9231_BrownfieldRdCDLF_Response_DIN26173_20160525

May 25, 2016

Ms. Pat Backus, P.E.
Permitting Engineer
NC DEQ, Division of Waste Management
1646 Mail Service Center
Raleigh, NC 27699-1646

RE: Brownfield Road C&D Landfill – Phase 2B (SWS Permit No. 92-31)
Response to Comments – Permit to Construct Application
Raleigh, North Carolina

Dear Ms. Backus:

Smith Gardner Inc. (S+G) is pleased to respond to your April 19, 2016 comments (Attached)
on behalf of Wake Reclamation, LLC (a Waste Industries Company). Please find our
responses (bold) corresponding to your comments presented in italics.

Attachment G – Technical Specifications
Comment 1: Rock Removal – Section 02229 is reference in Section 02223 Embankment but
is not included in the Technical Specifications attachment.

Response: Section 02229 (Rock Removal) has been added to Attachment G – Technical
Specifications and the Technical Specification Table of Contents has been updated to
reflect its addition.

Comment 2: Landfill Gas Wells/Vents – Section 13252 is referenced in Section 02614 High
Density Polyethylene (HDPE) Pipe but is not included in the Technical Specification
attachment.

Response: Section 13252 (Landfill Gas Vents) was unintentionally included in the
Section 02614 High Density Polyethylene (HDPE) pipe; it has been removed from this
specification.

Attachment I – Operations Plan
Comment 3: Section 1.2.3 – Contact information – North Carolina Department of
Environmental Quality
 Liz Patterson is in the Raleigh Central Office
 Dennis Shackelford has retired and Drew Hammonds has been appointed as his
replacement. His email is [e-mail]

Response: The contact information in Section 1.2.3 has been updated.

DocuSign Envelope ID: C19055AB-4520-400C-BD0E-C5127370EF37
Ms. Pat Backus
May 25, 2016
Page 2 of 4
Section 2.2 Acceptable Waste
Comment 4: The definition listed in the operation plan for “Land Clearing and Inert Debris
Waste” is incorrect. The referenced statute, G.S. 130A-290(a)(15), states "Land-clearing
debris" means solid waste which is generated solely from land-clearing activities. 15A NCAC
13B .0101 (23) states “Land clearing waste” means solid waste with is generated from land-
clearing activities such as stumps, trees, limbs, brush, grass, and other naturally occurring
vegetative material. Please note that “yard trash”, which was listed in the definition
provided, is specifically excluded from disposal in a C&DLF unit by 15A NCAC 13B
.0542(e)(14).

Response: The Land Clearing and Inert Debris Waste bullet item in Section 2.2 has been
updated to read

“Land Clearing and Inert Debris Waste: as defined in G.S. 130A-290 (a)(15) and 15A
NCAC 13B .0101 (23) means solid waste that is generated solely from land-clearing
activities, such as stumps, tree trunks and other naturally occurring vegetative
material.”

Comment 5: It is stated that “special wastes” described in Section 2.5.3 may also be accepted
at the facility. Section 2.5.3 describes special handling procedures for asbestos. There is a
statutory definition for “special wastes” in G.S. 130A-290(a)(40). It does not include asbestos
waste. “Special wastes” are one of the waste excluded for disposal in a C&DLF unit by15A
NCAC 13B .0542(e)(12). Asbestos waste can be accepted and disposed based on 15A NCAC
13B .0542(c)(2). It might be better to use terminology that doesn’t conflict with a regulatory
definition.

Response: The term special waste has been removed from the operations plan and
Section 2.5.3 has been renamed to Asbestos Waste Management to alleviate potential
terminology conflicts.

Section 2.3 Prohibited Wastes
Comment 6: There are more wastes that can’t be disposed of in a C&DLF unit than are listed
in the operation plan. These are listed in 15A NCAC 13B .0542(e). This rule will be
referenced in the permit and it might be beneficial to reference this rule in this section so
that your screening will exclude these wastes.

Response: Section 2.3 has been updated to include a more extensive list of prohibited
waste as well as referencing 15A NCAC 13B .0542(e). An updated Section 2.3 is
provided below:

The following wastes are prohibited from being accepted at the C&D landfill facility:

 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,
 Garbage as defined in G.S. 130A-290(a)(7),
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Ms. Pat Backus
May 25, 2016
Page 3 of 4
 Hazardous waste as defined in G.S. 130A-290(a)(8), to also include
hazardous waste from conditionally exempt small quantity generators,
 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),
 Liquid wastes,
 Medical waste as defined in G.S. 130A-290(a)(18),
 Municipal solid waste as defined in G.S. 130A-290(a)(18a),
 Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761,
 Radioactive waste as defined in G.S. 104E-5(14),
 Septage as defined in G.S. 130A-290(a)(32),
 Sludge as defined in G.S. 130A-290(a)(34),
 Special wastes as defined in G.S. 130A-290(a)(40),
 White goods as defined in G.S. 130A-290(a)(44), and
 Yard trash as defined in G.S. 130A-290(a)(45),

Brownfield Road LF will implement a waste screening program described in Section
2.4, to prohibit these types of waste. Solid waste section specifications regarding
prohibited waste are presented in 15A NCAC 13B .0542(e).

Asbestos waste may be accepted by the facility if handled according to Section 2.5.3.

Attachment F – Financial Assurance
Comment 7: The estimate you have provided includes Phase 2B and is reasonable and
acceptable. However, because it may be a few years before Phase 2B is constructed and
because you may be closing Phase 1 in the interim, I don’t plan to issue a letter approving the
financial assurance at this time. The facility already has financial assurance in place for the
area in the permit to operate.

Response: We agree with your reasoning. Phase 2 Stage 2A is currently under
construction and an updated financial assurance will be submitted with those
documents.

Drainage
The following comments (as understood by S+G) stem from the meeting on November 30,
2015 where project specifics were discussed.

Comment 8: The drainage path of stormwater on Drawing S3 (Final Cover Grading and
Drainage Plan) is unclear. The drawing shows the flow direction of stormwater (arrows)
along the side slope swales but does not show it flowing downslope, off of the hill.

The Drawing S3 (Final Cover Grading and Drainage Plan) shows the final cover design,
including directing drainage to the depicted downpipe locations. Arrows are directed to
the down pipes and it is implied that stormwater enters the down pipes. Please see
Detail 6/FC2 (Down Pipe) and, subsequently, Detail 7/FC2 (Side Slope Bench Drain).

DocuSign Envelope ID: C19055AB-4520-400C-BD0E-C5127370EF37
Ms. Pat Backus
May 25, 2016
Page 4 of 4
Comment 9: How is the Cap Diversion Berm designed along the limits of the alternate final
cover system. Is the related Detail 1/FC2 correct?

The new Detail 1/FC2 (Geomembrane Cap Diversion Berm) replaces the previous Cap
Diversion Berm Detail. A revised Detail on Drawing S3 is provided.

Comment 9: During the meeting, S+G determined that a revised detail for a Landfill Gas Vent
(Detail 8/FC2) should be provided.

The new Detail 8/FC2 (Gas Vent) replaces the previous Landfill Gas Vent Detail. A
revised Detail FC2 is provided in Drawing S3.

Please contact us with comments of questions at 919-828-0577 or by email below.

Sincerely,
SMITH GARDNER, INC.

Don Misenheimer Stacey A. Smith, P.E.
Project Manager Senior Engineer
[e-mail] [e-mail]

Attachments

cc: Don Plessinger, Waste Industries
David Pepper, Waste Industries
Elizabeth Werner, NCDEQ
File

DocuSign Envelope ID: C19055AB-4520-400C-BD0E-C5127370EF37
5/25/2016

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Table of Contents Page i
Brownfield Road C&D Landfill
NC Solid Waste Permit No. 92-31

Technical Specifications

Table of Contents

Section

Specification
02110 Site Preparation
02140 Dewatering
02222 Excavation
02223 Embankment
02229 Rock Removal
02240 Geotextiles
02258 Vegetative Soil Layer
02270 Erosion and Sedimentation Control
02271 Rip Rap
02275 Rolled Erosion Control Products
02520 Well Abandonment
02614 HDPE Pipe
02712 Drainage Geocomposite
02720 Stormwater Systems
02725 Gabions
02778 LLDPE Geomembrane
02930 Revegetation

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Site Preparation Page 02110-1
SECTION 02110

SITE PREPARATION

A. Description

1. General:

a. The Contractor shall furnish all labor, material, and equipment to complete Site
Preparation in accordance with the Contract Drawings and these Specifications.

b. Principal items of work include:

1. Notifying all authorities owning utility lines running to or on the property.
Protect and maintain all utility lines to remain and cap those that are not
required in accordance with instructions of the Utility Companies, and all
other authorities having jurisdiction.

2. Clearing the site within the clearing limits, including removal of grass,
brush, shrubs, trees, loose debris, and other encumbrances except for
trees to remain.

3. Boxing and protecting all areas to be preserved.

4. Removing all topsoil from designated areas and stockpiling on site where
directed by the Engineer for future use.

5. Disposing from the site all debris resulting from work under this Section.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223

B. Materials Not Used.

C. Submittals

The Contractor shall submit the following to the Engineer prior to performance of the work:

1. Location for disposal of clearing debris and waste.
Site Preparation: Site Preparation includes clearing, grubbing, and stripping operations which precede
the proposed construction.
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Brownfield Road C&D Landfill Technical Specifications
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D. Construction

1. Clearing of the Site:

a. Clearing limits, as shown on the Contract Drawings, shall be established by the
Contractor’s Surveyor. Once established, the clearing limits shall be inspected
and approved by the Engineer prior to clearing the affected areas.

b. Before removal of topsoil, and start of excavation and grading operations, the
areas within the clearing limits shown on the Contract Drawings shall be cleared
and grubbed.

c. Clearing shall consist of cutting, removal, and satisfactory disposal of all trees,
fallen timber, brush, bushes, rubbish, fencing, and other perishable and
objectionable material.

