materials are in accordance with
applicable design parameters. The cost of all tests required under this Section
shall be the responsibility of the CONTRACTOR.

1.02 REFERENCES

A. American Society for Testing and Materials (ASTM )

1. D5321-92 (1998) Standard Test Method for Determining the Coefficient of
Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction By the Direct
Shear Method.
2. D3080-98 Standard Test Method Direct Shear Test of Soils Under
Consolidated Drained Conditions.

1.03 TESTING LABORARTORY

A. The testing laboratory shall be accredited to conduct ASTM D5321 in accordance
with the Geosynthetic Accreditation Institute Laboratory Accreditation Program
(GAI – LAP) at the time of testing. Verification of the accreditation shall be
provided to the ENGINEER prior to testing.

PART 2 PRODUCTS

2.01 TEST SAMPLES

A. Soil Materials - Soils used for interface friction and/or soil strength testing shall
be representative of those that will be used for construction. If a variation is
anticipated in soil characteristics that cannot be appropriately modeled as a
composite sample, individual samples of each specific soil material shall be
obtained. Obtain a minimum of 75 lbs of each soil for each test.

B. Geosynthetic Materials - Geosynthetics used for interface friction testing shall be
representative of those that will be used for construction. Samples shall be
Coble Sandrock C&D Landfill LaBella Accosciates
Technical Specification 13400-2 August 2019
Craven County, North Carolina IFAT
P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\3-Facility Plan 2019\Appx 2 GCL Stability\13400 - Friction Angle Testing.docx

obtained from same manufacturer and preferably off of the same rolls
anticipated for use in the construction. Obtain a minimum of four samples of
each geosynthetic for each test. Take the longest dimension of the samples in
the machine direction of the geosynthetic roll.

PART 3 EXECUTION

3.01 SAMPLE PREPARATION

A. Samples to be used for interface friction and soil strength testing shall be
collected, transported, stored, and prepared in accordance with all applicable
ASTM standards.

B. Prior to shear testing, all soil samples shall undergo index testing in accordance
with the following:

TEST NAME TEST METHOD
Moisture/density relationship ASTM D698
Atterberg Limits ASTM D4318
Gradation ASTM D422 and D1140
USCS Classification ASTM D2487

C. Prepare samples to appropriately model anticipated field conditions of moisture
content and density at which the samples are to be tested.

3.02 LOADING

A. Testing for each interface shall include a minimum of three (3) points
corresponding to three (3) compressive loadings. The loadings shall be as
specified for each in paragraph 3.03.A below.

3.03 REQUIRED TESTING

A. The following tests are required for this project. Additional testing may be
required by the ENGINEER based on material variability and unanticipated
conditions.

1. FINAL COVER SYSTEM (ASTM D5321)

a. 40-mil dual textured LLDPE membrane vs. Geocomposite nonwoven
geotextile layer under wet conditions. Normal loads: 250 psf, 1000 psf,
and 2000 psf. And a shear rate of 0.04 in/min.
Coble Sandrock C&D Landfill LaBella Accosciates
Technical Specification 13400-3 August 2019
Craven County, North Carolina IFAT
P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\3-Facility Plan 2019\Appx 2 GCL Stability\13400 - Friction Angle Testing.docx

b. 40-mil dual textured LLDPE membrane vs. Geosynthetic clay liner (GCL).
Normal loads: 250 psf, 1000 psf, and 2000 psf. And a shear rate of 0.04
in/min.
c. GCL vs. Geocomposite nonwoven geotextile layer under wet conditions.
Normal loads: 250 psf, 1000 psf, and 2000 psf. And a shear rate of 0.04
in/min.
d. Cover soil vs. Geocomposite nonwoven geotextile with high end of
moisture range and proper compaction. Normal loads: 250 psf, 1000 psf,
and 2000 psf. And a shear rate of 0.04 in/min.
Note: Interface friction testing between soil and geocomposite will be
required for each soil type used in the closure construction.

2. LINER SYSTEM (ASTM D5321)

a. 60-mil dual textured HDPE membrane vs. clay liner with clay at high end of
moisture range and proper compaction. Normal loads: 500 psf, 2500 psf,
and 5000 psf. And a shear rate of 0.04 in/min.
b. 60-mil dual textured HDPE membrane vs. Geocomposite clay liner (GCL)
under wet conditions. Normal loads: 500 psf, 2500 psf, and 5000 psf.
And a shear rate of 0.04 in/min.
c. GCL vs. clay liner with clay at high end of moisture range and proper
compaction. Normal loads: Normal loads: 500 psf, 2500 psf, and 5000
psf. And a shear rate of 0.04 in/min.

3.04 MATERIAL REQUIREMENTS

A. The peak interface friction angle shall be greater than 24.5 degrees for each
interface of the soils and geosynthetics for the bottom liner components and 26.4
for the cover materials to be considered as having acceptable friction
characteristics unless otherwise allowed by the ENGINEER.

3.05 TEST RESULTS

A. All test results shall be submitted to the ENGINEER prior to the delivery of the
materials to the project.

B. Test reports shall conform to all reporting requirements of ASTM D5321,
including, but not limited to: data and results for peak and large-displacement
friction angles, a plot of the failure envelopes showing friction angles and
Coble Sandrock C&D Landfill LaBella Accosciates
Technical Specification 13400-4 August 2019
Craven County, North Carolina IFAT
P:\Coble's Sandrock\C&D Landfill\Permitting NC\2019 Permit Renewal\3-Facility Plan 2019\Appx 2 GCL Stability\13400 - Friction Angle Testing.docx

adhesion values, and notification of any departure from the test procedures of
ASTM D5321.

C. The ENGINEER shall review the test data for conformance with the specifications.

D. The ENGINEER will either accept the test results or require additional testing. The
ENGINEER may request up to 5 points per test to define a material property.

E. Acceptance by the ENGINEER shall not relieve the CONTRACTOR from the
responsibility of providing material and constructing it in such a way that the
required frictional characteristics are obtained.

END OF SECTION 13400
Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
CLOSURE & POST-CLOSURE CARE PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019
Project no. 2191087
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 1 August 2019
Coble’s Sandrock, North Carolina

Contents

CLOSURE & POST-CLOSURE CARE PLAN .................................................................................................................... 2
CLOSURE ....................................................................................................................................................................... 2
1. Description of Cap System: ............................................................................................................................. 2
2. Closure Area ..................................................................................................................................................... 2
3. Waste Inventory ............................................................................................................................................... 3
4. Schedule .......................................................................................................................................................... 3
5. Cost Estimate for Closure................................................................................................................................ 4
6. Closure Certification ........................................................................................................................................ 4
7. Deed Recordation ............................................................................................................................................ 4
POST CLOSURE ......................................................................................................................................................... 5
1. Contact ............................................................................................................................................................. 5
2. Security ............................................................................................................................................................ 5
3. Post-Closure Maintenance .............................................................................................................................. 5
4. Inspection Plan ................................................................................................................................................ 6
5. Post-Closure Land Use .................................................................................................................................... 7
6. Post-Closure Cost Estimate .............................................................................................................................. 7

APPENDICES
APPENDIX A GROUNDWATER MONITORING WELL MAINTENANCE RECORD
APPENDIX B POST-CLOSURE INSPECTION RECORD
APPENDIX C METHANE MONITORNG TEST RECORD
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 2 August 2019
Coble’s Sandrock, North Carolina
CLOSURE & POST-CLOSURE CARE PLAN

CLOSURE

1. Description of Cap System:
The cap system to be used is designed to minimize infiltration and erosion. The cap system
will consist of:
• A low-permeability infiltration layer of at least 18 inches with a permeability not
greater than 1.0 x 10-5 cm/sec; or geosynthetic clay liner (GCL);
• An erosion layer that contains a minimum of 12 inches of earthen material that is
capable of sustaining native plant growth. Approved Alternate Cover Material (ACM)
mulch/soil mixture in accordance Operations Plan Section 4 Cover Materials
Requirements.

Construction of the cap system will conform to the plans prepared in accordance with Rule
.0540 of this Section and the following requirements:
(A) post-settlement surface slopes will be a minimum of five percent and a
maximum of 33 percent; and
(B) a gas venting or collection system will be installed below the low-
permeability barrier to minimize pressures exerted on the barrier.

The construction of the closure cap will be in accordance with the Volume 2 Application for
Permit to Construct Phase 3 and the specifications provided in Appendix IV. The Application
to Construct Phase 3 was approved by the SWS on 2/19/2009.

Procedures for Cap Installation
The construction of the cap will be in accordance with the specifications provided in
Appendix IV.

2. Closure Area

Phase 3A and east slopes of Phase 1 and 2A/B are active for landfill operations. Portions of
3A have been closed, but not been reported to the SWS and thus their status is considered
not closed. Actual landfill closure applies to the Phases 1 and 2A/B piggyback and 3A
areas. Phase 3B is under construction permitted for 5.8 acres and after issue of permit to
operate (PTO) its area will be added to the total of closure requirement.

C&D LF Closure area summary

Phase Permitted Closed Open
1 6.5 4.2 2.3
2A 0.9 0.9 0
2B 4.6 3.9 0.7
3A 6.3 0 6.3
1-3A 18.3 9 9.3
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 3 August 2019
Coble’s Sandrock, North Carolina

3. Waste Inventory

As of August 2018 annual facility reporting, the cumulative tonnage received and landfilled
since the beginning of operations (1999) was 690,250 tons. At an average density of 1050
pounds/cubic yard, this equates to approximately 1,075,951 cubic yards of consumed
airspace.

4. Schedule

As of this permit renewal, using the historical average, the remaining capacity calculates one
year of life in the permitted Phases 1-3A. For Phase 3B, the projected operating life is
approximately in 7 years as noted in the Facility Plan. Thus, closure of the Phases 3A and 3B
is not anticipated until 2026, assuming waste disposal in Phase 3 A & B continues at the
current historic rate of annual tonnage. Prior to beginning final closure, Coble’s Sandrock
must notify the Division that a Notice of Intent to close the facility has been placed in the
operating record.

Phases 4 through 8 approved for future development require submittals of PTC/PTO
applications.

The permitted C&DLF gross capacity of Phases 1-8 is 6,935,903 cy. As of August 2018 the
estimated consumed air space is 1,075,951 cy. The remaining balance leaves 5,859,952
cy for waste and weekly cover and final cap.

Closure activities are proposed to begin within 30 days of final receipt of waste.
Construction of the closure cap is to be completed within 180 days following the initiation of
closure activities. The total length of the proposed closure period is 210 days following the
final receipt of waste.

Proposed Closure Milestones and Schedule
Milestone Proposed Schedule from the Date
of Final Receipt of Waste Testing of borrow sources Within 6 months prior to closure Grading of intermediate cover Within 30 to 60 days Placement of soil cap 30 to 150 days Final inspection of cap by P.E. 150 to 180 days Construction of stormwater controls 90 to 180 days Seeding and mulching 150 to 180 days Preparation of survey plat 180 to 210 days Submittal of closure certification 180 to 210 days
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 4 August 2019
Coble’s Sandrock, North Carolina

5. Cost Estimate for Closure

Closure Cost Estimate for 9.3 Acres
COMPONENT Qty UNITS UNIT COST ($) TOTAL ($)
Mobilization EA $ 5,270 $ 5,270
18" Clay (10E-5 cm/sec) 22,506 CY $ 6 $ 135,036
18" Field & Lab testing AC $ 2,418 $ 22,488
12" Vegetative Soil 15,004 CY $ 4 $ 60,016
Seeding/Revegetation AC $ 1,581 $ 14,703
Gas Vent Installation 1/ac 10 EA $ 5,500 $ 55,000
E&S/Stormwater BMPs EA $ 85,000 $ 85,000
Survey EA $ 1,581 $ 14,703
Subtotal: $ 392,216
Engineering/CQA (~5%) $ 19,611
Contingency (~5%) $ 19,611
TOTAL $ 431,437

6. Closure Certification

A professional engineer, registered in the State of North Carolina, will verify that the closure
has been completed in accordance with the Closure Plan. The contents of the signed
Certification Report will be as described below.

Certification Reports:

The CQA report will contain the results of all the construction quality assurance and
construction quality control testing including documentation of any failed test results,
descriptions of procedures used to correct the improperly installed material, and results of
all retesting performed. The CQA report will contain as-built drawings noting any deviation
from the approved engineering plans and will also contain a comprehensive narrative
including, but not limited to, daily reports from the project engineer, a series of color
photographs of major project features, and documentation of proceedings of all progress
and troubleshooting meetings. The CQA report will be submitted after completion of
construction of the cap system in accordance with the requirements of Rule .0543. The CQA
report must bear the seal of the project engineer and a certification that construction was
completed in accordance with the CQA Plan and acceptable engineering practices.