Should it become necessary to remove a tree, bush, brush, or other plants
outside the clearing limits, the Contractor shall do so only after permission has
been granted by the Engineer.

d. Excavation resulting from the removal of trees, roots, and the like shall be filled
with suitable material, as approved by the Engineer, and thoroughly compacted
per the requirements contained in Section 02223, Embankment, of these
Specifications.

e. In temporary construction easement locations, only those trees and shrubs shall
be removed which are in actual interference with excavation or grading work
under this Contract, and removal shall be subject to approval by the Engineer.
However, the Engineer reserves the right to order additional trees and shrubs
removed at no additional cost to the Owner, if such, in his opinion, they are too
close to the work to be maintained or have become damaged due to the
Contractor's operations.

2. Stripping and Stockpiling Existing Topsoil:

a. Existing topsoil and sod on the site within areas designated on the Contract
Drawings shall be stripped to whatever depth it may occur, and stored in
locations directed by the Engineer.

b. The topsoil shall be free of stones, roots, brush, rubbish, or other unsuitable
materials before stockpiling.

c. Care shall be taken not to contaminate the stockpiled topsoil with any unsuitable
materials.

3. Grubbing:

a. Grubbing shall consist of the removal and disposal of all stumps, roots, logs,
sticks, and other perishable materials to a depth of at least 6 inches below
ground surfaces.
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b. Large stumps located in areas to be excavated may be removed during grading
operations, subject to the approval of the Engineer.

4. Disposal of Cleared and Grubbed Material:

No open burning of clearing debris will be allowed on this project.

END OF SECTION

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Dewatering Page 02140-1
SECTION 02140

DEWATERING

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Dewatering in
accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223

B. Materials Not Used.

C. Submittals

Procedures for Dewatering proposed by the Contractor shall be submitted to the Engineer for
review prior to any Dewatering operations.

D. Construction

1. The Contractor shall do all Dewatering as required for the completion of the work. All
surface or ground water removed by Dewatering operations shall be disposed of in
accordance with all applicable regulations.

2. The Dewatering system shall be of sufficient size and capacity as required to control
ground water or seepage to permit proper excavation operations, embankment
construction and reconstruction, subgrade preparation, and to allow concrete to be
placed in a dry condition. The system shall include a sump system or other equipment,
appurtenances, and other related earthwork necessary for the required control of surface
water. The Contractor shall drawdown ground water to at least 3 feet below the bottom of
excavations at all times in order to maintain a dry and undisturbed condition.

3. The Contractor shall take all the steps that he considers necessary to familiarize himself
with the surface and subsurface site conditions, and shall obtain the data that is required
to analyze the water and soil environment at the site and to assure that the materials
Dewatering: Dewatering refers to controlling and disposing of surface and shallow ground water as is
necessary for proper excavation, compaction, and other operations requiring dry conditions.
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used for the Dewatering systems will not erode, deteriorate, or clog to the extent that the
Dewatering systems will not perform properly during the period of Dewatering.

4. The Contractor shall control, by acceptable means, all water regardless of source. Water
shall be controlled and its disposal provided for at each berm, structure, etc. when
necessary. The entire periphery of the excavation area shall be ditched and diked to
prevent surface water from entering the excavation where applicable. The Contractor
shall be fully responsible for disposal of the water and shall provide all necessary means
at no additional expense to the Owner. The Contractor shall be solely responsible for
proper design, installation, proper operation, maintenance, and any failure of any
component of the system.

5. The Contractor shall be responsible for and shall repair without cost to the Owner, any
damage to work in place and the excavation, including damage to the bottom due to heave
and including removal of material and pumping out of the excavated area. The Contractor
shall be responsible for damages to any other area or structure caused by his failure to
maintain and operate the Dewatering system proposed and installed by the Contractor.

END OF SECTION
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Excavation Page 02222-1
SECTION 02222

EXCAVATION

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment required to complete
Excavation of the project area in accordance with the Contract Drawings and these
Specifications, except as noted below:

a. Clearing and grubbing and removal of topsoil is addressed in Section 02110, Site
Preparation, of these Specifications.

b. Removal of rock is addressed in Section 02229, Rock Removal, of these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Site Preparation 02110
Embankment 02223
Erosion and Sedimentation Control 02270
CQA Manual Attached

3. Quality Assurance:

Quality Assurance during Excavation will be provided by the Owner as described in the
accompanying Project CQA Manual.

4. Definitions:

a. Excavation: shall consist of the removal and satisfactory disposal and/or
stockpiling of all materials (borrow and/or unsuitable materials included) located
with the limits of construction including widening cuts and shaping of slopes
necessary for the preparation of roadbeds, slope areas, cutting of any ditches,
channels, waterways, entrances, and other work incidental thereto.

b. Borrow: shall consist of approved on-site material required for the construction
of embankments/fills or for other portions of the work.

Excavation: Excavation includes excavating, sealing, hauling, scraping, undercutting, removal of
accumulated surface water or ground water, stockpiling, and all necessary and incidental items as
required for bringing the landfill and related structures to the specified lines and grades.
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c. Select Borrow (Where Applicable): shall consist of approved off-site material
required for the construction of embankments/fills, roadway subgrade,
backfilling, or for other portions of the work as shown on Contract Drawings or in
these Specifications. The Contractor shall make his own arrangements for
obtaining select borrow and pay all costs involved.

d. Unsuitable Material: is any in-place or excavated material which contains
undesirable materials or is in a state which is not appropriate, in the opinion of
the CQA Engineer, for the intended use or support of planned structures,
embankment, or excavation. This may include but not be limited to organic
material, waste/refuse, soft, or wet material not meeting required specifications,
etc.

e. Unsuitable Material Overexcavation: shall consist of the removal and
satisfactory disposal of all unsuitable material located within the limits of
construction and below subgrade elevations shown or indicated on the Contract
Drawings. Where excavation to the subgrade elevations results in a subgrade or
slopes of unsuitable material, the Contractor shall overexcavate such material to
below the grades shown or indicated on the Contract Drawings or as otherwise
directed by the Engineer and CQA Engineer.

B. Materials

Excavation shall include the removal of all soil, weathered rock, boulders, conduits, pipe,
unsuitable material, and all other obstacles encountered and shown or indicated on the Contract
Drawings and/or specified herein.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Information on Excavation equipment to be used.

2. List of disposal site(s) for waste and unsuitable materials.

3. For excavations not shown on the Contract Drawings and if requested by the Engineer,
submit excavation plans clearly showing the limits and slopes of the proposed
excavation.

4. Survey Results:

Survey results for the completed landfill subgrade shall be submitted for review prior to
placement of overlying materials.

D. Construction

1. The Contractor shall conduct Excavation activities in such a manner that erosion of
disturbed areas and off site sedimentation is absolutely minimized as outlined in Section
02270, Erosion and Sedimentation Control, of these Specifications.
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2. The Contractor shall excavate to the lines and grades shown on the Contract Drawings
and stockpile all suitable excavated materials. As the excavation is made, the materials
will be examined and identified to the CQA Engineer.

The Contractor will perform all surveys necessary to establish and verify lines and
grades for all Excavation, including pipe excavations, soil overexcavation, and anchor
trenches.

3. Stockpiling:

The Contractor shall stockpile the materials in appropriate stockpiles as approved by the
CQA Engineer. The Contractor shall use equipment and methods as necessary to
maintain the moisture content of soils stockpiled (excluding topsoil) at or near their
optimum moisture content.

Stockpiles shall be properly sloped and the surfaces sealed by the Contractor at the end
of each working day, or during the day in the event of heavy rain, to the satisfaction of the
Engineer.

4. The Contractor shall protect all existing facilities and structures including, but not
limited to, existing utilities, monitoring wells, signs, grade stakes, etc. during the grading
and stockpiling operations.

5. All excavations shall be made in the dry and in such a manner and to such widths as will
give ample room for properly constructing and inspecting the structures and/or piping
they are to contain and for such sheeting, timbering, pumping, and drainage as may be
required.

6. Excavation slopes shall be flat enough to avoid sloughs and slides that will cause
disturbance of the subgrade or damage of adjacent areas. Slides and overbreaks which
occur due to negligence, carelessness, or improper construction techniques on the part
of the Contractor shall be removed and disposed of by the Contractor as directed by the
Engineer at no additional cost to the Owner.

7. The intersection of slopes with natural ground surfaces, including the beginning and
ending of cut slopes, shall be uniformly rounded. All protruding roots and other
vegetation shall be removed from slopes.

8. The bottom of all excavations for structures and pipes shall be examined by the CQA
Engineer for bearing value and the presence of unsuitable material. If, in the opinion of
the CQA Engineer, additional Excavation is required due to the low bearing value of the
subgrade material, or if the in-place materials are soft, yielding, pumping and wet, the
Contractor shall remove such material to the required width and depth and replace it
with thoroughly compacted structural fill, or material directed by the CQA Engineer. No
payment will be made for subgrade disturbance caused by inadequate dewatering or
improper construction methods.

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9. Any areas excavated below design subgrade elevations by the Contractor, unless directed
by the CQA Engineer, shall be brought back to design elevations at no cost to the Owner.
The Contractor shall place and compact such material in accordance with Section 02223,
Embankment, of these Specifications.

10. The Contractor shall dispose of excess or unsuitable excavation materials on-site at
location(s) approved by the Owner.

11. The Contractor shall properly level-off bottoms of all excavations. Proof-rolling shall be
conducted with appropriate equipment.

12. Upon reaching subgrade elevations shown in excavation areas, the Contractor shall
scarify subgrade soils to a minimum depth of 6" and obtain the CQA Engineer’s approval
of quality. If unsuitable materials are encountered at the subgrade elevation, perform
additional excavations as approved by the CQA Engineer to remove unsuitable materials.

13. Overexcavation and Backfill:

a. Where subgrade materials are determined to be unsuitable, such materials shall
be removed by the Contractor to the lengths, widths, and depths approved by the
Engineer and CQA Engineer in advance and backfilled with compacted
Embankment in accordance with Section 02223, Embankment, of these
Specifications.

b. No additional payment will be made for such overexcavation and backfill 1 foot or
less than the finished subgrade as this is considered superficial.

c. Where overexcavation of unsuitable material is greater than 1 foot beneath the
finished subgrade, payment shall be made on a unit price basis for
overexcavation and backfill and the measured quantity shall include the entire
excavation quantity below the finished subgrade elevations. The unit price for
overexcavation and backfill shall include disposal of unsuitable materials.

14. All cuts shall be brought to the grade and cross section shown or indicated on the
Contract Drawings, or established by the Engineer, prior to final inspection.

15. The Contractor shall protect finished lines and grades of completed excavation against
excessive erosion, damage from trafficking, or other causes and shall repair any damage
at no additional cost to the Owner.

16. Trench Excavation:

a. All pipe Excavation and trenching shall be done in strict accordance with these
Specifications, all applicable parts of the OSHA Regulations, 29 CFR 1926,
Subpart P, and other applicable regulations. In the event of any conflicts in this
information, safe working conditions as established by the appropriate OSHA
guidelines shall govern.

b. The minimum trench widths shall be as indicated on the Contract Drawings.
Enlargements of the trench shall be made as needed to give ample space for
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operations at pipe joints. The width of the trench shall be limited to the
maximum dimensions shown on the Contract Drawings, except where a wider
trench is needed for the installation of and work within sheeting and bracing.

c. Except where otherwise specified, excavation slopes shall be flat enough to avoid
slides which will cause disturbance of the subgrade, damage to adjacent areas,
or endanger the lives or safety of persons in the vicinity.

d. Hand excavation shall be employed wherever, in the opinion of the Engineer, it is
necessary for the protection of existing utilities, poles, trees, pavements,
obstructions, or structures.

e. No greater length of trench in any location shall be left open, in advance of pipe
laying, than shall be authorized or directed by the Engineer and, in general, such
length shall be limited to approximately one hundred (100) feet.

f. Pipe Bedding: All pipe bedding shall be as shown on the Contract Drawings,
unless otherwise specified herein, or shall be approved by the CQA Engineer.

17. Sheeting and Bracing:

a. The Contractor shall furnish, place, and maintain such sheeting and bracing
which may be required to support sides of Excavation or to protect pipes and
structures from possible damage and to provide safe working conditions in
accordance with current OSHA requirements. If the Engineer is of the opinion
that at any point sufficient or proper supports have not been provided, he may
order additional supports put in at the sole expense of the Contractor. The
Contractor shall be responsible for the adequacy of all sheeting and bracing used
and for all damage resulting from sheeting and bracing failure or from placing,
maintaining, and removing it.

b. The Contractor shall exercise caution in the installation and removal of sheeting
to insure that excessive or unusual loadings are not transmitted to any new or
existing structure. The Contractor shall promptly repair at his expense any and
all damage that can be reasonably attributed to sheeting installation or removal.

c. All sheeting and bracing shall be removed upon completion of the work.

18. If grading operations are suspended for any reason whatsoever, partially completed cut
and fill slopes shall be brought to the required slope and the work of seeding and
mulching or other required erosion and sedimentation control operations shall be
performed at the Contractor’s sole expense.

19. Excavations into Waste:

The Contractor shall use caution when making excavations into waste. Any exposed
waste shall be tarped or covered in some fashion (as approved by the Engineer) at the
end of each day to prevent exposure to vectors.

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20. Surveying:

Upon completion of the landfill subgrade, the subgrade shall be surveyed on 100 foot
centers and at slope breaks (including all tops and toes of slope, points of grade change,
etc.) to ensure the top of the subgrade meets the grades specified on the Contract
Drawings.

END OF SECTION
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October 2015 Embankment Page 02223-1
SECTION 02223

EMBANKMENT

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Embankment
including borrowing, hauling, screening, discing, drying, compaction, control of surface
and subsurface water, final grading, sealing, and all necessary and incidental items as
detailed or required to complete the Embankment, all in accordance with the Contract
Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Rock Removal 02229
Erosion and Sedimentation Control 02270
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these Specifications.

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

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

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

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

ASTM D 2487 Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).

Embankment: Embankment is the on-site compacted fill that provides the foundation and the berms
for the containment area, the subgrade for some access roadways and structures, and backfill around
structures and piping.
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ASTM D 2488 Standard Practice for Description and Identification of Soils
(Visual-Manual Procedure).

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

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

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

ASTM D 6938 Standard Test Methods for In-Place Density and Water Content
of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow
Depth).

4. Quality Assurance:

Quality Assurance during placement of Embankment will be provided by the Owner as
described in the accompanying Project CQA Manual.

5. Definitions:

a Embankment: Shall include construction of all site earthwork including
roadways, subgrade, perimeter berm embankments, including preparation of the
areas upon which materials are to be placed. Embankment may also be referred
to as structural and/or controlled fill. All Embankment materials may be either
(off-site) Select Borrow or (on-site) Borrow unless otherwise noted on Contract
Drawings or specified by the Engineer.

b. Prepared Subgrade: The ground surface after clearing, grubbing, stripping,
excavation, scarification, and/or compaction, and/or proof rolling to the
satisfaction of the CQA Engineer.

c. Well-Graded: A mixture of particle sizes that has no specific concentration or
lack thereof of one or more sizes. Well-graded does not define any numerical
value that must be placed on the coefficient of uniformity, coefficient of
curvature, or other specific grain size distribution parameters. Well-graded is
used to define a material type that, when compacted, produces a strong and
relatively incompressible soil mass free from detrimental voids.

d. Unclassified Fill: The nature of materials to be used is not identified or described
herein but must be approved by the Engineer prior to use.

B. Materials

1. Embankment materials shall consist of clean well-graded natural soil classified as SP,
SW, SM, SC, ML, or CL (ASTM D 2487) containing no topsoil or other deleterious material.
Additionally, for the upper 3 feet beneath the final wearing surface of roadways including
shoulders, Embankment materials shall have a liquid limit less than 50%, a plasticity
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index less than 20% (ASTM D 2487) and have a maximum standard Proctor dry density of
at least 100 pounds per cubic foot (ASTM D 698).

Other material classifications may be approved by the Engineer.

2. Stones or rock fragments shall not exceed one half the maximum lift thickness as
compacted in any dimension. Isolated rocks shall be a maximum of 24-inches in any
dimension.

3. Embankment materials shall have a 12% maximum loss on ignition (ASTM D 2974).

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Information on equipment to be used for construction of Embankment.

2. Descriptive information on the location and source of any off-site borrow material to be
used for Embankment, where applicable. Information shall include Standard Proctor
curves (ASTM D698) for each borrow material.

D. Construction

1. The Contractor shall conduct Embankment activities in such a manner that erosion of
disturbed areas and off-site sedimentation is absolutely minimized as outlined in Section
02270, Erosion and Sedimentation Control, of these Specifications.

2. All placement and compaction of Embankment shall be performed only when the CQA
Engineer is informed by the Contractor of intent to perform such work.

3. Embankment shall be placed and compacted to the lines and grades shown on the
Contract Drawings. Placement of Embankment outside the construction limits shall
occur only as directed and approved by the Engineer.

The Contractor will perform all surveys necessary to establish and verify lines and
grades for all Embankment.

4. The Contractor shall protect all existing facilities including, but not limited to, utilities
and monitoring wells.

5. Subgrade Preparation:

a. The CQA Engineer shall inspect the exposed subgrade prior to placement of
Embankment to assure that all rocks, topsoil, vegetation, roots, debris, or other
deleterious materials have been removed.

b. Prior to placement of Embankment, the exposed subgrade shall be proofrolled
using a static smooth-drum roller, loaded tandem axle dump truck, or other
suitable equipment in the presence of the CQA Engineer. Any soft or unsuitable
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materials revealed before or during the in-place compaction shall be removed as
directed by the CQA Engineer and replaced with suitable Embankment.

6. Surfaces on which Embankment is to be placed, shall be scarified or stepped in a manner
which will permit bonding of the Embankment with the existing surface.

7. The Contractor shall be responsible for preparing the materials for the Embankment,
including but not limited to, in-place drying or wetting of the soil necessary to achieve the
compaction criteria of these Specifications.

8. Embankment materials shall be placed in a manner permitting drainage and in
continuous, approximately horizontal layers.

9. Compaction Requirements:

a. The Contractor shall compact Embankment in accordance with the requirements
shown in Table 1 of this section. If Embankment does not meet the specified
requirements, the Contractor shall rework the material, as may be necessary
and continue compaction to achieve these requirements, or remove and replace
the material to achieve the specified requirements, at Contractor's expense.

b. Each lift shall be compacted prior to placement of succeeding lifts. In confined
areas, mechanical equipment, suitable for small areas and capable of achieving
the density requirements, shall be required.

c. Lift compaction shall be performed with an appropriately heavy, properly
ballasted, penetrating-foot or smooth-drum vibratory compactor depending on
soil type. Compaction equipment shall be subject to approval by the CQA
Engineer.

10. Embankment that becomes excessively eroded, soft, or otherwise unsuitable shall be
removed or repaired by the Contractor as directed by the CQA Engineer, at no cost to the
Owner.

11. The exposed surface of Embankment shall be rolled with a smooth-drum roller at the
end of each work day to protect from adverse weather conditions.

12. Where Embankment is to be placed and compacted on slopes that are steeper than
3H:1V, the subgrade shall be benched to a minimum depth of 6 inches and the
Embankment shall be placed in horizontal lifts.

13. Backfilling for Structures and Piping:

a. All structures, including manholes and pipes shall be backfilled with
Embankment as shown in the Contract Drawings and as described in these
Specifications.

b. Where sheeting is used, the Contractor shall take all reasonable measures to
prevent loss of support beneath and adjacent to pipes and existing structures
when sheeting is removed. If significant volumes of soil cannot be prevented
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from clinging to the extracted sheets, the voids shall be continuously backfilled
as rapidly as possible. The Contractor shall thereafter limit the depth below
subgrade that sheeting will be driven in similar soil conditions or employ other
appropriate means to prevent loss of support.

c. When backfilling around structures, do not backfill until concrete has sufficiently
cured (as determined by the CQA Engineer) and is properly supported. Place
backfill in a manner to avoid displacement or damage of structures.