7. Deed Recordation

Following closure, the owner or operator will record a notation on the deed to the landfill
facility property at the local county Register of Deeds office, or some other instrument that is
normally examined during title search, and notify the Division that the notation has been
recorded and a copy has been placed in the operating record. The notation on the deed
shall in perpetuity notify any potential purchaser of the property that the land has been used
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 5 August 2019
Coble’s Sandrock, North Carolina
as a C&D landfill unit or facility and its use is restricted under the closure plan approved by
the Division.

POST CLOSURE

Post-closure activities must be conducted at the landfill for a period of 30 years following
closure of the landfill. However, the length of the period can be increased or decreased in
accordance with Division directives.

1. Contact

Coble’s Sandrock, Inc. will handle questions and/or problems, which might occur during the
post-closure care period.

CONTACT PERSON: Mr. Kent Coble OWNER: Mr. Kent Coble ADDRESS: 5833 Foster Store Road
Liberty, North Carolina 27298

PHONE NUMBER: [phone]
FAX: [phone]

2. Security

Control access to the site by the use of barriers and gates at roadway entrances. Maintain
these control devices throughout the post-closure care period, and inspected as part of the
monthly inspection program. Mark all barriers and gates clearly with signs stating the name
and nature of the facility and the person to contact in case of emergency or breach of
security.

3. Post-Closure Maintenance

Post-closure maintenance and monitoring will be conducted at the landfill for a period of 30
years after final closure. The Division may decrease the length of the post-closure period if
the owner or operator demonstrates that the reduced period is sufficient to protect human
health and the environment, and the Division approves this demonstration. The period
might be increased by the Division if the Division determines that the lengthened period is
necessary to protect human health and the environment.

Monitoring will include semi-annual sampling of groundwater and surface water, quarterly
gas monitoring, and quarterly inspection of the final cover and monitoring and control
systems. Maintenance needs identified through the monitoring program must be initiated
no later than 60 days after the discovery, and within 24 hours if a danger or eminent threat
to human health or the environment is indicated. Minor cap maintenance may be deferred
until there is a sufficient amount of work to justify the mobilization of equipment and
personnel.
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 6 August 2019
Coble’s Sandrock, North Carolina

Add soil to the cap as necessary to correct the effects of settlement and subsidence of the
landfill and to prevent run-on and run-off from eroding the final cap.

Protect and maintain stormwater control devices, surveyed benchmarks, groundwater
monitoring wells, surface water monitoring/sampling gauges and LFG wells.

If seeps are discovered, an investigation of why there is a seep and if the cap integrity has
been compromised shall be performed. If the clay cap has released leachate the cap will be
repaired and recompacted to closure CQA required levels and the vegetative layer will be
reestablished.

Mow vegetation twice per year. Cost for routine maintenance assumes 10% of the cap area
will require reseeding and fertilizing each year.

Maintain and repair security fencing, gates, and access roads as necessary.

4. Inspection Plan

Routine inspections will be conducted throughout the post-closure care period. These
inspections will be carried out quarterly unless problems are detected that indicate that
more frequent visits are warranted. Potential impacts to the public and environment will be
considered in determining the inspection frequency. Items to be included in the monthly
inspection will be as follows:

• Access and security control,
• Stormwater management,
• Erosion and sediment control,
• Edge markers of the landfill waste footprint/disposal boundary,
• Gas management,
• Groundwater and landfill gas monitoring systems, and
• Vector control.

The quarterly inspections will be carried out by someone properly trained and
knowledgeable about landfills, such as the landfill owner, operator or engineering
consultant. The results of the inspections will be documented in Post Closure Inspection
Form. If inspections indicate that repairs are necessary, repairs will be initiated as soon as
practicable.

If a leachate seep or outbreak is observed in the routine inspection tasks as noted in
Appendix B, a verbal notice to the SWS within 24 hours and within 15 days a written
notification with the assessment sampling plan must be submitted to the SWS. The
leachate releases assessment/sampling guidance that can be found in the following web
link should be appended to the plan:
https://edocs.deq.nc/gov/WasteManagement/0/edoc/1319075/MSW%20Leachate_Relea
ses_Sampling_Guide.pdf?searchid=22b91c58-be48-4f48-97ecae3766e88565
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 7 August 2019
Coble’s Sandrock, North Carolina

In addition to the routine quarterly inspections, special inspections will be performed and
documented after events which may likely cause damage to the integrity of the landfill cover,
such as heavy rainfall events. Inspection may also be necessary following written or verbal
complaints, vandalism or fires. Following special inspections, any necessary repairs will be
initiated as soon as practicable.

Maintain records of all inspections in the operating record.

5. Post-Closure Land Use

The primary land use for the site after closure of the landfill will be open dormant green
space. No raising of animals shall be allowed after final closure per Rule 15A NCAC 13B
.0543(f)(3) without written approval of DEQ.

6. Post-Closure Cost Estimate

ITEM UNIT QUANTITY UNIT COST ANNUAL COST
INSPECTIONS/ RECORD KEEPING per trip 4 500.00$ 2,000.00$
MONITORING
Explosive gases (quarterly)per trip 4 400.00$ 1,600.00$
Groundwater/Surfacewater (semi-annually)
Sampling per trip 2 3,000.00$ 6,000.00$
Analysis per trip 2 3,000.00$ 6,000.00$
Reporting per trip 2 2,700.00$ 5,400.00$
Subtotal 19,000.00$
ROUTINE MAINTENANCE (third party)
Mowing ($35/acre) 2 times a year acre 36.6 1,281.00$ 46,884.60$
Reseeding & Fertilize(5)acre 1.8 1,500.00$ 2,700.00$
Vector and Rodent Control acre 18.3 25.00$ 457.50$
Subtotal 50,042.10$
WELL MAINTENANCE
Groundwater Wells lump sum 1 500.00$ 500.00$
Gas Detection Probes lump sum 1 250.00$ 250.00$
Subtotal 750.00$
CAP REPAIR lump sum 1 5,000.00$ 5,000.00$
TOTAL OF ABOVE ITEMS 76,792.10$
ENGINEERING --3%2,303.76$
CONTINGENCY --5%3,839.61$
TOTAL ANNUAL POST-CLOSURE COST (IN 2019 DOLLARS)82,935.47$
TOTAL 30 YEAR POST-CLOSURE COST (IN 2019 DOLLARS)2,488,064.04$
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 8 August 2019
Coble’s Sandrock, North Carolina

Notes:
1. All costs include labor by third party.
2. Water quality monitoring costs are estimated from 2019 budgets.
3. Cost for groundwater wells assumes maintenance of each well every other year.
4. Cost for the gas probes assumes maintenance of each probe every other year.
5. Cost for routine maintenance assumes 1/10 of the cap area will require reseeding
and fertilizing each year.
6. Post Closure Care includes all permitted Phases 1, 2, 3A.
7. Future Phases issued PTO will be added to the closure & Post Closure Care Plans.

END

V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 9 August 2019
Coble’s Sandrock, North Carolina
APPENDIX A

GROUNDWATER MONITORING WELL MAINTENANCE RECORD

FACILITY: WELL #:

LOCATION: DATE:

INSPECTOR: COMPANY:

1. Is surface water diverted away from the wellhead?

2. Is the concrete pad still intact and free of cracks?

3. Has surface water runoff undercut the concrete pad?

4. Is the outer casing still secure and locked?

5. Is the well identification tag present and is it legible?

a. Does the well identification tag provide the following information:

 The well identification number?
 Drilling contractor name and registration number?
 Total depth of well?
 Depth to screen?
 A warning that the well is not for water supply and that the ground water
may contain hazardous materials.

6. Is the grout between the inner and outer well casings all the way to the ground surface?

7. Is the inner casing firmly grouted in place?

8. Are the inner and outer casings upright and unobstructed?

9. Is water collecting in the outer casing? Does a weep hole need to be bored in the outer
casing to provide drainage?

10. Is the monitoring well accessible by a four-wheel drive vehicle?

11. Have brush and weeds been trimmed so that the well is easy to locate and access?

12. Does the inner well casing have a vented cap?

13. Is the monitoring well visible and adequately protected from moving equipment?
V – Closure & Post-Closure Care Plan Labella Associates, PC C&D LF 5-Year Permit Renewal/LOS 10 August 2019
Coble’s Sandrock, North Carolina

APPENDIX B

POST-CLOSURE INSPECTION RECORD

FACILITY: WELL #:
LOCATION: DATE:

INSPECTOR: COMPANY:

1. Access and Security Control
o Is a notice prohibiting the further disposal of waste materials clearly visible at
the entrance to the facility? o Is the site adequately secured by means of gates, chains, berms, fences or
other security measures to prevent unauthorized entry? o Are the access roads to and within the site maintained to provide access to the
closed disposal area and to all monitoring points?

2. Erosion and Sediment Control
o Is the vegetation adequate to stabilize the site and prevent erosion?
o Are the erosion control measures adequate to prevent silt from leaving the site
and to prevent excessive on-site erosion?
o Do the sediment basins require cleaning out, as indicted by the level of
sediment buildup?

3. Drainage Control Requirements
o Are all areas adequately sloped to promote surface water runoff in a controlled
manner? o Are there areas of observed settlement, subsidence, and/or displacement of
the closure cap? o Are all drainage channels free of accumulated sediment?

4. Uncontrolled Escape of Leachate or Landfill Gas
o Are there any leachate seeps observed? o Are there any signs of uncontrolled releases of landfill gas?

5. Environmental Monitoring Systems
o Are all monitoring wells (gas and groundwater) properly maintained? (Note:
Complete the Groundwater Monitoring Well Maintenance Record during
semiannual sampling events.)

6. Miscellaneous
o Are all site benchmarks marked and evident?
o Do vector control measures appear adequate?
V – Closure & Post-Closure Care Plan Labella Associates, PC
C&D LF 5-Year Permit Renewal/LOS 11 August 2019 Coble’s Sandrock, North Carolina

APPENDIX C

METHANE MONITORING TEST REPORT

Facility:
Location:
Date of Test:
Weather Condition:
Temperature: Barometric Pressure:
Sampling Personnel:

Monitoring Point Description/Location Time Methane Concentration
(% of LEL)

Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
WATER QUALITY MONITORING PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
august 2019
Project no. 2191087
VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
i
TABLE OF CONTENTS

1.0 INTRODUCTION ..................................................................................................................... 1
1.1 Local and Regional Hydrogeology................................................................................................... 1
1.1.1 Site Groundwater Flow Regime ................................................................................... 1
1.1.2 Horizontal Gradient and Velocity Calculations ........................................................... 1
2.0 GROUNDWATER MONITORING PLAN .................................................................................... 2
2.1 Introduction and Purpose ................................................................................................................ 2
2.2 Groundwater Monitoring Network ................................................................................................... 3
2.2.1 Background and Compliance Monitoring Wells .......................................................... 3
2.2.2 Installation and Maintenance of Groundwater Monitoring Network .......................... 3
2.3 Groundwater Monitoring .................................................................................................................. 4
2.3.1 Establishment of Baseline Data .................................................................................. 4
2.3.2 Groundwater Sampling Methodology .......................................................................... 4
2.3.3 Sample Analysis Requirements .................................................................................... 8
3.0 COMPARISONS TO THE NC 2L AND GWPS ............................................................................ 9
4.0 STATISTICAL ANALYSES ........................................................................................................ 10
4.1 Treatment of Censored Data ...................................................................................................... 10
4.2 Assumption of Normality ............................................................................................................ 10
4.3 Parametric Upper Tolerance Limit ............................................................................................. 10
4.4 Aitchison’s Adjusted Parametric Upper Prediction Limit ................................................................ 10
4.5 Non-parametric Upper Tolerance Limit ..................................................................................... 11
4.6 Poisson Upper Prediction Limit .................................................................................................. 11
5.0 Surface Water Monitoring ...................................................................................................... 11
6.0 Ability to Effectively Monitor Releases from Proposed C&D Areas ....................................... 11
6.1 Point of Compliance 12
7.0 REFERENCES 12

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock, North Carolina
ii

TABLES
Table 1 October 2018 Estimated Hydraulic Gradients
Table 2 Summary of Well Construction

FIGURE
Figure 1 Site Location Map

DRAWINGS
Drawing 1 October 2018 Groundwater Contour Map
Drawing 2 Coble's Sandrock Site Layout Map

APPENDICES
Appendix 1 Boring Log and Well Construction Diagram
Appendix 2 Forms
Appendix 3 NCSWR Appendix I and II List of Constituents