Table 1: Required Embankment Properties

Item
Required %
Standard
Proctor
(ASTM D698)2
Required Moisture
Content3
Maximum Lift
Thickness
(Compacted)
(inches)
Embankment Beneath
Structures and Roads1 100 +/- 2% of Optimum
(std. Proctor) 8
Embankment 95
As Required for
Compaction
8
Backfill Around Structures 95 8
Backfill in Pipe Trenches 95 6
Unclassified Fill N/A N/A N/A

Notes:

1. Embankment beneath structures shall be considered to include a zone 10 feet out from
the foundation of the structure extending down to the natural ground on a 45 slope.
Embankment beneath roads shall be considered to include all embankment placed
within 3 vertical feet of the final wearing surface and shall also include shoulders.
2. Determine field density using ASTM D 6938, ASTM D 1556, ASTM D 2167, or ASTM D 2937.
3. Determine field moisture content using ASTM D 6938, ASTM D 2216, ASTM D 4643, or
ASTM D 4959.
4. The Engineer may allow exceptions to the above criteria for areas outside of the
containment area which are not subject to significant long-term loads.

END OF SECTION
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SECTION 02229

ROCK REMOVAL

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Rock Removal
which may be necessary during construction, all in accordance with the Contract Drawings
and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223

B. Materials

For the purposes of this Project, Rock shall refer to any material occupying an original volume of at
least one cubic yard which cannot by excavated with a single-tooth ripper drawn by a large crawler
tractor or an excavator equipped with a rock ripping bucket having a minimum draw bar pull or stick
crowd force rated at not less than 56,000 pounds (Caterpillar D 8K, D9, or equivalent dozers;
Caterpillar 375 or equivalent excavator).

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit Rock Removal procedures for review and approval in advance.

2. Pre-Blasting Requirements:

a. Submit the qualifications of the blasting subcontractor (or of the Contractor himself
if applicable), including applicable licensing information and proof of insurance.

b. If the Contractor uses a separate firm to perform pre-blast or post-blast surveys
and/or damage analysis, the Contractor shall submit the appropriate qualifications.

c. Submit the procedure for handling blasting damages and claims.

Rock Removal: Rock Removal refers to the removal of rock material of a size and nature which cannot be
excavated by traditional means.
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d. Submit a blasting plan for review and approval at least 2 weeks prior to any blasting.

e. Where notification of nearby property owners is required, the Contractor shall
provide the Engineer with a sample of each required notification letter for approval
prior to sending the letter.

3. Post-Blasting Requirements:

a. Submit a copy of any/all pre-blast surveys, blasting logs, seismograph records, video
records, and post-blast surveys.

D. Construction

1. When rock is encountered, immediately notify the Engineer and do not proceed until
instructions are received and measurements are made for the purpose of establishing the
quantity of rock excavation. When payment is to be made on a unit price basis, test pits at
suitable spacing (as approved by the Engineer) shall be used to determine the top of rock
elevations for a large area (Rock Removal - Mass) and along the length of a pipeline or other
excavation of limited width (Rock Removal - Trench).

2. Quantities shall be determined by the Contractor=s surveyor and shall be approved by the
Engineer prior to commencement of rock excavation and shall be the basis for payment. The
surveyed top elevations of the rock and the dimensions given in the following paragraph shall
be used to determine the quantity of rock for payment.

3. Where rock is encountered above design subgrade elevations outside of the footprint of the
liner system, rock shall be removed to approximately 1 foot below the subgrade lines and
grades indicated on the Contract Drawings as approved by the Engineer. Within the footprint
of the liner system (current or future cell), rock shall be removed to at least 4 feet below the
design subgrade elevations (or, alternatively, at least 4 feet below Engineer-adjusted
subgrade elevations). In pipe trenches, rock shall be removed to at least 6 inches below the
pipe invert elevations and 2 feet wider than the outside diameter of pipe, but not less than 3
feet minimum trench width.

The subgrade shall be brought back up to grade by placing suitable Embankment as
described in Section 02223, Embankment, of these Specifications. The cost of the rock
removal shall include the cost of this related earthwork.

4. Blasting:

a. Blasting cannot be performed on the project unless authorized in advance by State
Solid Waste regulators, the Engineer, and the Owner.

b. Blasting shall only be performed when all other reasonable methods fail to remove
the rock.

c. The Contractor shall secure a blasting permit from the local Fire Department and/or
any appropriate Government Agency before using any explosives.

d. Blasting procedures shall conform to all applicable local and State laws and
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ordinances. Approval of the Engineer and Owner is required before the performance
of any blasting. The Contractor shall take all necessary precautions to protect life
and property, including the use of an approved blasting mat where there exists the
danger of throwing rock or overburden.

e. Unless otherwise authorized, blasting shall be performed such that the measured
peak particle velocity at the nearest on or off-site structure or monitoring well is no
greater than 1 inch per second as verified by seismograph(s).

f. The Contractor shall keep explosive materials that are on the project site in specially
constructed boxes provided with locks. These boxes shall be painted red and plainly
identified as to their contents. Failure to comply with this requirement shall be
grounds for suspension of blasting operations until full compliance is made.

g. Two weeks prior to performing any pre-blast surveys, the Contractor shall notify all
property owners within 500 feet of the blasting zone of the intent to perform the pre-
blast surveys within the area. The letter shall include the following; the name of the
Contractor, the name of the project, whom he is working for (the Owner), what the
pre-blast survey is, a number to call to set up an appointment, and any other
pertinent information. Additional notifications may be required for structures close
to the blast or special conditions.

h. Two weeks prior to blasting, the Contractor shall notify all property owners within
500 feet of the blasting zone of the intent to perform blasting within the area. The
letter shall include the following; the name of the Contractor, the name of the
project, whom he is working for (the Owner), the approximate date of blasting,
warnings used, and who to contact in case of damage. Damage claim forms are
available from the Owner. Additional notifications maybe required for structures
close to the blast or special conditions.

i. Prior to blasting, the Contractor shall perform pre-blast surveys of structures within
500 feet of the blasting zone. Structures shall include houses, buildings, pools,
roads, sidewalks, concrete structures, exposed utilities, etc. The pre-blast survey
shall contain a detailed inspection of the exterior and interior of the building showing
location of all existing damage to the house and surrounding structures. The pre-
blast survey shall include photographic evidence as well as written evidence and will
be done in the presence of the property owner. Should any property owner refuse to
allow a pre-blast survey, the Contractor shall document the refusal by providing
evidence of attempts to perform the survey.

j. The Contractor shall notify the Engineer and Owner, at least 24 hours in advance, of
the blasting. The Owner or their representative shall witness all blasting.

k. When blasting in close proximity of utility lines, the Contractor shall contact the
owner of the utility in advance of the blasting. It is strongly encouraged that the
utility have a representative on site in case they are needed.

l. Blasting shall be performed between the hours of 9:00 a.m. through 3:30 p.m.
Monday through Friday. Blasting at other times and days may be allowed with prior
permission from the Owner and Engineer.
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m. Signs stating “Danger Blasting Zone” shall be installed along roads, public ways, in
the vicinity of occupied buildings immediately adjacent to the blast area and other
locations deemed necessary to warn the public of the blasting area. Additional signs
relating to use of electronic devices may be required depending on the ignition
devices used in the blasting.

n. No blasting shall be performed unless a galvanometer is employed to check cap
circuits. The Contractor shall also keep a blasting log containing the following
information for each and every blast:

(1) Date of blast;
(2) Time of blast;
(3) Foreman’s name;
(4) Approximate depth of overburden;
(5) Amount and type of explosive used in each hole;
(6) Type of caps used (instant or delay);
(7) Number and depth of holes; and
(8) Weather.

This blasting log shall be made available to the Engineer upon request and shall be
kept in an orderly manner.

o. The Contractor shall monitor all blasting with up to four (4) seismographs placed
near structures, monitoring wells, or other locations in proximity to the blast. The
number and location of the seismographs shall be approved by the Engineer prior to
blasting. In no case shall less than one be used. The seismograph shall measure
ground vibration as well as air shock. After blasting, all seismograph records shall
be provided to the Engineer.

p. The Contractor shall notify emergency services immediately prior to blasting.

q. Five minutes prior to blasting, the Contractor shall sound a series of long blasts on a
horn and siren for 1 minute followed by an announcement over a loud speaker:
“Attention, Attention, We will be blasting in five minutes.” and repeated.

r. One minute prior to blasting, the Contractor shall sound a series of short blasts on a
horn and siren followed by an announcement over a loud speaker: “Attention,
Attention, We will be blasting in one minute.” and repeat.

s. After the one-minute time and confirming the area is clear, the announcement of
“Fire in the Hole” will be made over the loud speaker. After which time the blast
shall be detonated.

t. After the blast is complete and the area has been determined to be safe, the
Contractor shall sound a prolonged blast on the horn and siren followed by the
announcement over the loud speaker of “All Clear”.

u. After blasting, a post-blast survey maybe required if the blast exceeds vibration
parameters, damage is reported, or as the Engineer or Owner may require. The
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post-blast survey shall be similar in form as the pre-blast survey.

v. A video recording of all blasting shall be performed from the 5-minute warning
through the all-clear signal. The video camera shall be placed on a tripod at a safe
distance from the blast. The camera shall be placed so the entire blast may be seen.
The camera shall record date, time, sound, and video in a digital format on a mini-
DVD tape, video CD, or video DVD. Each tape, CD, or DVD shall be in a case. Both the
case and video media shall be labeled showing the job name, date of the video, and
location. An index shall be provided showing the sequence and location of each blast
on the video. Still pictures of before and after the blast may be submitted also but
will not be an acceptable substitute for a video.

w. The Contractor shall immediately notify the Engineer and Owner of any damage
observed in post-blast surveys or damage claims. A copy of any damage claim form
shall be provided to both the Engineer and Owner.

x. The Contractor shall be responsible for any and all damage or injury to persons or
property resulting from the use of explosives. Any damage done shall be promptly
repaired by the Contractor at his expense.

5. Excavated rock shall be placed on-site in locations as directed by the Owner.

END OF SECTION

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SECTION 02240

GEOTEXTILES

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Geotextiles including all necessary and incidental items as detailed or required for the
Contractor to complete the installation in accordance with the Contract Drawings and
these Specifications, except as noted below:

a. Geotextiles used as a Silt Fence is covered under Section 02270, Erosion and
Sedimentation Control, of these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the American Association of State Highway and Transportation
Officials (AASHTO) are hereby made a part of these specifications.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by
Exposure to Light, Moisture, and Heat in a Xenon-Arc Type
Apparatus.

ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.

ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.

ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.
Geotextiles: For the proposed construction, a Type GT-S (Separator/Filter) Geotextile, is specified. The
Type GT-S Geotextile will be placed in between soil subgrade and aggregate in access roads and in
some erosion control and drainage applications.
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ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of
Geotextiles.

ASTM D 6241 Standard Test Method for the Static Puncture Strength of
Geotextiles and Geotextile Related Products Using a 50 mm
Probe.

AASHTO M 288 Standard Specification for Geotextiles.

4. Quality Assurance:

Quality Assurance during installation of Geotextiles will be provided by the Owner.

B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which shall
have been satisfactorily demonstrated, by prior use, to be suitable and durable for such
purposes.

Labels on each roll of Geotextile shall identify the length, width, lot and roll numbers, and
name of Manufacturer.

2. The Type GT-S Geotextile shall be a nonwoven spunbonded or nonwoven needlepunched
synthetic fabric consisting of polyester or polypropylene manufactured in a manner
approved by the Engineer. Woven fabrics may be used in certain applications if approved
in advance by the Engineer.

3. All Geotextiles shall conform to the properties listed in Table 1 of this section.

C. Submittals

Prior to the installation of Geotextiles, the Contractor shall submit the following to the CQA
Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
each type of Geotextile attesting that the Geotextiles meet the physical and manufacturing
requirements stated in these Specifications. The Contractor shall also submit a sample
of each Geotextile to be used. The samples shall be labeled with the product name and be
accompanied by the Manufacturer's specifications.

2. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping,
handling, and storage shall be submitted for review.

3. Seaming Procedures: Submit proposed seaming procedures including proposed method
and equipment.
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4. Quality Control Certificates: For Geotextiles delivered to the site, quality control
certificates, signed by the Manufacturer's quality assurance manager shall be provided
which represent every roll of each type of Geotextile supplied. Each certificate shall have
the roll identification number(s), test methods, frequency, and test results. At a
minimum, the test results and frequency of testing shall be as shown in Table 2 of this
section.

5. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.

D. Construction

1. Shipping, Handling, and Storage:

All Geotextiles shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Failing CQA Material Control Tests:

Geotextiles that are rejected upon testing shall be removed from the project site and
replaced at Contractor's cost. Sampling and CQA testing of Geotextiles supplied as
replacement for rejected material shall be performed by the CQA Engineer at
Contractor's cost.

3. Installation:

a. The surface receiving the Geotextiles shall be prepared to a relatively smooth
condition, free of obstructions, standing water, excessive depressions, debris,
and very soft, excessively wet, and/or loose pockets of soil. This surface shall be
approved by the CQA Engineer prior to Geotextile placement.

b. Geotextiles shall be placed to the lines and grades shown on the Contract
Drawings. At the time of installation, Geotextiles shall be rejected by the CQA
Engineer if they have defects, rips, holes, flaws, evidence of deterioration, or
other damage.

c. The Geotextiles shall be placed smooth and free of excessive wrinkles.

d. On slopes, Geotextiles shall be anchored at the top and unrolled down the slope.
In the presence of wind, all Geotextiles shall be weighted with sandbags or other
material as appropriate. Geotextiles uplifted by wind may be reused upon
approval by the CQA Engineer.

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4. Seams:

a. all Geotextile seams shall be overlapped.

5. Repair Procedures:

a. Any Geotextile that is torn, punctured, or otherwise damaged shall be repaired or
replaced, as directed by the CQA Engineer, by the Contractor at no additional cost
to the Owner. The repair shall consist of a patch of the same type of Geotextile
placed over the failed areas and shall overlap the existing Geotextile a minimum
of 18 inches from any point of the rupture. Patches shall be spot sewn or heat
bonded so as not to shift during cover placement.

6. Cover Placement:

a. Except when designed to remain exposed, Geotextiles shall be covered in a timely
manner to limit potential UV damage. Unless otherwise approved by the
Engineer, covering shall occur within 30 days of installation. Extension of this
time may be considered by the Engineer based on weather conditions (i.e.
prolonged cloud cover during 30 day period) or technical information provided by
the Manufacturer that would justify an extension.

(1) The Engineer may conduct sampling and testing of any Geotextiles
exposed for a period longer than allowed to verify the material
properties. The cost associated with this testing and the subsequent
repair(s) shall be bourne solely by the Contractor regardless of the test
results. In no case will the maximum length of exposure be greater than
60 days without verification of material properties.

b. Placement of cover over Geotextiles shall be performed in a manner as to ensure
that the Geotextiles or underlying materials are not damaged. Cover material
shall be placed such that excess tensile stress is not mobilized in the Geotextile.

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Table 1: Required Geotextile Properties

Property Test Method Units
Value1
Type GT-S
Geotextile Construction
(NW = Nonwoven)
(W = Woven)
----- ----- NW or W2
Mass per Unit Area (Unit
Weight) ASTM D 5261 oz/yd2 N/A
UV Resistance (500 hrs) ASTM D 4355 % 70
Strength Class4 AASHTO M 288 Class 2
Tensile Properties: ASTM D 4632
Grab Strength lbs 160 (NW)
250 (W)
Grab Elongation % > 50 (NW)
< 50 (W)
Puncture Resistance ASTM D 6241 lbs 410 (NW)
950 (W)
Trapezoidal Tear Strength ASTM D 4533 lbs 55 (NW)
90 (W)
Apparent Opening Size
(AOS) ASTM D 4751 U.S.
Sieve 70+
Permittivity ASTM D 4491 sec-1 1.0

Notes:
1. Minimum Average Roll Value (MARV).
2. Woven geotextiles shall be approved in advance by the Engineer. Woven geotextiles
formed exclusively with slit film fibers are not acceptable.
3. AASHTO M 288 criteria include the above listed requirements for: Tensile Properties,
Puncture Resistance, Trapezoidal Tear Strength, and Burst Strength.

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Geotextiles Page 02240-6
Table 2: Required Manufacturer Quality Control Tests

Property Test Method Minimum Test Frequency
Mass per Unit Area (Unit Weight) ASTM D 5261 200,000 ft2
Ultraviolet Resistance (500 hrs) ASTM D 4355 Periodic
Tensile Properties ASTM D 4632 200,000 ft2
Apparent Opening Size (AOS) ASTM D 4751 Periodic
Permittivity ASTM D 4491 Periodic
Puncture Resistance ASTM D 6241 200,000 ft2
Trapezoidal Tear Strength ASTM D 4533 200,000 ft2

END OF SECTION

DocuSign Envelope ID: C19055AB-4520-400C-BD0E-C5127370EF37

Brownfield Road C&D Landfill Technical Specifications
October 2015 Vegetative Soil Layer Page 02258-1
SECTION 02258

VEGETATIVE SOIL LAYER

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
the VSL (including topsoil) for the landfill cover, including borrowing, hauling, spreading,
and final grading and all necessary and incidental items as detailed or required to
complete the VSL, all in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
HDPE Pipe 02614
Drainage Geocomposite 02712
LLDPE Geomembrane 02778
Revegetation 02930
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these Specifications.

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

ASTM D 2487 Standard Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System).

4. Quality Assurance:

Quality Assurance during placement of Vegetative Soil Layer will be provided by the
Owner as described in the accompanying Project CQA Manual.

B. Materials

Soil that meets all of the following requirements shall be classified as select soil fill for use in
construction of the VSL.

Vegetative Soil Layer (VSL): The Vegetative Soil Layer (VSL) is placed in the final cover system in order
to support permanent vegetative cover. This section includes the topsoil to be placed as the upper 6
inches of the VSL.
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Vegetative Soil Layer Page 02258-2
1. Soil shall be classified according to the Unified Soil Classification System (USCS) as SM,
SC, CL-ML, ML, or CL (ASTM D 2487). Alternatives to these requirements must be
approved in advance by the Engineer. The Engineer shall verify that the upper geotextile
of the underlying Drainage Geocomposite is anticipated to perform acceptably as a filter
in contact with the selected soil(s) (if applicable).

2. Select soil fill materials shall be reasonably free of gypsum, ferrous, and/or calcareous
concretions and nodules, refuse, roots, or other deleterious substances.

3. Continuous and repeated visual inspection of the materials being used will be performed
by the Contractor to ensure proper soils are being used. In addition, the CQA Engineer
shall make frequent inspections of the placement operations and materials, and will
consult with the Engineer.

4. The VSL shall be uniform, smooth, and free of debris, rock, plant materials, and other
foreign material larger than 3 inches in diameter. The material should contain no sharp
edges. This material must be capable of supporting growth of vegetative cover.

5. Topsoil: The upper 6 inches of VSL shall be natural or blended soil material capable of
supporting the growth of vegetative cover.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Before approval is given to proceed, the Contractor shall submit descriptive information
on placement equipment to be used in construction of the VSL.

2. Survey Results:

After completion of a segment of VSL, survey results shall be submitted for review prior
to VSL acceptance.

D. Construction

1. The VSL may be placed directly over geosynthetics and/or piping; thus, extreme caution
shall be exercised by the Contractor to prevent damage to these materials.

2. All placement and compaction of VSL shall be performed only when the CQA Engineer is
informed by the Contractor of intent to perform such work.

3. VSL shall be placed over geosynthetics only after areas have been released by the
Geosynthetics Installer and the CQA Engineer. VSL shall be placed as specified below:

a. The VSL, including topsoil, shall be placed and spread using low ground pressure
(6 psi or less) tracked equipment. The CQA Engineer shall approve the equipment
used to place the VSL.

b. Tracked equipment used to place and spread VSL shall operate on at least 1 foot
of material overlying geosynthetics and/or piping. Sharp turning of tracked
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Vegetative Soil Layer Page 02258-3
equipment on the VSL will not be permitted.

c. On slopes of 6H:1V or steeper, VSL shall be placed and spread from the bottom
up unless otherwise approved by the Engineer. No material shall be dumped
down a slope.

d. VSL shall be placed and compacted to the lines and grades shown on the Contract
Drawings with the exception that a 0.15 foot overbuild at Contractor’s expense is
allowed. The Contractor will perform all surveys necessary to establish and
verify lines and grades for all VSL.

e. VSL shall be compacted by tracking the final lift with tracked equipment.