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 1
1.0 INTRODUCTION
In accordance with the NC Solid Waste Management Rules (NCSWMR) § .0538, Coble’s
Sandrock is submitting this Water Quality Monitoring Plan (WQMP) as part of our five year
permit renewal for the Coble’s Sandrock Construction and Demolition Debris (C&D) Landfill
in Alamance County, North Carolina (Permit # 01-05) (the Site). The purpose of this WQMP
is to serve as a guidance document for collecting and analyzing groundwater and surface
water samples
The facility consists of approximately 154 acres in Alamance County, one half mile east of
Kimesville, North Carolina and approximately eight miles south of Burlington, North Carolina.
The 154 acres includes the currently permitted 39.6 acres plus an adjacent expansion area
of 114.4 acres. The existing C&D facility has been in operation since 1998. The site
location is shown on Figure 1. Also included on Figure 1 are property boundaries,
surrounding topography, and locations of the existing Phases.
1.1 Local and Regional Hydrogeology
The Site is located within the Carolina Slate Belt in the central Piedmont physiographic and
geological province. Geologic unit designations and descriptions used in this report are
defined in The Central Piedmont (Butler and Secor, 1991). The Carolina Slate Belt is made
up of metamorphosed sediments, volcanics, and intrusive igneous rocks. The Site is
underlain by a felsic intrusive complex. The map legend describes the complex as white to
gray, fine- to coarse-grained, massive to foliated, metamorphosed bodies of assemblages of
intimately associated felsic intrusive rock types. The rock types vary from granite,
granodiorite, quartz diorite, to quartz monzonite. Narrow mafic dikes are common within the
felsic intrusive units. This region is also characterized by regional- and small-scale Mesozoic
diabase dikes. Most of the dikes are near-vertical in dip and trend north-south to northwest-
southeast and are characterized by plagioclase, augite and olivine (Ragland, 1991).
1.1.1 Site Groundwater Flow Regime
The surficial aquifer beneath the site occurs within saprolite, partially weathered rock (PWR),
and bedrock. Generally, the saprolite and PWR units are relatively thin (5 to 40 feet thick).
The saprolite and PWR are expected to behave as a relatively isotropic, porous medium,
whereas groundwater flow in the bedrock is primarily through fractures; however, the
bedrock is highly fractured and well connected to the overlying units so, taken together, they
are expected to behave as a single aquifer. The groundwater potentiometric surface, based
on water level readings taken on October 9, 2018, is shown on Drawing 1. Groundwater
flow directions conform to the potentiometric surface, with flow perpendicular to the
contours.
1.1.2 Horizontal Gradient and Velocity Calculations
Horizontal hydraulic gradients for the proposed C&D disposal areas were calculated using
two groundwater flow line segments indicated on the groundwater surface contour map
(Drawing 1). Average linear groundwater flow velocities were calculated using the following
modified Darcy equation:

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 2
V = Ki/n
where:
V = average linear velocity (feet per day),
K = hydraulic conductivity (ft/day),
i = horizontal hydraulic gradient, and
n = effective porosity.
An effective porosity of n = 0.21 (21%) was assumed based on average effective porosities
for saprolite and PWR determined by laboratory analysis of soil samples. The average
gradients (i) were determined for each flow path shown on Drawing 1. The geometric mean
of the hydraulic conductivities of all slug test conducted on the Site (K = 1.97 x 10-1 ft/day)
was used for groundwater flow calculations for the site.
The above equation makes the simplifying assumptions of a homogeneous, isotropic aquifer
in a porous medium. Groundwater flow velocities were calculated using saprolite and PWR
data because the site’s uppermost aquifer is primarily in those hydrogeologic units. An
average linear groundwater flow velocity was calculated across areas where bedrock is the
surficial aquifer because rock cores have shown that bedrock is highly fractured to the point
that groundwater flow is expected to behave relatively similar to the unconsolidated
hydrogeologic units. Also, aquifer tests conducted on bedrock wells and piezometers
showed similar range of values for hydraulic conductivity. Groundwater flow velocities within
the fractured bedrock aquifer are likely to be variable.
Data and calculations for the horizontal gradients are presented in Table 1. The calculated
horizontal gradients from two flow line segments across the site range from 0.027 to 0.055.
Calculated linear groundwater velocities ranged from approximately 135 to 276.36
feet/year.

2.0 GROUNDWATER MONITORING PLAN
2.1 Introduction and Purpose
This WQMP shall replace any previous groundwater monitoring plans that may have been
submitted for Coble’s Sandrock C&D Landfill. This WQMP will serve as a guidance
document for collecting and analyzing groundwater and surface water samples, managing
the associated analytical results, and monitoring for potential releases to the uppermost
aquifer from the Coble’s Sandrock C&D Landfill. The plan complies with NCSWMR § .0540,
which specifies the requirements for groundwater and surface water monitoring at C&D
landfills. The plan also addresses the specific issues addressed in the Solid Waste Section’s
January 1995 policy memorandum (Re: Sampling and Analysis Requirements, Construction
and Demolition Landfills and Closed Sanitary Landfills) and the May 29, 2018 policy
memorandum (1,4-Dioxane Analysis, Solid Waste Section Limits, and Laboratory Analytical
Methods).

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 3
2.2 Groundwater Monitoring Network
The groundwater monitoring network is designed to monitor for potential releases to the
uppermost aquifer at the Site. A summary of well construction specifications, well status,
and the role of each well in the proposed monitoring plan is provided in Table 2.
2.2.1 Background and Compliance Monitoring Wells
The table below lists the monitoring wells associated with the Site monitoring program and
their classification within the Groundwater Monitoring Network. At the present there are 11
groundwater monitoring wells associated with the Site monitoring program. Monitoring well
MW-6 is used as an upgradient/background well. Monitoring wells MW-2, MW-4, MW-7,
MW-8, MW-10, MW-11R and P-19S are monitored as compliance wells. Monitoring wells
MW-5, MW-10D and P-19D are used to obtain groundwater levels. Monitoring well MW-11R
is a replacement well for monitoring well MW-11, which was installed northwest of the Phase
3B disposal area but had been reported dry since its installation. The MW-11R boring log
and well construction diagram is included as Appendix 1. Monitoring well MW-11R became
part of the monitoring program as a compliance well. The approximate locations of the
monitoring wells are presented in Drawing 2. All wells are sampled semiannually.
Monitoring
Well
Date
Installed Classification Monitoring
Program
Total Depths
from TOC (feet)
Lithology of Screened
Interval
MW-2 03/28/97 Compliance Well Detection 22.0 Saprolite/PWR
MW-4 04/01/97 Compliance Well Detection 21.3 Saprolite/PWR
MW-5 01/18/02 Observation Water Level
Only 15.0 Saprolite/PWR
MW-6 (P-3) 08/05/97 Background Well Detection 41.0 Bedrock
MW-7 12/19/02 Compliance Well Detection 13.5 Saprolite/PWR
MW-8 03/21/05 Compliance Well Detection 20.0 Saprolite/PWR
MW-10S 03/22/05 Compliance Well Detection 21.5 Bedrock
MW-10D 03/25/05 Observation Water Level
Only 64.0 Bedrock
MW-11 12/22/17 Compliance Well Detection 24.0 Abandoned/
Decomision
MW-11R .06/17/19 Compliance Well Detection 34.0 Bedrock
P-19S 01/31/02 Compliance Well Detection 10.0 Saprolite
P-19D 01/31/02 Observation Water Level Only 60.0 Bedrock
Note: TOC = Top of Casing
2.2.2 Installation and Maintenance of Groundwater Monitoring Network
The existing monitoring wells will be used and maintained in accordance with design
specifications throughout the life of the monitoring program. The specifications are outlined

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 4
in 15A NCAC Subchapter 2C, Section .0100. Routine well maintenance will include
inspection and correction/repair of, as necessary, identification labels, concrete apron
condition, locking caps and locks, and access to the wells. Coble Sandrock will re-evaluate
the monitoring network, and provide recommendations to the Division of Waste
Management (DWM) for modifying, rehabilitating, abandoning, or installing replacement or
additional monitoring wells, as appropriate.
2.3 Groundwater Monitoring
Groundwater samples from the facility will be collected and analyzed for the constituents
listed in Appendix I of 40 CFR Part 258, plus 1.4-Dioxine, mercury, chloride, manganese,
sulfate, iron, alkalinity, Tetrahydrofuran (THF), and total dissolved solids. In addition, field
analyses for pH, temperature, dissolved oxygen (DO), Oxidation-Reduction Potential (ORP),
and specific conductance will be performed for each sample. The laboratory analytical
results and field parameters will be submitted to the Solid Waste Section at least
semiannually. Any exceedances of the 15A NCAC 2L (NC 2L) groundwater standards will be
identified in the semiannual submittals.
2.3.1 Establishment of Baseline Data
A minimum of one groundwater sample will be collected from any new compliance wells
prior to the start of disposal operations in their respective areas at the Coble Sandrock’s
C&D landfill facility. These data will be evaluated statistically to determine baseline
concentrations for each well.
2.3.2 Groundwater Sampling Methodology
Groundwater samples will be collected in accordance with Solid Waste Management Rules
15A NCAC 13B .1632 and the Solid Waste Section: Guidelines for Groundwater, Soil, and
Surface Water Sampling (NCDEQ SWSL, 2008, 2) and are incorporated by reference.
Details of well purging, sample withdrawal, and decontamination methods, as well as chain-
of-custody procedures are outlined below.
2.3.2.1 Static Water Levels
The distance from the top of the well casing to the water surface and to the bottom of the
well will be measured using an electronic water level meter. Static water elevations and the
total well depth will be measured to the nearest 0.01 of a foot in each well prior to the
sampling of each well. Other measuring methods could be used only if depth to water could
be measured to the nearest 0.01 of a foot (e.g. wetted-tape method). Reference elevations
of the proposed wells have been obtained from a North Carolina registered land surveyor.
2.3.2.2 Purging and Sampling Methodology- Low-Yield Well
A low-yield well (one that is incapable of yielding three well volumes within a reasonable
time) will be purged so that water is removed from the bottom of the screened interval. Low-
yield wells will be evacuated to dryness once. Minimum Purge Sampling could also be used
as an alternate sampling method. The minimum purge approach requires the removal of
the smallest possible purge volume prior to sampling, generally limited to three volumes of
the sampling system. As soon as the well recharges or within 24 hours, the first sample will
be field tested for pH, temperature, dissolved oxygen (DO), Oxidation-Reduction Potential
(ORP), and specific conductance. Samples will then be collected and containerized in the

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 5
following order unless field conditions justify other sampling regimens (NCDEQ SWSL,
2008).
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 (i.e., total organic then total metals).
2.3.2.3 Purging and Sampling Methodology- High-Yield Well
A high-yield well (one that is capable of yielding more than three well volumes during
continuous purging) will be purged so that water is drawn down from the uppermost part of
the water column to ensure that fresh water from the formation will move upward in the
screen. At no time will a well be evacuated to dryness if the recharge rate causes the
formation water to vigorously cascade down the sides of the screen, which could cause an
accelerated loss of volatiles.
A minimum of three well volumes will be evacuated from high-yield wells prior to sampling. A
well volume is defined as the water contained within the well casing and pore spaces of the
surrounding filter pack. The well volume will be calculated using the following formulas:
Vc = (dc2/4) x3.14 x hw x 7.48 gallons/cubic foot
Vc (gallons) = 0.163 x hw
where:
Vc = volume in the well casing
dc = casing diameter in feet (dc = 0.167 for a 2-inch well)
hw = height of the water column (i.e., well depth minus depth to water)
Each well will be purged and sampled with a disposable bailer. The bailer will be lowered
gently into the well to minimize the possibility of causing degassing of the water. If sampled
with a pump, flow rates will be regulated to minimize turbidity and degassing of the water or
if suitable, Low-Stress (Low-Flow) methodology may be used (USEPA, 2017).
All equipment used for sampling will be handled in such a manner to ensure that the
equipment remains decontaminated prior to use. In between wells and following completion
of the field sampling, the electronic depth meter will be decontaminated following the
manufacturer recommended procedure. Clean disposable gloves will be worn by sampling
personnel.
To reduce the potential of cross-contamination, the upgradient/background well will be
sampled first, followed by the downgradient wells. The order of sampling of the
downgradient wells will be evaluated each sampling event to provide a sequence going from
less contaminated to more contaminated based on the previous sampling event, if
applicable.