4. The VSL shall be spread in a manner that minimizes development of wrinkles or tension
in the underlying geosynthetics. Any portion of the underlying geosynthetics that
develops excessive wrinkles or crimp or is otherwise damaged shall be repaired by the
Geosynthetics Installer at no expense to the Owner.

a. VSL shall not be placed when conditions are warm enough to produce excessive
wrinkles in the underlying geosynthetics. Likewise, VSL shall not be placed when
conditions are cold enough to produce tension in the underlying geosynthetics.

b. If during spreading, excessive wrinkles develop, the Contractor shall adjust
placement and spreading methods, or cease until the underlying geosynthetics
cool and wrinkles decrease in size.

c. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated
by amended placement and spreading methods or underlying geosynthetics that
become crimped shall be cut and repaired by the Geosynthetics Installer in a
method approved by the Engineer.

5. Stockpiling of VSL on the final cover shall be subject to advance approval by the Engineer.
Any hauling equipment (dump trucks, etc.) operating over geosynthetics shall have a
minimum of 3 feet of separation between the vehicle wheels and the Geomembrane.

6. The CQA Engineer may require removal of VSL and/or other underlying layers at the
Contractor's sole expense to allow examination of the underlying geosynthetics and/or
piping. Any damage to underlying layers or excessive wrinkling or crimping during
placement of the VSL shall be repaired in accordance with the applicable section of these
Specifications at the Contractor's sole expense.

7. After the specified thickness has been achieved and verified, the Contractor shall proceed
immediately with seeding.

8. Surveying:

After completion of a segment of VSL, the VSL shall be surveyed on 100 foot centers and
at slope breaks (including all tops and toes of slope, points of grade change, etc.) to
ensure:

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Vegetative Soil Layer Page 02258-4
a. The specified thickness has been achieved. A hand auger or similar method may
be used to check for thickness at each location.

b. The top of the VSL slopes at grades specified on the Contract Drawings; and

c. VSL placed more than 0.15 feet beyond the limits of the lines and grades as
shown on the Contract Drawings will not be accepted and must be removed at the
Contractor's sole expense if required by the Engineer.

This work shall be performed at the Contractor’s cost by a registered surveyor.

END OF SECTION
DocuSign Envelope ID: C19055AB-4520-400C-BD0E-C5127370EF37

Brownfield Road C&D Landfill Technical Specifications
October 2015 Erosion and Sedimentation Control Page 02270-1
SECTION 02270

EROSION AND SEDIMENTATION CONTROL

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
and maintain Erosion and Sedimentation Control measures and related work in
accordance with the Contract Drawings and these Specifications.

All Erosion and Sedimentation Control work shall be in accordance with the latest edition
of the North Carolina Erosion and Sediment Control Planning and Design Manual as well
as applicable regulations.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Geotextiles 02240
Rip Rap 02271
Rolled Erosion Control Products 02275
HDPE Pipe 02614
Stormwater Systems 02720
Revegetation 02930

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 3786 Test Method for Hydraulic Bursting Strength of Knitted Goods
and Nonwoven Fabrics: Diaphragm Bursting Strength Tester
Method.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from
Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus).

ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.

Erosion and Sedimentation Control: Erosion and Sedimentation Control is a system of construction
and engineered measures (devices, structures, practices, etc.) which act to minimize surface water
induced erosion of disturbed areas and the resulting off-site sedimentation.
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Erosion and Sedimentation Control Page 02270-2
ASTM D 4533 Standard Test Method for Trapezoid Tearing Strength of
Geotextiles.

ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.

ASTM D 4833 Standard Test Method for Index Puncture Resistance of
Geotextiles, Geomembranes, and Related Products.

B. Materials

1. Custom Basins:

Permanent sediment or detention basins shall be constructed as shown on the Contract
Drawings.

2. Permanent Drainage Channels, Diversions, Swales, and Ditches:

Permanent drainage channels, diversions, swales, and ditches shall be constructed as
shown on the Contract Drawings.

3. Silt Fence:

Silt fences shall be constructed as shown on the Contract Drawings and as needed, based
on the Contractor’s discretion and Engineer’s approval. The silt fence is a permeable
barrier erected within and downgradient of small disturbed areas to capture sediment
from sheet flow. It is made of filter fabric buried at the bottom, stretched, and supported
by posts and wire mesh backing. Silt fence shall conform to the following properties:

a. Posts: Posts shall be 1.33 lb/linear foot steel (preferred) or wood with a
minimum length of 5 feet. Steel posts shall be “U” or “T”-type. Wood posts shall
have a minimum diameter of 4-inches.

b. Filter Fabric: Filter fabric shall be a woven geotextile made specifically for
sediment control. Filter fabric shall conform to the properties listed in Table 1 of
this section.

4. Geotextiles:

Geotextiles shall conform to the requirements of Section 02240, Geotextiles, of these
Specifications.

5. Stone Check Dams:

Stone check dams shall be constructed as shown on the Contract Drawings.

6. Rip Rap:
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Erosion and Sedimentation Control Page 02270-3

Rip Rap shall conform to the requirements of Section 02271, Rip Rap, of these
Specifications.

7. Down Chutes and Pipes:

Down chutes and pipes shall be constructed as shown on the Contract Drawings.

8. Rolled Erosion Control Products (RECPs):

Rolled Erosion Control Products (RECPs) shall conform to the requirements of Section
02275, Rolled Erosion Control Products, of these Specifications.

9. Other Work:

In addition to the Erosion and Sedimentation Control measures shown on the Contract
Drawings, the Contractor shall provide adequate means to prevent any sediment from
entering any storm drains, drop inlets, ditches, streams, or bodies of water downstream
of any area disturbed by construction. Excavation materials shall be placed upstream of
any trench or other excavation to prevent sedimentation of off-site areas. In areas where
a natural buffer area exists between the work area and the closest stream or water
course, this area shall not be disturbed. All paved areas shall be scraped and swept as
necessary to prevent the accumulation of dirt and debris. Work associated with this
provision shall be considered incidental to the project and no separate payment will be
made.

10. Temporary and Permanent Ground Cover:

The Contractor shall provide temporary or permanent ground cover (or other acceptable
measure(s)) adequate to restrain erosion on erodible slopes or other areas within 21
calendar days following completion of any phase of grading. The Contractor shall provide
permanent ground cover for all disturbed areas within 15 working days or 90 calendar
days (whichever is shorter) following the completion of construction.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all Erosion and Sedimentation Control materials manufactured for the project have been
produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Erosion and Sedimentation Control Page 02270-4
D. Construction

1. Establishment of Erosion and Sedimentation Control Measures:

a. All Erosion and Sedimentation Control measures will be constructed according to
the Contract Drawings and these Specifications.

b. Due to the nature of the work required by this Contract, it is anticipated that the
location and nature of the Erosion and Sedimentation Control measures may
need to be adjusted on several occasions to reflect the current phase of
construction.

c. Erosion and Sedimentation Control measures shall be established prior to the
work in a given area. Where such practice is not feasible, the Erosion and
Sedimentation Control measure(s) shall be established immediately following
completion of the clearing operation.

d. The construction schedule adopted by the Contractor will impact the placement
and need for specific measures required for the control of erosion. The
Contractor shall develop and implement such additional techniques as may be
required to minimize erosion and prevent or correct the discharge of sediment
outside the limits of construction (unless controlled by other on-site measure(s)).

e. The location and extent of Erosion and Sedimentation Control measures shall be
revised at each phase of construction that results in a change in either the
quantity or direction of surface runoff from construction areas. All deviations
from the control provisions shown on the Contract Drawings shall have the prior
approval of the Engineer.

2. Inspection and Maintenance of Erosion and Sedimentation Control Measures:

a. The Contractor shall furnish the labor, material, and equipment required for the
inspection and maintenance of all Erosion and Sedimentation Control measures.
Maintenance shall be scheduled as required for a particular measure to maintain
the removal efficiency and intent of the measure.

b. All Erosion and Sedimentation Control measures shall be inspected at least once
every seven calendar days and within 24 hours after any storm event of greater
than 0.5 inches of rain per 24 hour period and appropriate maintenance
conducted. A rain gauge shall be maintained on the site and a record of the
rainfall amounts and dates shall be kept properly.

c. Maintenance shall include, but not be limited to:

(1) The removal and satisfactory disposal of trapped or deposited sediments
from basins, traps, barriers, filters, and/or drainage features/devices;

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Erosion and Sedimentation Control Page 02270-5
(2) Replacement of filter fabrics used for silt fences upon loss of efficiency;
and

(3) Replacement of any other components which are damaged or cannot
serve the intended use.

d. The Contractor shall accept and maintain any existing sediments that are
included in existing sediment traps or basins that accept or will accept
stormwater flow and or sediment accumulation from all areas within the
Contractor’s limits of construction.

e. Sediments removed from Erosion and Sedimentation Control measures shall be
disposed of in locations that will not result in off-site sedimentation as approved
by the Engineer.

f. All Erosion and Sedimentation Control measures shall be maintained to the
satisfaction of the Engineer until the site has been stabilized.

3. Graded Slopes and Fills:

The angle for graded slopes and fills shall be no greater than the angle that can be
retained by vegetated cover or other adequate measures.

4. Finish Grading:

All disturbed areas shall be uniformly graded to the lines, grades, and elevations shown
on the Contract Drawings. Except for certain erosion and sedimentation control
measures and other areas designated to impound water, all areas shall be graded to
drain. Finished surfaces shall be reasonably smooth, compacted, and free from irregular
surface changes. Unless otherwise specified, the degree of finish shall be that ordinarily
obtainable from either blade or scraper operations. Areas shall be finished to a
smoothness suitable for application of topsoil.

5. Revegetation:

Revegetation shall conform to the requirements of Section 02930, Revegetation, of these
Specifications.