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 6
During well purging and before sampling, monitor indicator field parameters (turbidity,
temperature, specific conductance, pH, ORP, DO) readings will be collected. Field
parameters will be collected after each well volume or at the recommended interval as
described in the Low-Stress (Low-Flow) methodology. The direct reading equipment used at
each well will be calibrated according to the manufacturer's specifications prior to each
sampling event. Calibration records shall be completed after each calibration. Groundwater
samples will be collected and containerized in the order of the volatilization sensitivity (i.e.,
volatile organic compounds {VOCs} first, followed by the metals).
2.3.2.3 Sample Collection, Bottling, and Transportation
Pre-preserved sample containers will be supplied by the laboratory. The VOC vials will be
filled in such a manner that no headspace remains after filling. Immediately upon
collection, all samples will be placed in coolers on ice where they will be stored prior to/and
during transit to the laboratory.
In between wells and following completion of the field sampling, the electronic depth meter
will be decontaminated using the following procedure.
1) Phosphate-free soap and distilled water wash;
2) Distilled water rinse;
3) Air dry.
Pre-preserved sample containers are properly prepared by the analytical laboratory
scheduled to perform the analysis. No cleaning or preparation of sampling bottles by field
personnel should be performed. The VOC vials will be filled in such a manner that no
headspace remains after filling. Immediately upon collection, all samples will be placed in
coolers on ice where they will be stored prior to and during transit to the laboratory.
Samples collected will be properly containerized, packed into pre-cooled coolers, and either
hand-delivered or shipped via overnight courier to the laboratory for analysis. The chain-of
custody program will allow for tracing of possession and handling of samples from the time
of field collection through laboratory analysis. The chain-of-custody program will include
sample labels and seals, field logs, chain-of-custody records, commercial carrier’s package
bill, and laboratory logs.
Labels sufficiently durable to remain legible when wet will contain the following information:
• Job and sample identification number;
• Monitoring well number or other location;
• Date and time of collection;
• Name of collector;
• Parameter to be analyzed; and
• Preservative, if applicable.
The shipping container will be sealed to ensure that the samples have not been disturbed
during transport to the laboratory. The tape is labeled with instructions to notify the shipper
if the seal is broken prior to receipt at the laboratory. If the sample cannot be analyzed

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 7
because of damage or disturbance, whenever possible, the damaged sample will be
replaced during the same compliance period.
The field log will contain sheets documenting the following information:
• Identification of the well;
• Well depth;
• Static water level depth;
• Presence of immiscible layers, odors or other indications of potential
contamination;
• Well yield-high or low;
• Purge volume (given in gallons or number of bailers);
• Time well was purged;
• Date and time of collection;
• Well sampling sequence;
• Types of sampling containers used and sample identification numbers;
• Preservative used;
• Field analysis data and methods;
• Field observations on sampling event;
• Name of collector(s);
• Internal temperature of shipping container at the time of sample placement; and
• Climatic conditions including air temperatures.
A sample field log sheet for groundwater is provided in Appendix 2.
The chain-of-custody record is required to establish the documentation necessary to trace
sample possession from time of collection to time of receipt at destination. A chain-of-
custody record will accompany each individual shipment. The record will contain the
following information:
• Sample destination and transporter;
• Sample identification numbers;
• Signature of collector;
• Date and time of collection;
• Sample type;
• Identification of well;
• Number of sample containers in shipping container;

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 8
• Parameters requested for analysis;
• Signature of person(s) involved in the chain of possession;
• Inclusive dates of possession; and
• Internal temperature of shipping container upon opening in laboratory (noted by
the laboratory).
A copy of the completed chain-of-custody sheet will accompany the shipment and will be
returned to the shipper with the analytical results. The chain of custody record will also be
used as the analysis request sheet. A sample of a completed chain-of-custody form is
included in Appendix 2.
2.3.2.4 Field and Trip Blanks
A field/equipment blank will be collected and analyzed during each sampling event to verify
that the sample collection and handling processes have not affected the integrity of the field
samples. The field/equipment blank will be prepared in the field from lab pure water (Type II
reagent grade water) supplied by the laboratory. One field/equipment blank will be
prepared for each sampling event. The field/equipment blank will be generated by exposing
the lab pure water to the sampling environment and sampling equipment/media in the
same manner as actual field samples being collected. The lab will provide appropriate
sample containers for generation of the field/equipment blank(s). The field/equipment
blank will be subjected to the same analysis(es) as the groundwater samples. As with all
other samples, the time(s) of the field/equipment blank collection will be recorded so that
the sampling sequence is documented. The field/equipment blank monitors for
contamination from the sampling equipment/media, or from cross-contamination that might
occur between samples and sample containers as they are opened and exposed to the
sampling environment.
Whenever groundwater samples are being collected for volatiles analysis, a trip blank will be
generated by the laboratory prior to shipment of sampling containers and coolers to the
field. The same lab pure water as above shall be used. The trip blank shall be transported
with the empty sampling containers to the field, but will not be opened at any time prior to
analysis at the laboratory. The trip blank will accompany the groundwater samples in the
cooler(s) back to the laboratory and will be analyzed by the same volatile methods as the
associated field samples. The trip blank monitors for potential cross-contamination that
might occur between samples or that may be a result of the shipping environment.
Detectable levels of contaminants found in the field/equipment blanks or trip blanks will not
be used to correct the groundwater data, but will be noted accordingly. Contaminants
present in trip blanks or field/equipment blanks at concentrations within an order of
magnitude of those observed in the corresponding groundwater samples may be cause for
resampling.
2.3.3 Sample Analysis Requirements
2.3.3.1 Analytical Requirements
Analysis of groundwater and surface water samples from the facility will be conducted by a
laboratory certified by the NCDEQ. Analyses will be performed in accordance with U.S. EPA

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 9
SW 846 methods. Both groundwater and surface water samples will be analyzed for the
constituents listed in Appendix I of 40 CFR Part 258, plus 1.4-Dioxine, mercury, chloride,
manganese, sulfate, iron, alkalinity, THF, and total dissolved solids. Appendix 3 includes a
table of all NCSWMR Appendix I and Appendix II constituents of the Title 40 of the Code of
Federal Regulations (CFR) Part 258 (40 CFR 258, Appendix II), which was incorporated by
reference (15A NCAC 13B .0830) to the NCSWMR (NCSWMR Appendix II) constituents with
their respective analytical methods, CAS numbers, 15A NCAC 2L (NC 2L) groundwater
standards, and groundwater protection standards (GWPS). All limits and standards are
current as of the submittal date of the WQMP.
2.3.3.2 Reporting and Record Keeping
The laboratory analytical results will be submitted to the Solid Waste Section at least
semiannually. The following measurements, analytical data, calculations, and other relevant
groundwater monitoring records will be kept throughout the active life of the facility and the
post-closure care period:
• Records of all groundwater quality data;
• Associated sample collection field logs and measurements, such as static water
level measured in compliance wells at the time of sample collection; and
• Notices and reports of NC 2L exceedances, reporting or data error, missing data,
etc.
2.3.4 Well Abandonment
An activities monitoring well within the monitoring network will be properly abandoned
following the procedures for permanent abandonment described in 15A NCAC 2C Rule
.0113(d). Prior to abandonment, approval must be received from the NCDEQ SWS and will
also be certified by a licensed geologist.

3.0 COMPARISONS TO THE NC 2L AND GWPS
Groundwater analytical results will be compared to the NC 2L Standards established by 15A
NCAC 2L.0202. For constituents without NC 2L Standards, the groundwater samples shall
be compared to the GWPS established by the SWS. Unless otherwise established by
NCDEQ, the standards for all constituents shall be equal to their respective NC 2L or GWPS
(see Appendix 3), unless the NC 2L or GWPS is below the method detection limit, in which
case the standard shall be equal to the method detection limit. If a statistically-determined
background concentration for a constituent is greater than the applicable NC 2L or GWPS,
the background may be considered the standard for comparison with NCDEQ approval. The
initial comparison will be performed using a value-to-value procedure.
If an analyte is detected above the NC 2L or GWPS in a given sampling event, confidence
limits may be calculated based on the most recent four sampling events, and if the lower
confidence limit is not above the NC 2L or GWPS, the detection shall not be considered a
statistically significant level compared to the NC 2L or GWPS. If an analyte is detected
below the NC 2L or GWPS, even if it is a quantifiable concentration, compliance action will
not be required. If a suspect NC 2L or GWPS exceedance is noted during the value-to-value

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 10
comparison, a confirmation sample may be collected. The results from a confirmation
sample will be compared to the NC 2L or GWPS in a value-to-value comparison, or the value
may be statistically compared to background.
4.0 STATISTICAL ANALYSES
If statistical analysis is performed to stablish background values for any constituents, the
background data are to be evaluated through the use of Parametric Prediction Limits,
Parametric Tolerance Intervals, Non-Parametric Prediction Limits, or Poisson Prediction
Limits as appropriate. Tests for normality, outliers, Aitchison’s adjustment, tolerance
intervals, or prediction limits are to be included as appropriate based on the background
data. This is done in accordance with the procedure summarized in the USEPA Unified
Guidance document (USEPA, 2009).
The statistical test by which downgradient data are compared to facility background data is
based upon the nature of the data and the number of data values that are less than the
laboratory limit of detection. All statistical tests are evaluated at the 0.05 level of
significance, 95% confidence level, and are conducted as one-tailed tests. These methods
and the criteria for their use are discussed below.
4.1 Treatment of Censored Data
Generally, background data are censored as follows. When less than or equal to 15% of the
background data values are less than the applicable reporting limit (NCDEQ SWSL), any data
reported less than the NCDEQ SWSL will be treated as one-half the NCDEQ SWSL or the
Reporting Limit as appropriate.
4.2 Assumption of Normality
Prior to conducting statistical tests that are based on the assumption of normally distributed
data, normality of the background data is evaluated using the Shapiro-Wilk statistic (W).
Normality is assessed at the 95% confidence level. In the event that the raw data fail to
follow a normal distribution, the data are transformed using a base-10 logarithm. The
transformed data are then tested for normality using the Shapiro-Wilk statistic. In the event
that the log-transformed data also fail to follow a normal distribution, a non-parametric
approach is applied.
4.3 Parametric Upper Tolerance Limit
In some cases the background data consist of a minimum of eight independent data values
and less than or equal to 15% of the background data values are less than the RL for a
given analyte. The downgradient values are then compared to the parametric upper
tolerance limit in accordance with the procedure summarized in the USEPA guidance
documents, Statistical Analysis of Groundwater Monitoring Data at RCRA Facilities – Unified
Guidance (EPA, 2009).
4.4 Aitchison’s Adjusted Parametric Upper Prediction Limit
In those cases where the background data consist of a minimum of eight independent data
values and more than 15%, but less than or equal to 50%, of the background data values
are less than the RL for a given analyte, the mean and standard deviation are adjusted. This

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 11
is done in accordance with the procedure summarized in the USEPA Unified Guidance
document (USEPA, 2009). After the adjustments are made, the downgradient values are
compared to the Aitchison’s adjusted parametric upper prediction limit in accordance with
the procedures summarized in the USEPA Unified Guidance document (USEPA, 2009).
4.5 Non-parametric Upper Tolerance Limit
In those cases where more than 50%, but less than or equal to 90%, of the background data
values are less than the RL for a given analyte or the background data fail to follow a normal
or log-normal distribution, downgradient values are compared to the non-parametric upper
tolerance limit. This procedure is done in accordance with the procedures summarized in
the USEPA Unified Guidance documents (USEPA, 2009).
4.6 Poisson Upper Prediction Limit
In those cases where more than 90% of the background data values are less than the RL for
a given analyte, the downgradient values are compared to the Poisson upper prediction
limit. These comparisons are made in accordance with the procedure summarized in the
USEPA guidance document (USEPA, 1992).

5.0 SURFACE WATER MONITORING
Two surface water monitoring points are proposed for the facility, as shown on Drawing 2.
Surface water point SW-1 is located to monitor water quality in Poppaw Creek, shortly after it
enters the site. The sample location is at the property line near the northwest edge of the
site.
Surface water monitoring point SW-2 will serve as a downstream monitoring point. Samples
from this point will be collected at a location approximately 350 feet northeast of the Phase
3 disposal area near the northeastern corner of the site and where a small tributary that
flows adjacent to the eastern property boundary discharges into Poppaw Creek. Samples
will only be taken from flowing water and not stagnant pools. The results will be compared
to the 15A NCAC 2B (NC 2B) Surface Water Standards in a value-to-value comparison.
Appendix 3 includes NC 2B Surface Water Standards for NC Appendix I and II constituents.
The surface water will be sampled for the constituents, as outlined above, that are required
for C&D landfills and the locations will be monitored at least semiannually during the life of
the facility. The results of the analysis of the surface water data will be submitted to the
Solid Waste Section semiannually with the groundwater data.

6.0 ABILITY TO EFFECTIVELY MONITOR RELEASES FROM PROPOSED C&D AREAS
No known or potential sources of significant contamination have been identified within
2000 feet of the property boundary. There are no known conditions, physical or
hydrogeologic, which will interfere with the effective monitoring of the proposed C&D cells.
The proposed WQMP, when implemented, will be effective in providing early detection of any
release of hazardous constituents to the uppermost aquifer, so as to be protective of public
health and the environment.

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 12
6.1 Point of Compliance
The relevant point of compliance is defined in accordance with NCSWMR § .0544.b.1.B as a
point no more than 250 feet from the edge of waste and no less than 50 feet within the
facility boundary, whichever is closer to the waste. Along most of the western edge of the
proposed and existing waste cells, and along a small area on the northern side of the cells,
the relevant point of compliance is defined by the points 50 feet from the facility boundary.
For the rest of the area around the proposed and existing waste cells, the relevant point of
compliance is defined by the points 250 feet from the edge of waste. Therefore, the
proposed groundwater monitoring network, which is designed to detect a release of solid
waste constituents to the uppermost aquifer at the facility, meets the monitoring
requirements specified under Rules .1630 through .1637 of the North Carolina Solid Waste
Management Rules, Title 15A, Subchapter 13B. All proposed and existing monitoring wells
are located within the relevant points of compliance.

7.0 REFERENCES
Bouwer, H. and Rice, R.C., June 1976, A slug test for determining hydraulic conductivity of
unconfined aquifers with completely or partially penetrating wells; Water Resources
Research, American Geophysical Union, pp. 423-428.
Bouwer, H., 1989, The Bouwer and Rice slug test-an update; Ground Water, vol. 27, No. 3,
May-June, pp. 304 - 309.
Brown, Philip M., Chief Geologist, 1985, Geologic Map of North Carolina, The North Carolina
Geologic Survey, scale 1:500,000.
Butler, J. Robert, and Secor, Jr., Donald T., 1991, The Central Piedmont, in Horton, J. W., Jr.,
and Zullo, V. A., eds., The Geology of the Carolinas: The University of Tennessee Press, p. 59-
78.
Carpenter III, P. Albert, Geologic Map of Region G, North Carolina: A Guide for NC Mineral
Resource Development and Land Use Planning: NC Mineral Resources Sec., Regional
Geology Series 2, 76 p.
Halford, Keith J., and Kuniansky, Eve L., 1998. Bower and Rice Slug Test Analysis, in:
Documentation of Spreadsheets for the Analysis of Aquifer Test Data: USGS OFR 02-197.
Harned, D.A., and Daniel, Charles C., III, 1989, The Transition Zone Between Bedrock and
Saprolite: Conduit For Contamination?, in Ground Water in the Piedmont; Edited by Daniel,
C., White, R., and Stone, P., Proceedings published by Clemson University, pp. 336-348.
Heath, R.C., 1989, The Piedmont Ground-Water System, in Ground Water in the Piedmont;
Edited by Daniel, C.,White, R., and Stone, P., Proceedings published by Clemson University,
pp. 1-13.
JEI, June 2, 2001. Request for Modification to Construction and Demolition Debris Landfill
Permit No. 01-05.
JEI, June 18, 2002. Construction Plan Application – Coble’s Sandrock C&D Landfill, Permit
No. 01-05.

VI - Water Quality Monitoring Plan LaBella Associates
C&D LF 5-Year Permit Renewal/LOS August 2019
Coble’s Sandrock Landfill, Permit 01-05 13
North Carolina Dept. Environment, Health, and Natural Resources (NCDEHNR), 1995a,
Sampling and Analysis Requirements, Construction and Demolition Landfills and Closed
Sanitary Landfills, N.C. Solid Waste Section.
NCDEHNR, 1995b, Draft N.C. Water Quality Monitoring Guidance Document for Solid Waste
Facilities.
Parker, B.L. et al. May 1994. 1) A conceptual understanding of contaminant migration in
fractured media, 2) Calculations and real data: fractured media. In: Dissolved Organic
Contaminants in Groundwater Short Course [unpublished short course notes and published
references contained therein]. Waterloo Centre for Groundwater Research, Univ. Of
Waterloo, Ontario.
RCRA Ground Water Monitoring Technical Enforcement Guidance Document (TEGD), 1986.
Ragland, Paul C., 1991, Mesozoic Igneous Rocks, in Horton, J. W., Jr., and Zullo, V. A., eds.,
The Geology of the Carolinas: The University of Tennessee Press, p. 171-190.
Trigon Engineering Consultants, Inc., 1997, Construction and Demolition Landfill Permit
Application Siting Requirements Prepared for Coble’s Sandrock, Inc.
Trigon Engineering Consultants, Inc., 1998, Construction and Demolition Landfill Permit
Application and Construction Plan Application Prepared for Coble’s Sandrock, Inc.

TABLES

TABLE 1: October 2018 Estimated Hydraulic Gradients Average Linear Velocities
Coble’s Sandrock C and D Debris Landfill
Permit No. 01-05
LaBella Associate PC
HORIZONTAL HYDRAULIC EFFECTIVE LINEAR
GRADIENT CONDUCTIVITY POROSITY VELOCITY
i K n V
(ft/ft)(ft/day)(ft/yr)
620
570
600
570
Average:0.041 Average:14.04
HORIZONTAL HYDRAULIC EFFECTIVE LINEAR
GRADIENT CONDUCTIVITY POROSITY VELOCITY
i K n V
(ft/ft)(ft/day)(ft/yr)
620
570
600
570
Average:0.041 Average:206.04
HORIZONTAL HYDRAULIC EFFECTIVE LINEAR
GRADIENT CONDUCTIVITY POROSITY VELOCITY
i K n V
(ft/ft)(ft/day)(ft/yr)
620
570
600
570
Average:0.041 Average:1.59
NOTES:
1. The hydraulic conductivity (K) is taken from the geometric mean of K estimated from slug tests performed during hydrogeologic investigations.
2. The effective porosity (n) is taken from the average n determined by laboratory analysis of soil samples.
3. The horizontal hydraulic gradient (i) is the change in groundwater elevation divided by the segment length.
4. The groundwater flow velocity (V) is calculated based on the modified Darcy equation: V=Ki/n.
GROUNDWATER
ELEVATION
(feet)
1.97E-01
1.97E-01 0.21 18.83
0.21 9.25
GRADIENT
CALCULATION
SEGMENT
i 1
FLOW
DIRECTION
FLOW LINE
LENGTH
(feet)
i 2
i 1 1853 NE
1853 0.027NE
NE 0.055546
GRADIENT
CALCULATION
SEGMENT
FLOW LINE
LENGTH
(feet)
FLOW
DIRECTION
GROUNDWATER
ELEVATION
(feet)
i 2 546 NE 0.055 6.89E-01
0.027
0.027 6.89E-01 0.05 135.72
0.05
FLOW
DIRECTION
GROUNDWATER
ELEVATION
(feet)
i 1 1853 NE
AVERAGE PWR/SAPROLITE
MAXIMUM BEDROCK
2.14
MINIMUM BEDROCK
5.33E-03 0.05 1.05
i 2 546 NE 0.055 5.33E-03
276.36
0.05
GRADIENT
CALCULATION
SEGMENT
FLOW LINE
LENGTH
(feet)
TABLE 2: Well Construction Details
Coble’s Sandrock C and D Debris Landfill
Permit No. 01-05
LaBella Associates
July 2019
CASING GROUND
DIAM.SURFACE DEPTH ELEV.DEPTH ELEV.
inches BGS MSL BGS MSL from to from to
MW-2 03/28/97 2 580.31 582.31 22.00 558.31 >22.0 <558.31 5.00 20.00 575.31 560.31 Saprolite/PWR Compliance Well
MW-4 04/01/97 2 580.64 582.64 21.30 559.34 >21.3 <559.34 6.30 21.30 574.34 559.34 Saprolite/PWR Compliance Well
MW-5 01/18/02 2 575.21 577.41 15.00 560.21 15.00 560.21 5.00 15.00 570.21 560.21 Saprolite/PWR Water Level Only
MW-6 (P-3)08/05/97 2 652.76 652.56 41.00 611.76 16.00 636.76 21.00 41.00 631.76 611.76 Bedrock Background Well
MW-7 12/19/02 2 581.08 583.33 13.50 567.58 13.50 567.58 3.50 13.50 577.58 567.58 Saprolite/PWR Compliance Well
MW-8 03/21/05 2 571.50 574.26 20.00 551.50 >20.0 <551.50 5.00 20.00 566.50 551.50 Saprolite/PWR Compliance Well
MW-10S 03/22/05 2 589.62 592.46 21.50 568.12 5.00 584.62 6.50 21.50 583.12 568.12 Bedrock Compliance Well
MW-10D 03/25/05 2 589.90 592.76 64.00 525.90 5.00 584.90 54.00 64.00 535.90 525.90 Bedrock Water Level Only
MW-11R 03/25/19 2 TBD TBD 40.00 TBD 18.00 TBD 14.00 34.00 TBD TBD Bedrock Compliance Well
P-19S 01/31/02 2 569.18 572.18 10.00 559.18 >10.0 <559.18 4.00 10.00 565.18 559.18 Saprolite Compliance Well
P-19D 01/31/02 2 569.65 571.85 60.00 509.65 10.00 559.65 45.00 60.00 524.65 509.65 Bedrock Water Level Only
NOTES:
All elevations are referenced to mean sea level (MSL.); depths are referenced to below ground surface (BGS) or top of casing (TOC).
TOC = Top of Casing
BGS = Below Ground Surface
PWR = Partialy Weathered Bedrock
TBD = To be determined
COMMENTS
LITHOLOGY OF
SCREENED
INTERVALELEV. MSL
TOP OF BEDROCK
DEPTH BGS
TOTAL DEPTH
DRILLED SCREENED INTERVAL
WELL ID DATE
INSTALLED TOC
WELL ELEVATIONS
feet above MSL