6. Cleanup:

a. The Contractor shall remove from the site all subsoil excavated from his work
and all other debris including, but not limited to, branches, paper, and rubbish in
all landscape areas, and remove temporary barricades as the work proceeds.

b. All areas shall be kept in a neat, orderly condition at all times. Prior to final
acceptance, the Contractor shall clean up the entire landscaped area to the
satisfaction of the Engineer.

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Erosion and Sedimentation Control Page 02270-6
Table 1: Required Silt Fence Filter Fabric Properties

Property Test Method Units Value1
Grab Tensile Strength2 ASTM D 4632 lbs 90 x 90
Grab Elongation ASTM D 4632 % 20 (Max.)
Ultraviolet Resistance (500 hrs) ASTM D 4355 % 80
Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 30+
Permittivity ASTM D 4491 sec-1 0.05

Notes:
1. Minimum Average Roll Value (MARV).
2. Values for machine and cross machine direction (MD x XD), respectively.

END OF SECTION
DocuSign Envelope ID: C19055AB-4520-400C-BD0E-C5127370EF37

Brownfield Road C&D Landfill Technical Specifications
October 2015 Rip Rap Page 02271-1
SECTION 02271

RIP RAP

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Rip Rap for protection of earthen slopes against erosion as indicated, including all
necessary and incidental items, in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Geotextiles 02240
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the North Carolina Department of
Transportation (NCDOT) are hereby made a part of these Specifications.

NCDOT Standard Specifications for Roads and Structures (2006).

B. Materials

1. Rip Rap: Rip Rap shall be of the size indicated on the Contract Drawings and shall
conform to NCDOT Section 1042, Rip Rap Materials.

2. Geotextiles: Geotextiles shall conform to the requirements outlined in Section 02240,
Geotextiles, of these Specifications.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results prior to installation, that
all Rip Rap has been produced in accordance with these Specifications.

Rip Rap: This section includes all rip rap aprons and channel protection.

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Rip Rap Page 02271-2
2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. Surface Preparation:

a. Trim and dress all areas to conform to the Contract Drawings as indicated with
tolerance of 2 inches from theoretical slope lines and grades.

b. Bring areas that are below allowable minimum tolerance limit to grade by filling
with compacted Embankment material similar to adjacent material.

c. Geotextiles shall be placed as shown on the Contract Drawings and in accordance
with Section 02240, Geotextiles, of these Specifications.

d. Do not place any stone material on the prepared surface prior to inspection and
approval to proceed from the Engineer.

2. Placing Rip Rap:

Rip Rap shall be placed in accordance with NCDOT Section 876, Rip Rap.

END OF SECTION
DocuSign Envelope ID: C19055AB-4520-400C-BD0E-C5127370EF37

Brownfield Road C&D Landfill Technical Specifications
October 2015 Rolled Erosion Control Products Page 02275-1
SECTION 02275

ROLLED EROSION CONTROL PRODUCTS

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
all RECPs in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270
Revegetation 02930

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles from
Exposure to Ultraviolet Light and Water (Xenon-Arc Type
Apparatus).

ASTM D 6475 Standard Test Method for Measuring Mass per Unit Area of
Erosion Control Blankets.

ASTM D 6524 Standard Test Method for Measuring the Resiliency of Turf
Reinforcement Mats.

ASTM D 6525 Standard Test Method for Measuring Nominal Thickness of
Permanent Erosion Control Products.

ASTM D 6566 Standard Test Method for Measuring Mass per Unit Area of Turf
Reinforcement Mats.

ASTM D 6818 Standard Test Method for Ultimate Tensile Properties of Turf
Reinforcement Mats.

Rolled Erosion Control Products: Rolled Erosion Control Products (RECPs) include erosion control
blankets (ECB) and turf reinforcement mats (TRM) placed in channels and on slopes.
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Rolled Erosion Control Products Page 02275-2
B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which shall
have been satisfactorily demonstrated, by prior use, to be suitable and durable for such
purposes.

Labels on each RECP shall identify the length, width, product name, and name of
Manufacturer.

2. Erosion Control Blanket (ECB) (Single Net):

ECB (single net) shall consist of a machine-produced mat of straw or wood excelsior fiber
covered on the top side with a photodegradable extruded plastic or woven biodegradable
netting and sewn together with degradable thread. ECB (single net) shall also conform to
the properties listed in Table 1 of this section. ECB (single net) shall be S75, as
manufactured by North American Green, CURLEX I, as manufactured by American
Excelsior Company, LANDLOK S1, as manufactured by Propex Fabrics, or approved equal.

Flexterra Flexible Growth Media (FGM), as manufactured by Profile Products, applied at a
minimum rate of 3,500 lbs/acre is an acceptable substitute for ECB to be placed on 2H:1V
slopes (a minimum rate of 3,000 lbs/acre shall be used on 3H:1V slopes).

3. Turf Reinforcement Mat (TRM) (Type 1):

TRM (Type 1) shall consist of a dense web of crimped and interlocking polypropylene
fibers positioned between two biaxially oriented nets and mechanically bound together by
parallel stitching with polypropylene thread. TRM (Type 1) shall be designed to accelerate
seedling emergence, exhibit high resiliency, and possess strength and elongation
properties to limit stretching in a saturated condition. TRM (Type 1) shall be stabilized
against chemical and UV degradation which are normally found in a natural soil
environment and shall have no biodegradable components. TRM (Type 1) shall also
conform to the properties listed in Table 1 of this section. TRM (Type 1) shall be
LANDLOK TRM 435, as manufactured by Propex Fabrics, or approved equal.

4. Anchors: Anchors for RECPs shall consist of machine made staples of No. 8 gauge new
steel wire formed into a “U” shape. The size when formed shall be not less that 8 inches
in length with a throat of not less than 1 inch in width. Longer anchors may be required
for loose soils. Other anchors, such as metal pins or plastic pegs, may also be used if
approved in advance by the Engineer.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
each RECP attesting that each RECP meets the physical and manufacturing requirements
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Rolled Erosion Control Products Page 02275-3
stated in these Specifications. The Contractor shall also submit a sample of each RECP to
be used. The sample shall be labeled with the product name and be accompanied by the
Manufacturer's specifications.

2. Installation Guidelines/Instructions: The Manufacturer's guidelines/instructions for
installation shall be submitted for review.

3. Furnish copies of delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.

D. Construction

1. Shipping, Handling, and Storage:

All RECPs shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Installation - General:

a. Placing of RECPs shall be done immediately following seeding. Seeding shall be
performed in accordance with Section 02930, Revegetation, of these
Specifications.

b. RECPs shall be placed to the lines and grades shown on the Contract Drawings.
The earth surface shall be smooth and free from stones, clods, or debris which
will prevent the contact of the RECP with the soil. Care shall be taken to preserve
the required line, grade, and cross section of the area.

c. RECPs shall be unrolled in the direction of the flow of water and shall be applied
without stretching so that it will lie smoothly but loosely on the soil surface.

d. At the time of installation, RECPs shall be rejected, if they have defects, rips,
holes, flaws, evidence of deterioration, or other damage.

e. The Engineer may require adjustments in the installation requirements to fit
individual conditions.

3. Installation - Channels:

RECPs installed in channels shall be unrolled parallel to the direction of water flow. The
first roll shall be centered longitudinally in the channel and anchored with staples.
Subsequent rolls shall be installed outward to the edges of the channel and be lapped to
allow installation of a common row of anchors. RECP ends shall be overlapped with the
upstream ends on top (“shingled”). Refer to the Contract Drawings and/or the
Manufacturer’s installation guidelines/instructions for installation details.

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Rolled Erosion Control Products Page 02275-4
4. Installation - Slopes:

RECPs installed on slopes shall be oriented in vertical strips and anchored. Subsequent
rolls shall be installed outward to the edge(s) of the original roll and be lapped to allow
installation of a common row of anchors. RECP ends shall be shingled. Refer to the
Contract Drawings and/or the Manufacturer’s installation guidelines/instructions for
installation details.

5. Maintenance:

Maintenance of RECPs shall be in accordance with Section 02270, Erosion and
Sedimentation Control, of these Specifications.

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Rolled Erosion Control Products Page 02275-5
Table 1: Required Rolled Erosion Control Product Properties

Property Test Method Units Value1
Erosion Control Blanket (ECB) (Single Net)
Mass per Unit Area ASTM D 6475 lbs/yd2
0.5 + 10%
(Straw)
0.7 + 10%
(Excelsior)
Tensile Strength2 ASTM D 6818 lbs/ft 50 x 65
Tensile Elongation ASTM D 6818 % 20
Maximum Permissible Shear
Stress (Un-Vegetated) ----- lbs/ft2 1.55
Functional Longevity ----- months 12
Turf Reinforcement Mat (TRM) (Type 1)
Mass per Unit Area ASTM D 6566 oz/yd2 8
Thickness ASTM D 6525 inches 0.35
Tensile Strength2 ASTM D 6818 lbs/ft 225 x 175
Tensile Elongation ASTM D 6818 % 50 (max.)
Resiliency ASTM D 6524 % 80
UV Resistance (1,000 Hours) ASTM D 4355 % 80
Maximum Permissible Shear
Stress (Long-Term Vegetated) Large Scale lbs/ft2 5

Notes:

1. Typical for ECB; Minimum Average Roll Value (MARV) for TRM.
2. Values for machine and cross machine direction (MD x XD), respectively.

END OF SECTION
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Well Abandonment Page 02520-1
SECTION 02520

WELL ABANDONMENT

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Well
Abandonment in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Site Preparation 02110

3. Drilling Contractor Qualifications:

Well Abandonment shall be performed by a licensed drilling contractor that has previous
experience abandoning wells.

B. Materials Not Used.

C. Submittals

The Contractor shall submit the following to the Engineer prior to performance of the work:

1. Drilling Contractor Qualifications:

Submit proof of previous project experience with Well Abandonment.

2. Submit information on proposed drilling equipment and grout.

3. Documentation (abandonment forms, boring logs, etc.).

D. Construction

1. The Contractor shall notify the Engineer at least three business days prior to performance
of Well Abandonment. No Well Abandonment shall take place unless the Engineer is on-
site to observe the work.