Figure

DRAWINGS

570
5
7
0
580
590
600580580
580
570
630 620
610630620600610620620630640650640
6
5
0
6
6
0
600
610
6206306
5
0
64
0
610
620
630640640
630
650
640 630620640 6306
4
0
6
5
0
6
4
0
650640
64
0
64
0
5
7
0
5705
8
059
0600610620630640650590600610620630640
610640570
570
580
63
0
650
6406
3
0
6406
5
0 610590
600
6
2
0 610600
590
580
5
7
0
570
580
5
9
0
6
0
0
6
2
0610620610
6506
4
0 6306206106306
1
0
FOSTER STORE ROAD
FOSTER STORE R
O
A
D
PRIVATE
DWELLING
LEGEND
FACILITY BOUNDARY/
PROPERTY LINE
EXISTING 2' CONTOURS
EXISTING 10' CONTOURS
GROUNDWATER CONTOURS
PERMITTED WASTE LIMITS
STREAM
PIEZOMETER LOCATION
GROUNDWATER MONITORING WELL
LOCATION AND IDENTIFICATION
P-32
iSEGMENT USED FOR GRADIENT
CALCULATIONS
GROUNDWATER FLOW
DIRECTION WITH GRADIENT
CALCULATION SEGMENT
i
61
0
P-34
PHASE
1A
PHASE
2A
569.37
FACILITY
BOUNDARY
(154.20 ACRES)
P-23
P-25
568.29
SW-1
PHASE
2B
MW-10S
MW-10D
MW-8
PRIVATE
DWELLING
PZ-19S
PZ-19D
584.68
MW-4
MW-2
MW-7
MW-5
P-24
568.43
574.28
SW-2
PHASE
3B
568.07
MW-6
623.91
EXISTING
LCID
DISPOSAL AREA
i
567.88
NM
584.18
EXISTING
LCID
DISPOSAL AREA
PERMITTED
WASTE LIMITS
NOTES
1.TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET.
2.GROUNDWATER SURFACE CONTOUR INTERVAL = 10 FEET.
3.STATIC WATER LEVELS MEASURED ON 10/9/18.
4.GROUNDWATER CONTOURS BASED ON LINEAR INTERPOLATION BETWEEN
AND EXTRAPOLATION FROM KNOWN DATA, TOPOGRAPHIC CONTOURS, AND
KNOWN FIELD CONDITIONS. THEREFORE, GROUNDWATER CONTOURS MAY
NOT REFLECT ACTUAL GROUNDWATER CONDITIONS.
5.DIGITAL MAPPING OBTAINED FROM CLIENT.
6.GROUNDWATER CONTOUR LINES SHOW THE WATER TABLE SHAPE AND
ELEVATION. THESE CONTOURS ARE INFERRED LINES FOLLOWING THE
GROUNDWATER SURFACE AT A CONSTANT ELEVATION ABOVE SEA LEVEL.
THE GROUNDWATER FLOW DIRECTION IS GENERALLY PERPENDICULAR TO
THE GROUNDWATER SURFACE CONTOURS, SIMILAR TO THE RELATIONSHIP
BETWEEN SURFACE WATER FLOW AND TOPOGRAPHIC CONTOURS.
FLOW PATH LENGTH
i
i
= 1,853 LF
= 546 LF
PHASE
3A
PROJECT NO.APPROVEDCHECKEDDRAWNDESIGNEDDATEDATEREVISIONS AND RECORD OF ISSUEBYNO APPCK
SCALE All rights reserved.Ó Joyce Engineering, Inc.DRAWING NO.L:\Coble Sandrock\dwg\GW Event Maps\Coble's Sandrock GW Map OCTOBER 2018.dwg Layout=Layout12211 W. MEADOWVIEW ROADGREENSBORO, NC 27407PHONE: [phone]NC CORP LIC: C-07822180191COBLE'S SANDROCK, INC.KIMESVILLE, NORTH CAROLINA20181
AS NOTEDGROUNDWATER SURFACE CONTOUR MAPOCTOBER 9, 2018SSRWHMVMV12/13/180
(FEET)
GRAPHIC SCALE
400200100
MW-11R
570
5
7
0
580
590
600580580
580
570
630 620
610630620600610620620630640650640
6
5
0
6
6
0
600
610
6206306
5
0
64
0
610
620
630640640
630
650
640 630620640 6306
4
0
6
5
0
6
4
0
650640
64
0
64
0
5
7
0
5705
8
059
0600610620630640650590600610620630640
610640570
570
580
63
0
650
6406
3
0
6406
5
0 610590
600
6
2
0 610600
590
580
5
7
0
570
580
5
9
0
6
0
0
6
2
0610620610
6506
4
0 6306206106306
1
0
FOSTER STORE ROAD
FOSTER STORE R
O
A
D
PRIVATE
DWELLING
LEGEND
FACILITY BOUNDARY/
PROPERTY LINE
EXISTING 2' CONTOURS
EXISTING 10' CONTOURS
GROUNDWATER CONTOURS
PERMITTED WASTE LIMITS
STREAM
PIEZOMETER LOCATION
GROUNDWATER MONITORING WELL
LOCATION AND IDENTIFICATION
P-32
iSEGMENT USED FOR GRADIENT
CALCULATIONS
GROUNDWATER FLOW
DIRECTION WITH GRADIENT
CALCULATION SEGMENT
i
61
0
P-34
PHASE
1A
PHASE
2A
569.37
FACILITY
BOUNDARY
(154.20 ACRES)
P-23
P-25
568.29
SW-1
PHASE
2B
MW-10S
MW-10D
MW-8
PRIVATE
DWELLING
PZ-19S
PZ-19D
584.68
MW-4
MW-2
MW-7
MW-5
P-24
568.43
574.28
SW-2
PHASE
3B
568.07
MW-6
623.91
EXISTING
LCID
DISPOSAL AREA
i
567.88
NM
584.18
EXISTING
LCID
DISPOSAL AREA
PERMITTED
WASTE LIMITS
NOTES
1.TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET.
2.GROUNDWATER SURFACE CONTOUR INTERVAL = 10 FEET.
3.STATIC WATER LEVELS MEASURED ON 10/9/18.
4.GROUNDWATER CONTOURS BASED ON LINEAR INTERPOLATION BETWEEN
AND EXTRAPOLATION FROM KNOWN DATA, TOPOGRAPHIC CONTOURS, AND
KNOWN FIELD CONDITIONS. THEREFORE, GROUNDWATER CONTOURS MAY
NOT REFLECT ACTUAL GROUNDWATER CONDITIONS.
5.DIGITAL MAPPING OBTAINED FROM CLIENT.
6.GROUNDWATER CONTOUR LINES SHOW THE WATER TABLE SHAPE AND
ELEVATION. THESE CONTOURS ARE INFERRED LINES FOLLOWING THE
GROUNDWATER SURFACE AT A CONSTANT ELEVATION ABOVE SEA LEVEL.
THE GROUNDWATER FLOW DIRECTION IS GENERALLY PERPENDICULAR TO
THE GROUNDWATER SURFACE CONTOURS, SIMILAR TO THE RELATIONSHIP
BETWEEN SURFACE WATER FLOW AND TOPOGRAPHIC CONTOURS.
FLOW PATH LENGTH
i
i
= 1,853 LF
= 546 LF
PHASE
3A
PROJECT NO.APPROVEDCHECKEDDRAWNDESIGNEDDATEDATEREVISIONS AND RECORD OF ISSUEBYNO APPCK
SCALE All rights reserved.Ó Joyce Engineering, Inc.DRAWING NO.L:\Coble Sandrock\dwg\GW Event Maps\Coble's Sandrock GW Map OCTOBER 2018.dwg Layout=Layout12211 W. MEADOWVIEW ROADGREENSBORO, NC 27407PHONE: [phone]NC CORP LIC: C-07822180191COBLE'S SANDROCK, INC.KIMESVILLE, NORTH CAROLINA20182
AS NOTEDSITE LAYOUT MAPSSRWHMVMV12/13/180
(FEET)
GRAPHIC SCALE
400200100
MW-11RProposed Monitoring Well
MW-11R

Appendices

Appendix 1
Boring Log and Well Construction Diagram

12-28-2017 \\JEI-GSO-FS1\Projects\Coble's Sandrock\C&D Landfill\Groundwater\Boring logs\Coble's MW-11 .borCoble's Sandrock C&D Landfill
Project No. 218192, Phase 02
LOG OF BORING MW-11
(Page 1 of 1)Depth in Feet 0
5
10
15
20
25
30
Surf.
Elev.
614
614
609
604
599
594
589 Blow Count%
Rec.USCSDESCRIPTION Well ConstructionInformation
Date Started : 12/21/17
Date Completed : 12/22/17
Hole Diameter : 6.5-inch
Drilling Method : Sonic Drilling
Sampling Method :
Drilling Company : SADEACCO
Northing Coord. :
Easting Coord. :
Survey By :
Logged By : G.V. Burbach
SC
SAP
PWR
RK
Tan SANDY CLAY, no structure, some orgianic material.
Saprolite (based on drillilng resistance). No material recovered.
Partialy weathered rock (based on drilling resistance). No material recovered.
Competent rock. 4 ft of core recovered. 20.0-22.7' = dk. green-gray gneiss, med.-fine grained, near horizondal foliation.20.7-24.0' = white granite, med. grained.
Boring terminated at 24'
TOC Elev.:
Well: MW-11
Grout(0'-10')
Bentonite Seal(10'-12')
Sand Pack(12'-24')
Riser Pipe(-3'-14')
Screen(14'-24')
WELL CONSTRUCTION
Date Compl. : 12/22/2017Hole Diameter(s) : 6.5-inchDrilling Method(s) : SonicCompany Rep. : Drilling Method(s) : Company Rep. : Will Keyes, Cert. # 4220-A
WELL CASING
Material : PVCDiameter : 2-inchJoints : Threaded, flush-coupledApprox. Csg. Stickup : 3-feet
WELL SCREEN
Material : Slotted PVCDiameter : 2-inchJoints : Thredded, flush-coupledOpening : 0.01 inch
GRAVEL PACK
Type : #2 Sand
WELL SCREEN SEAL
Type : Bentonite
ANNULUS SEAL
Type : Cement/Grout
PROTECTIVE CSG.
Type : 4"x4" steel, aboveground
WELL PAD
Type : 3'x3'x6" concrete
1. Drilling performed with a track-mounted
Geoprobe 8140LS Sonic Rig with a 6.5-inch
bit.
2. Rig's head overheating @ 24' due to very
hard rock - could not drill deeper.
3. Installed screen, riser, & sandpack 12/21/17 and let it sit overnight to see how much water there was.
4. Water Level 8:00 am 12/22/17 = 17.80 ' BGS.
5. Completed well on 12/22/17.

Appendix 2
Forms

DATE: GROUND WATER SAMPLING LOG
Project Name: Project No. /Task No.:
Well ID: Sampler(s):
Well Location:
Well Diameter: inches
Initial Depth to Water (DTW): feet
Depth to Bottom (DTB): feet
Water Column Thickness (WCT): feet [DTB-DTW]
Calculation for One Well Volume (WV):
For 2” Well: WCT X 0.163 = gallons
For 4” Well: WCT X 0.653 = gallons
For THREE Well Volumes: WV X 3 = gallons
Actual Amount Purged/Bailed: gallons
Purged with:
Sampled with:
Depth to Water before Sampling: feet
Gallons Time Temp(°C) pH Cond.
(µS/cm)
Turb.(ntu) Initials

Before Sampling
Comments (weather conditions, odor, color, silt, etc.):

Signature: ________________________________ Date: ________________________
QA/QC Sign Off: __________________________ Date: ________________________
Page 68 of 68

Appendix 3
NCSWR Appendix I and II List of Constituents

Prepared For:
COBLE’S SANDROCK, INC.
5833 FOSTER STORE ROAD
LIBERTY, NORTH CAROLINA 27298
Submitted By:
LaBella Associates
2211 West Meadowview Rd.
Suite 101
Greensboro, NC 27407
336-323-0092
NC License No. C-0430
LANDFILL GAS MONITORING PLAN
COBLE’S SANDROCK
CONSTRUCTION & DEMOLITION DEBRIS LANDFILL
PERMIT NO. 01-05
August 2019
Project no. 2191087
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
1

Table of Contents
1.0 INTRODUCTION ................................................................................................................................. 2
1.1 Regulatory Limits ......................................................................................................................... 2
1.2 Gas Control Plan and Landfill Gas Monitoring Network ............................................................ 2
1.3 Structure and Ambient Sampling ................................................................................................ 3
2.0 Landfill Gas Sampling Procedures .................................................................................................. 4
2.1 Gas Detection Probes .................................................................................................................. 4
2.2 Detection Equipment ................................................................................................................... 4
2.3 Response to Detected Combustible Gases ................................................................................ 4
2.4 Landfill Gas Sampling Protocol ................................................................................................... 5
2.5 Sampling and Analysis Procedure ............................................................................................... 6
2.6 LFG Monitoring Frequency .......................................................................................................... 7
2.7 Safety Precautions ....................................................................................................................... 7
3.0 Record Keeping and Reporting ....................................................................................................... 8
3.1 Landfill Gas Monitoring Data Form ............................................................................................. 8
3.2 Sampling Reports ......................................................................................................................... 8
3.3 Permanent Record Keeping ........................................................................................................ 8
4.0 CONTINGENCY PLAN ........................................................................................................................ 8
5.0 Certification of North Carolina Professional Geologist or Engineer ........................................... 10
6.0 CERTIFICATION OF REGISTERED LAND SURVEYOR .................................................................... 10
7.0 REFERENCES ................................................................................................................................. 10

Drawing
Drawing 1 - Landfill Gas Monitoring Plan
Appendices
Appendix A - Solid Waste Section – Landfill Gas Monitoring Guidance
Appendix B - Landfill Gas Monitoring Data Form
Appendix C - SWS November 2014 Memo on Document Submittal
Appendix D - Certification of Professional Geologist or Engineer

VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
2
1.0 INTRODUCTION
The North Carolina Department of Environment Quality will be referenced as NCDEQ in this
document, including references to its actions or documents predating the change. The
NCDEQ Division of Waste Management (DWM) and Solid Waste Section (SWS) retain the
same designations.
This Landfill Gas Monitoring Plan (LGMP) will serve as a guidance document for collecting
and monitoring of landfill gas at Coble’s Sandrock Construction and Demolition Landfill
(C&DLF). Landfill gas will be monitored quarterly to ensure that methane and hydrogen
sulfide concentrations do not exceed the regulatory limit at the facility boundary or in
facility structures. The LGMP was prepared in accordance with the NCDEQ-DWM-SWS
Gas Monitoring Guidance document, including updated monitoring requirements for C&D
landfills, to assure performance standards are met and to protect public health and the
environment.
1.1 Regulatory Limits
The unlined C&D landfill at the Coble’s Sandrock is governed by the North Carolina Solid
Waste Management Regulations (NCSWMR) 15A NCAC 13B.0500 rules. Current regulations
and requirements for C&D landfills state that concentration of methane gas, as well as
hydrogen sulfide (H2S), generated by the facility should not exceed 25% of the lower
explosive limit (LEL) in facility structures or that the concentrations of gasses do not exceed
the LEL at the facility property boundary. The LEL for methane equals 5% by volume at
standard temperature and pressure. The LEL for hydrogen sulfide equals 4% by volume at
standard temperature and pressure. This LGMP prescribes a routine monitoring program to
ensure standards are met and the actions to be taken if methane or hydrogen sulfide
concentrations exceed specified limits.
1.2 Gas Control Plan and Landfill Gas Monitoring Network
To protect public health and safety in the vicinity of the landfill, gas produced by the
decomposition of refuse will be controlled and monitored during the operational, closure,
and post- closure periods. The gas monitoring program will be implemented for the purpose
of maintaining the concentration of methane gas below the regulatory levels.
The landfill gas monitoring plan is currently proposed to include monitoring, and passive gas
venting in the landfill. Other remedial measures will be implemented as needed to mitigate
a potential gas migration problem.
Gas monitoring at the Coble’s Sandrock C&D Landfill will be performed during the active life
of the landfill and throughout the post-closure care period. Quarterly monitoring will be
conducted at all subsurface gas detection probes. The approximate location of the landfill
gas probes are shown in Drawing 1. A typical probe construction detail is presented on page
13 in Section 5 of Appendix A.
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
3
The landfill gas monitoring network consist of four gas probe named GP-01 through GP-04.
The probe locations were chosen to adequately surround areas where waste will be in place
and where potential receptors are nearby. GP-01 monitors potential gas migration from
Phase 3B, or to the structure on the property adjacent and to the west of Phase 3B. GP-02
monitors gas potential migration off the landfill property to the west of Phase 2B, GP-03
monitors potential gas migration off the landfill property to the northeast of Phase 3A, and
GP-04 monitors potential gas migration off the landfill property to the southeast of Phase
3A. Monitoring probes are not proposed directly to the north of the landfill since the
property line in this direction is a perennial stream, Poppaw Creek, which will serve as a
barrier for subsurface methane migration.
Additional gas detection probes will be installed on the site as additional phases are
permitted for operation. Proposed probe locations will be field engineered after the site is
graded so that optimum locations can be selected. Sufficient numbers of gas probes will be
installed to adequately monitor each phase. Construction records for the gas probes will be
submitted to the Division upon completion.
Gas probes will be constructed of nominal 2-inch PVC riser and screen. The screened
interval shall begin at the 5 feet below ground surface and extend to the total depth of the
boring. The probes will be completed with concrete well pads and lockable protective
covers.
If auger refusal is encountered at less than 10 feet below ground surface, the drilling rig will
be offset approximately 10 to 30 feet to make another attempt. If after 3 attempts, no
boring has exceeded 10 feet, but at least one exceeded 5 feet in depth, the probe will be
installed in the deepest boring, with construction adjusted for the shallow depth. If none of
the 3 attempts exceed 5 feet in depth, no probe will be installed at that location.
Within thirty (30) days of completion of any landfill monitoring gas wells, a well construction
record and/or boring log for each well, including but not limited to total depth, screened
interval and distance above the seasonal water table, will be submitted to the SWS. The
submittal will also include a scaled topographic map showing the location and identification
of new, existing and abandoned landfill gas monitoring wells.
Upon final closure, passive landfill gas vents will be installed along with the final cover
system to allow release of gas to the atmosphere. These vents will be installed at a
frequency of approximately one per acre of cap surface area.
1.3 Structure and Ambient Sampling
In accordance with Solid Waste Section’s (SWS) Landfill Gas Monitoring Guidance document
and Rules 15A NCAC 13B.0600, the active facility structures within 1000 feet of waste will
be monitored for methane. All accessible areas of the interiors, especially areas such as
plumbing that could be entry points for gas, will be monitored.
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
4
2.0 LANDFILL GAS SAMPLING PROCEDURES
Landfill gas samples will be collected in accordance with Solid Waste Section’s Landfill
Gas Monitoring Guidance document included as Appendix A. Details of detection
equipment and sampling procedures are outlined below.
2.1 Gas Detection Probes
Gas monitoring in detection probes will consist of attaching the monitoring device to each
tubing within the probes, and recording both the initial concentration and steady state
concentration of combustible gases. SWANA guidelines for purging wells and other
monitoring procedures shall be followed.
2.2 Detection Equipment
A portable combustible gas monitor, measuring the concentration of combustible gases in
units of percent of LEL and/or % by volume shall be used to conduct gas monitoring. The
LEL is the lowest percent by volume of a mixture of combustible gas in air that will propagate
a flame at 25 degrees Celsius and atmospheric pressure. The preferred equipment will be a
portable gas monitor that can reliably measure methane and hydrogen sulfide in both
Percent Volume and Percent LEL, such as the Landtec/QED Gas Analyzer and Gas Extraction
Monitor (GA/GEM) series of instruments.
The gas monitoring instrument shall be calibrated to methane according to the
manufacturer's calibration procedure before the monitoring activities begin. The calibration
gas to be used depends on the expected levels of methane in landfill gas monitoring wells.
The appropriate manufacturer’s specified calibration gas concentration shall be used based
on the appropriate monitoring range expected, or beginning with the lower methane
concentration range. Verification that the equipment was calibrated in accordance with the
manufacture’s specifications is required. Calibration information must be recorded on the
Landfill Gas Monitoring Data Form.
The H2S monitor or pod shall be calibrated to H2S using the manufacturer's calibration kit
and procedure before the monitoring activities begin. Most instruments monitor for, and are
calibrated in, the 0-500 ppm range for H2S for purposes of human health and safety. This
range is more protective than the explosive limit monitoring requirement, and should provide
warning of H2S migration long before exceedance of the LEL.
2.3 Response to Detected Combustible Gases
The regulatory action levels for combustible gas monitoring in gas detection probes are
100% LEL at the facility boundary and 25% LEL in on-site structures. Following a non-
compliant reading, Coble’s Sandrock, Inc. will notify the North Carolina Department of
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
5
Environmental Quality, Solid Waste Section in writing and will take immediate steps to
ensure safety and protection of human health.
At a minimum, the following actions will be taken if the methane concentration exceeds 25%
of the LEL in any structure:
• Put out all smoking materials and turn off all ignition sources;
• Evacuate all personnel;
• Vent the structure;
• Do not allow personnel to reenter the building, except to perform gas monitoring,
until the results of additional monitoring indicate that methane concentrations
are sustained or stabilized below 25% LEL;
• Begin continuous monitoring within the structure; and
• Undertake an assessment to determine the origin and pathways of the gas
migration.
Within seven days of detection, the monitoring results, actions taken and actions proposed
to resolve the problem will be placed in the Operating Record. Within 60 days of detection,
Coble’s Sandrock, Inc. will develop and implement a landfill gas remediation plan for the
combustible gas releases and notify the Division that the plan has been implemented. The
plan will describe the nature and extent of the problem and the proposed remedy.
2.4 Landfill Gas Sampling Protocol
The portable combustible gas monitor will be turned on and allowed to warm up prior to
gas sampling. The static pressure should show a reading of zero before taking the
initial sample. The sample tube shall be purged for at least one minute prior to
connecting the sample tube to the detection well, and then the initial concentration will
be recorded. Gas monitoring will continue until the readings have stabilized. A stable
reading is considered to be +/- 0.5% by volume on the instrument’s scale. Once the
reading has stabilized for 5 seconds, the reading will be recorded and the tubing will be
disconnected from the valve. These steps will be repeated for each landfill gas monitoring
well.
While sampling, results for methane should be determined in Percentage of the LEL as well
as Percent Volume. Some instruments such as the Landtec GEM series track both
measurements, if the instrument does not, both the LEL and Percent Volume of each
monitored point need to be calculated for proper reporting. 100 percent of the LEL for
methane is equivalent to 5 Percent Volume in air; therefore;
Percent Volume can be converted into percent of the LEL by multiplying by a factor of 20:
Methane in % Volume X 20 = % LEL, and
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
6

Percent LEL can be converted to Percent Volume with:
%LEL/20 = % Volume Methane
The results should be recorded for proper reporting as described in the following sections.
Gas monitoring in on-site structures will attempt to identify the "worst case" concentrations.
The monitoring locations will be in corners along floors and ceilings, at cracks in the
floor, and at other areas likely to accumulate gas. Gas monitoring will also be conducted
in any confined space requiring the entry of personnel for maintenance or inspection.
The monitoring will take place prior to entry by personnel in accordance with OSHA
regulations.
2.5 Sampling and Analysis Procedure
The required monitoring will be completed by a properly trained professional. The portable
equipment to be used will be designed for the detection of combustible gases or vapors.
The standard operating procedure for this type of monitoring is as follows:
• Calibrate the monitoring equipment in accordance with the manufacturer’s
instructions.
• Measure and record the undisturbed probe pressure/vacuum. This requires
connecting the pressure gauge to a device such as quick connect, or a valve, and
then opening the valve to measure the pressure.
• Leak check the entire sample train by sealing the end of the monitoring hose and
verifying that air does not leak into the sample train either through stoppage of
the pump or maintaining a complete seal.
• Purge the probe casing (piping). Based on probe casing volume and sample
pump flow rate, determine the purge time to pump over two volumes from the
casing using the sample pump. The objective is to monitor soil gas from void
spaces surrounding the probe screened interval.
• Read and record the stabilized concentration of methane.
• If the methane reading continually increases as the probe is pumped, the initial
concentration after purging is recorded because the objective is to record the
conditions of the gas around the probe rather than gases that can be pulled to
the probe via the pumping process.
• Keep monitoring results in the landfill operating record.
The personnel performing the LFG potential migration monitoring and data evaluation will be
knowledgeable of the factors that may influence migration. This will ensure that the
monitoring effort will be thorough and that potential problems can quickly be identified and
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
7
corrected. The following are several factors that monitoring personnel will remain aware of
and/or make visual observations of:
• Distressed vegetation, signs of stunted growth, wilting, color changes, death
during the growing season, and bare spots;
• Increased “rotten egg” odors around the landfill, indicating the presence of
hydrogen sulfide, a common trace constituent found in landfill gas; and
• Air bubbles permeating through standing water outside the limits of waste that
may be from gas laterally migrating and finding its way to the surface.
• Development of surrounding areas, such as placing impermeable ground covers
(i.e., paved parking areas, building slabs), can force landfill gas to remain
underground and promote lateral migration. Additionally, off-site structures and
utilities can provide enclosed areas in which landfill gas may collect and pose a
safety hazard;
• Heavy irrigation or rainfall that saturates the soil may provide an impermeable
barrier to landfill gas causing lateral migration;
• Excavation activities such as utility trenches may cause landfill gas to escape
through the soils and into the excavation. The landfill gas may accumulate to
explosive levels or displace oxygen within the excavation. Both possibilities
compromise safety;
• Surface cracks or settlement can cause uncontrolled venting of landfill gas or air
intrusion into the landfill that could reduce landfill gas quality (decrease methane
concentration) or increase the potential for a landfill fire;
• Barometric pressure, wind, and temperature can affect the net pressure of landfill
gas present. At a lower barometric pressure, more landfill gas tends to escape
through the cover or the surrounding surface; and
• Snow or frozen ground cover, as with saturated soil, can reduce surface
permeability and increase lateral migration of landfill gas.
2.6 LFG Monitoring Frequency
The landfill gas wells and on-site structures included in this LGMP will be monitored at least
quarterly in accordance with current regulations. The gas wells will be monitored for the
second and fourth quarterly events in conjunction with the semiannual groundwater
monitoring events which usually occur in April-June and October-December.
2.7 Safety Precautions
During landfill gas monitoring events, special attention will be placed on areas and probes
with methane concentrations approaching or exceeding the regulatory limits. Excessive
concentrations of combustible gases in structures (i.e., 25% LEL or greater) shall be cause
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
8
for immediate evacuation of any structure that is staffed. Entry into the building should be
prohibited until the concentrations are maintained at satisfactory levels. The source of the
gas, or gas migration pathway, shall be investigated to determine appropriate courses of
action to prevent the reoccurrence of the event. As a general rule, maintaining a good air
flow in the space and good ventilation will help prevent potential gas build-up situations. In
addition, methane concentrations in areas that are usually closed off, such as closets and
equipment service areas, can be managed with a louvered door and through-the-wall vents.
3.0 RECORD KEEPING AND REPORTING
The landfill gas data will be recorded in accordance to the SWS’s Landfill Gas
Monitoring Guidance document included as Appendix A . The records will be maintained
in the landfill operating record. If there are exceedances of regulatory limits, the NCDEQ
will be notified within seven calendar days of the detection.
3.1 Landfill Gas Monitoring Data Form
An example landfill gas monitoring form is included as Appendix B.
3.2 Sampling Reports
The landfill gas monitoring reports will be prepared in accordance with the NCDEQ-DWM-
SWS Gas Monitoring Guidance (Appendix A), and current requirements for C&D landfills.
Electronic submittals of reports, when required, will be in accordance with the SWS
Memo, dated November 4, 2014, included as Appendix C. The reports will describe the
method of sampling, the date, time, location, sampling personnel, atmospheric
temperature, reported barometric pressure, equipment calibration information, exceptions
noted during sampling, and general weather conditions at the time of sampling, in addition
to the concentration of combustible gases in percent volume and percent of the LEL.
3.3 Permanent Record Keeping
A copy of the landfill gas monitoring results and any remediation plans will be maintained in
the landfill operating record. The reports will be maintained at the facility or an alternative
location near the facility approved by the Division.
4.0 CONTINGENCY PLAN
If methane gas or hydrogen sulfide gas levels that exceed the regulatory limits are
detected, the results shall be reported to Burke County immediately. The County will
notify the NCDEQ, SWS in writing and will take immediate steps to ensure safety and
protection of human health.
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
9
If methane or hydrogen sulfide levels exceed the LEL in existing gas probes, the need
for additional gas probes will be evaluated, as well as the need for additional monitoring
within any nearby structures in the direction of the gas migration. If the exceedance is in
a gas well not located at or near a property boundary, additional investigation including
use of bar-hole probes or temporary gas wells may be implemented to determine whether
or not the exceedance extends to the property boundary. If necessary, additional
permanent gas wells may be installed between the exceeding well(s) and the property
boundary to demonstrate that the site is in compliance.
If a compliance level is exceeded in an on-site structure, options will be evaluated to
reduce the current methane or hydrogen sulfide levels and to prevent further migration
of gasses into the structure. At a minimum, the following actions will be taken if the
methane or hydrogen sulfide concentrations exceed 25% of the LEL in any structure:
• Put out all smoking materials and turn off all ignition sources;
• Evacuate all personnel;
• Vent the structure;
• Do not allow personnel to reenter the building except to perform gas monitoring
until the results of additional monitoring indicate that gas concentrations are
sustained or stabilized below 25% of the LEL;
• Begin continuous monitoring within the structure; and
• Undertake an assessment to determine the origin and pathways of the gas
migration.
Within seven days of detection above the regulatory limits, the monitoring results will be
placed in the Operating Record and the County will indicate actions taken and actions
proposed to resolve the problem. Within 60 days of detection, the County will develop
and implement a landfill gas remediation plan for the combustible gas releases and
notify the Division that the plan has been implemented. The plan will describe the nature
and extent of the problem and the proposed remedy.
Hydrogen sulfide becomes dangerous to human health at concentrations well below the
Lower Explosive Limit. The OSHA Personal Exposure Limit (PEL) for H2S is 10 ppm for 8-
hours or 50 ppm peak exposure, and the NIOSH Immediately Dangerous to Life and
Human Health (IDLH) limit for H2S is 100 ppm. North Carolina Solid Waste Management
Regulations only require monitoring for explosive gas levels, not hazardous levels;
however, we recommend voluntary monitoring for H2S in the potentially hazardous range.
If H2S is detected at concentrations above 10 ppm in any gas probe or outdoor ambient air
monitoring point, or above 2.5 ppm inside any structure, we recommend that the
County be notified immediately and appropriate action will be taken to protect human
health, similar to the actions described above.
VII – Landfill Gas Monitoring Plan LaBella Associates, PC C&D LF 5-Year Permit Renewal/LOS May 2019
Coble’s Sandrock, North Carolina
10
5.0 CERTIFICATION OF NORTH CAROLINA PROFESSIONAL GEOLOGIST OR ENGINEER
The landfill gas monitoring plan for this facility has been prepared by a qualified geologist
or engineer who is licensed to practice in the State of North Carolina. The Certification of
Professional Geologist or Engineer form is included as Appendix D.
6.0 CERTIFICATION OF REGISTERED LAND SURVEYOR
All future landfill gas monitoring wells will be surveyed for location and elevation by a North
Carolina Registered Land Surveyor.
7.0 REFERENCES
Brown, Philip M., Chief Geologist, 1985, Geologic Map of North Carolina, The North
Carolina Geologic Survey, scale 1:500,000.
Fetter, C.W., 2001, Applied Hydrogeology, Fourth Edition: Prentice-Hall, Inc.
Johnson, A.I., 1967, Specific Yield - Compilation of Specific Yields for Various Materials:
U.S. Geological Survey Water Supply Paper 1662-D.
North Carolina Department of Environment and Natural Resources, 1990-2011, Solid
Waste Management Regulations.
United States Department of Labor, Occupational Health and Safety Commission, Standards
29 CFR Part 1926, 1970, Occupational Health and Environmental Controls, 29 CFR
1926.55 Appendix A - 1970 American Conference of Governmental Industrial Hygienists'
Threshold Limit Values of Airborne Contaminants, Threshold Limit Values of Airborne
Contaminants for Construction, Hydrogen Sulfide.

DRAWINGS

57057
0
580
590
60
0
5
8
0
580
5805706306206106306206006106206206306406506406
5
0
6
6
0 60061062063065
0
6
4
0610620630
640640630650640630620640630640
650640
650640640
640 5705705
8
0
5
9
0
600610620630640650590600610620630640610640570570
580630
6506406306406
5
0 610590600802326.19
1842194.44
567.53CBL-1
801804.71
1844578.84
644.64
CBL-2
799921.70
1842927.64
647.78CBL-3
799303.411844867.07
643.82
CBL-4
800512.15
1843829.01
664.59
CBL-5
799258.31
1842351.29
623.10
CSR23
798539.441844950.35
651.21
CSR24
803810.51
1841879.30
648.34
GPS-1
GP-1
GP-2
GP-3
GP-4
PHASE 1APHASE 2B
PHASE 2A
PRIVATE
DWELLING
PRIVATE
DWELLING
PROPERTY LINE
WASTE
LIMITS
PERMITTED
FACILITY
BOUNDARY
LEGEND
EXISTING 2 FOOT CONTOURS
EXISTING 10 FOOT CONTOURS
PROPERTY LINE
FACILITY LINE
CELL LIMITS
STREAM
ROAD
GAS PROBE
GP- 1PROPOSED
PHASE 3A
PROPOSED
PHASE 3B
PROJECT NO.APPROVEDCHECKEDDRAWNDESIGNEDDATEDATEREVISIONS AND RECORD OF ISSUEBYNOAPPCKSCALE All rights reserved.Ó Joyce Engineering, Inc.DRAWING NO.L:\Coble Sandrock\2019 LFG PLAN.dwg Layout=Layout10
(FEET)
GRAPHIC SCALE
400200100
2180191COBLES SANDROCK INC.KIMESVILLE, NORTH CAROLINA20191
AS NOTEDLANDFILL GAS PLANHKRWHHKHK03/01/19NC CORP LIC: C-07829731-F SOUTHERN PINE BLVDCHARLOTTE, NC 28273PHONE: [phone]

APPENDICES

APPENDIX A
Solid Waste Section – Landfill Gas Monitoring Guidance




























































APPENDIX B
Landfill Gas Monitoring Data Form

NC Division of Waste Management - Solid Waste Section
Landfill Gas Monitoring Data Form
Notice:
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:
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)
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
SIGNATURE TITLE
Revised – March 6, 2017
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.
NOTES
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.
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).
Landfill Gas Monitoring Data Form Facility Name: ____________________ Permit Number: ___________________ Date of Sampling: ____________________ Personnel: ___________________ Gas Monitor Type & Serial No: ____________________ Calibration Date: ___________________ Field Calibration Date & Time: ____________________ Calibration Gas Type: ___________________ General Weather Conditions: ____________________ Barometer : ___________________ Location or LFG GW ID Instr. purged Time Well Pressure (InWg) Time Pumped (sec.) CH4 (%LEL) CH4 (%Vol) H2S (ppm) Notes Abbreviations: GW = Gas Well LEL = Lower Explosive LimitLimits: CH4 LEL = 5% Volume H2S LEL =4% Vol H2S IDLH = 100 ppm

APPENDIX C
SWS November 2014 Memo on Document Submittal

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

1646 Mail Service Center, Raleigh, North Carolina 27699-1646 2090 US Highway 70, Swannanoa, North Carolina 28778-82111 Phone: [phone] Phone: [phone]
http://portal.ncdenr.org/web/wm/
An Equal Opportunity / Affirmative Action Employer
1
November 5, 2014
MEMORANDUM To: Solid Waste Directors, Public Works Directors, Landfill Operators, and Landfill Owners From: Solid Waste Section Re: Groundwater, Surface Water, Soil, Sediment, and Landfill Gas Electronic Document Submittal The Solid Waste Section is continuing its efforts to improve efficiencies in document management. All groundwater, surface water, soil, sediment, and landfill gas documents submitted to the Solid Waste Section are stored electronically and are made readily available for the public to view on our webpage. Please remember that hard copies/paper copies are not required, and should not be submitted. The submittal of these electronic
documents following a consistent electronic document protocol will also assist us in our review. Please follow these procedures when submitting all groundwater, surface water, soil, sediment, and landfill gas documents to the Solid Waste Section. Submittal Method and Formatting
x All files must be in portable document format (pdf) except for Electronic Data Deliverables (EDDs) unless otherwise specified by the Solid Waste Section. All pdf files should meet these requirements:
o Optical Characteristic Recognition (OCR) applied;
o Minimum of 300 dpi;
o Free of password protections and/or encryptions (applies to EDDs as well);
o Optimized to reduce file size; and
o Please begin using the following naming convention when submitting all electronic files: Permit Number (00-00)_Date of Document (YYYYMMDD). For example: 00-00_20140101.
x Please submit all files via email or by file transfer protocol (FTP) via email to the appropriate Hydrogeologist unless otherwise specified by the Solid Waste Section. If the electronic file is greater than 20 MB, please submit the file via FTP or on a CD. If submitting a CD, please mail the CD to the appropriate Hydrogeologist. The CD should be labeled with the facility name, permit number, county, name of document, date of monitoring event (if applicable), and the date of document.
x Please be sure a signed Environmental Monitoring Data Form is submitted as part of the electronic file for all water quality and landfill gas documents (monitoring, alternate source demonstration, assessment, investigation, corrective action). This completed form should be the first page of the document before the cover/title page and should not be submitted as an individual file. Blank forms can be downloaded at http://www.wastenotnc.org/swhome/EnvMonitoring/NCEnvMonRptForm.pdf

Monitoring Data
Monitoring data documents may include any or all of the following: 1) groundwater and surface water monitoring; 2) soil and sediment, and 3) landfill gas monitoring. In addition to the above procedures, at a minimum, please include the following: Groundwater and Surface Water Monitoring
x A copy of the laboratory report(s).
x A copy of the sampling log(s).
x A separate table of detections and exceedances for each monitoring location.

1646 Mail Service Center, Raleigh, North Carolina 27699-1646 2090 US Highway 70, Swannanoa, North Carolina 28778-82111 Phone: [phone] Phone: [phone]
http://portal.ncdenr.org/web/wm/
An Equal Opportunity / Affirmative Action Employer
2
o All analytical results should be reported in micrograms per liter (ug/L) except for field parameters and specific Monitored Natural Attenuation (MNA) parameters.
o Please also include the laboratory’s method detection limit (MDL) in ug/L, the Solid Waste
Section Limit (SWSL) in ug/L, the appropriate NC regulatory standard in ug/L (2L, 2B, GWPS, IMAC), and the Federal Maximum Contaminant Level (MCL) in ug/L.
o Please BOLD each exceedance result.
x A separate table of field parameters for each monitoring location.
x An Electronic Data Deliverable (EDD) spreadsheet for each monitoring event submitted in the correct
format. All analytical results should be reported in micrograms per liter (ug/L) except for field parameters and specific Monitored Natural Attenuation (MNA) parameters. The blank EDD template can be downloaded at http://www.wastenotnc.org/swhome/enviro_monitoring.asp. Please pay attention to the formats within the spreadsheet. Any EDD received that is not formatted correctly will be emailed back to be resubmitted via email within five (5) days.
x A separate groundwater monitoring well construction table.
o Please also include the date the well was drilled, well diameter, total well depth, depth to top of screened interval (in feet), screened interval (in feet), geology of screened interval, TOC elevation, ground elevation, groundwater elevation, GPS coordinates (latitude and longitude), and depth to water (in feet).
x A separate groundwater table with groundwater flow rate(s).
x A recent facility figure that includes labeled groundwater and surface water monitoring locations.
x A groundwater flow map with an arrow(s) indicating flow direction(s), including date the measurements were taken.
Soil and Sediment Sampling
x A copy of the laboratory report(s).
x A copy of the sampling log(s).
x A separate table of detections and exceedances for each sampling location.
o Please also include the results in micrograms per liter (ug/L), the laboratory’s method detection limit (MDL) in ug/L, and the appropriate NC regulatory standard (PSRG) in ug/L.
o Please BOLD each exceedance result.
x A separate table of soil and/or sediment characteristics.
x A recent facility figure that includes labeled sampling locations. Landfill Gas Monitoring
x A blank Landfill Gas Monitoring Data Form can be found within the Landfill Gas Monitoring
Guidance document and can be downloaded at http://portal.ncdenr.org/c/document_library/get_file?uuid=da699f7e-8c13-4249-9012-16af8aefdc7b&groupId=38361.
x A separate table of landfill gas detections and exceedances for each monitoring location. Please BOLD each exceedance result.
x A recent facility figure that includes labeled landfill gas monitoring locations (both permanent and temporary). If you have any questions or concerns regarding electronic submittals, please feel free to contact the
Hydrogeologist overseeing your facility. The Solid Waste Section greatly appreciates your assistance on this matter. Working together, we can continue to provide excellent customer service to you and to the
public.
x Jackie Drummond, Asheville Regional Office, 828-296-4706, [e-mail]
x Ervin Lane, Raleigh Central Office, 919-707-8288, [e-mail]
x Elizabeth Werner, Raleigh Central Office, 919-707-8253, [e-mail]
x Christine Ritter, Raleigh Central Office, 919-707-8254, [e-mail]
x Perry Sugg, Raleigh Central Office, 919-707-8258, [e-mail]

APPENDIX D
Certification of Professional Geologist or Engineer