Well Abandonment: Well Abandonment may include the complete over-reaming, removal, and
grouting of wells and piezometers as noted herein and on the Contract Drawings.
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October 2015 Well Abandonment Page 02520-2
2. Well Abandonment:

a. The Contractor shall abandon the wells/piezometers as listed in Table 1 of this
section.

b. The Contractor shall abandon each well/piezometer as follows and in accordance
with State well abandonment regulations (15A NCAC 2C.0113).

1) Remove locking steel cover and concrete pad where applicable.

2) For wells/piezometers completed in soil, over-ream each boring to the
bottom of the borehole using hollow stem augers with an inside diameter
larger than the original boring. Using a tremie pipe, place grout from the
bottom of the borehole to the ground surface (Note that for
wells/piezometers located in cut areas, grout shall be placed only to
design subgrade elevations.).

3) For wells/piezometers completed in rock use a tremie pipe to place grout
from the bottom of the PVC casing to the ground surface (Note that for
wells/piezometers located in cut areas, grout shall be placed only to
design subgrade elevations.).

Alternative procedures must be approved in advance by the Engineer.

Table 1: Well Abandonment Schedule

Well/
Piezometer
Completed in Soil or
Rock
Outside Diameter of Soil
Boring (Inches)
Total Depth
(Feet)1
G-14 Soil/PWR NA 52.5
G-15 Soil/PWR NA 64.5
G-17 Soil NA 74.2

Notes:
1. Minor (< 5%) differences may be expected in boring depths.

END OF SECTION
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Brownfield Road C&D Landfill Technical Specifications
October 2015 HDPE Pipe Page 02614-1
SECTION 02614

HIGH DENSITY POLYETHYLENE (HDPE) PIPE

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation
of HDPE Pipe in accordance with the Contract Drawings and these Specifications. The
Contractor shall also clean and test pipelines where required.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Drainage Geocomposite 02712
LLDPE Geomembrane 02778
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 638 Standard Test Method for Tensile Properties of Plastics.

ASTM D 790 Standard Test Methods for Flexural Properties of Unreinforced
and Reinforced Plastics and Electrical Insulating Materials.

ASTM D 1238 Standard Test Method for Flow Rates of Thermoplastics by
Extrusion Plastometer.

ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique.

ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics.

ASTM D 2837 Standard Test Method for Obtaining Hydrostatic Design Basis for
Thermoplastic Pipe Materials.

High Density Polyethylene (HDPE) Pipe: HDPE Pipe is used in the stormwater and landfill gas vent
systems.
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Brownfield Road C&D Landfill Technical Specifications
October 2015 HDPE Pipe Page 02614-2
ASTM D 3035 Standard Specification for Polyethylene (PE) Plastic Pipe (DR-
PR) Based on Controlled Outside Diameter.

ASTM D 3261 Standard Specification for Butt Heat Fusion Polyethylene (PE)
Plastic Fittings for Polyethylene (PE) Plastic Pipe and Tubing.

ASTM D 3350 Standard Specification for Polyethylene Plastics Pipe and Fitting
Materials.

ASTM F 412 Standard Terminology Relating to Plastic Piping Systems.

ASTM F 714 Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-
PR) Based on Outside Diameter.

ASTM F 1417 Standard Test Method for Installation Acceptance of Plastic
Gravity Sewer Lines Using Low-Pressure Air.

ASTM F 1473 Standard Test Method for Notch Tensile Test to Measure the
Resistance to Slow Crack Growth of Polyethylene Pipes and
Resins.

ASTM F 2164 Standard Practice for Field Leak Testing of Polyethylene (PE)
Pressure Piping Systems Using Hydrostatic Pressure.

4. Quality Control:

The Contractor shall perform pressure testing of HDPE Pipe as described in this section.

5. Quality Assurance:

Quality Assurance during placement of HDPE Pipe will be provided by the Owner as
described in the accompanying Project CQA Manual.

B. Materials

1. All HDPE Pipe shall be manufactured from new materials meeting the physical
requirements shown in Table 1 of this section.

2. All HDPE Pipe shall have smooth interior walls and the DR (dimension ratio) and
diameter of the pipe shall be as shown on the Contract Drawings.

3. All HDPE Pipe having an outside diameter 3.5 inches and larger shall meet the
requirements of ASTM F 714. All HDPE Pipe having an outside diameter less than 3.5
inches shall meet the requirements of ASTM D 3035.

4. Visible defects, such as cracks, creases, crazing, non-uniformly pigmented areas, or
undispersed raw materials shall not be acceptable and will result in rejection of the pipe
by the CQA Engineer.

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October 2015 HDPE Pipe Page 02614-3
5. Pipe Perforations: The perforations of the perforated HDPE Pipe shall be as shown on
the Contract Drawings.

6. All HDPE Pipe fittings shall be in accordance with ASTM D 3261 and shall be pressure
rated to match the system piping. The fittings shall be manufactured from the same
materials as the pipe itself. The butt fusion outlets of fittings shall be machined to the
same DR as the system piping to which they are to be fused.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all HDPE Pipe manufactured for the project has been produced in accordance with these
Specifications.

2. Submit a copy of the HDPE Pipe Manufacturer's recommendations for shipping, handling,
and storage of pipe.

3. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into construction.

4. Survey Results:

After placement of HDPE Pipe, survey results shall be submitted for review prior to
acceptance.

D. CONSTRUCTION

1. Shipping , Handling, and Storage:

All HDPE Pipe shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. HDPE Pipe Installation:

a. The Contractor shall install HDPE Pipe to the lines and grades shown on the
Contract Drawings. Line and grade of piping shall be maintained with laser or
approved equivalent. The Contractor shall give the CQA Engineer sufficient
notice so that the he may observe field location and installation activities.

b. Excavation for buried lines shall be backfilled as directed by the Engineer as
shown on the Contract Drawings. Sand backfill or approved soil backfill
compacted to at least 95 percent of the Standard Proctor dry density (ASTM D
698) shall be used.

Sharp stones or other potentially damaging material shall be removed from the
base of the trench prior to placement of the piping. A leveling course, as
required, shall consist of sand or other approved material.
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Brownfield Road C&D Landfill Technical Specifications
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c. Pipe Connections: Joining of HDPE Pipe shall be as follows:

(1) General pipe sections shall be butt-fusion welded according to the
Manufacturer's recommendations and shall be performed by an
appropriately trained fusion technician.

(2) Pipe ends to be butt-fusion welded shall be clean and dry at the time of
welding. No welding shall occur during precipitation or excessive
moisture.

(3) The Contractor shall grind burrs or other potentially damaging areas in
the welds prior to placement of the pipe.

(4) Specified bolted pipe connections shall be made as specified on the
Contract Drawings using stainless steel hardware and neoprene
gaskets.

(5) Polyethylene stub ends and flanges must be at the ambient temperature
of the surrounding soil at the time they are bolted tight to prevent
relaxation of the flange bolts and loosening of the joint due to thermal
contraction of the polyethylene.

(6) Properly executed electrofusion fittings may be used.

(7) Where piping is designed to be inspected and cleaned via cleanout ports,
appropriate fittings shall be used to facilitate movement of inspection
and cleaning tools along the length of the pipe.

d. Perforated HDPE Pipe shall be placed during construction as shown on the
Contract Drawings.

3. Cleaning:

a. All HDPE Pipe shall be cleaned of any accumulation of silt, debris, or foreign
matter of any kind and shall be kept clear of such accumulation until final
acceptance of the work.

4. Pressure Testing:

a. All solid piping where factory or field joints have been performed requires
pressure testing prior to approval by the CQA Engineer, except as noted below:

(1) Any unjointed section of pipe showing visual signs of damage or that is of
questionable quality may be required to be pressure tested as directed
by the CQA Engineer.

(2) Cleanout risers within the containment areas do not require pressure
testing.

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Brownfield Road C&D Landfill Technical Specifications
October 2015 HDPE Pipe Page 02614-5
b. Pressure testing shall be conducted by the Contractor in a manner approved by
the Engineer. Such testing shall be observed by the CQA Engineer.

c. Down Pipes: Down pipes shall be tested using low-pressure air in accordance
with ASTM F 1417.

d. The pressures used in testing must not exceed the working pressure of the
lowest rated component in the system (i.e. valves, meters, flanges, unions, etc.).
The Manufacturer's recommendation for pressure testing may also be
acceptable as an alternative if approved in advance by the Engineer.

e. Pressure testing of short sections of piping to be placed in confined or
inaccessible areas may be pressure tested by the Contractor prior to installation
when approved by the Engineer. Temporary fittings, etc. required to plug section
ends shall be provided by the Contractor at no expense to the Owner.

f. Any piping that does not meet the pressure test criteria shall be repaired and
retested at the Contractor's expense. No piping shall be approved until
successful pressure testing is completed.

5. Surveying:

The Contractor shall survey all HDPE Pipe on 100 foot centers and at bends to ensure the
proper location and grade of the piping.

6. All waste materials removed during installation of HDPE Pipe shall be disposed of on site
in the active lined landfill as directed by the Owner and Engineer. The Contractor shall
weigh waste materials at the facility scales prior to disposal. No tipping fee will be
charged to the Contractor for disposal of these wastes.

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Brownfield Road C&D Landfill Technical Specifications
October 2015 HDPE Pipe Page 02614-6
Table 1: Required HDPE Pipe Properties

Property Test Method Units Value1
Material Designation ASTM D 412 ----- PE 3408
Cell Classification ASTM D 3350 ----- 345464 C
Density ASTM D 1505 g/cm3 0.955
Melt Flow Index ASTM D 1238 g/10 min 0.1
Flexural Modulus ASTM D 790 psi 130,000
Tensile Strength @ Yield ASTM D 638 psi 3,200
SCG (PENT) ASTM F 1473 hours > 100
Hydrostatic Design Basis at 73 F ASTM D 2837 psi 1,600
UV Stabilizer ASTM D 1603 % Carbon Black 2 - 3%

Notes:
1. Nominal Values.

END OF SECTION

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Brownfield Road C&D Landfill Technical Specifications
October 2015 Drainage Geocomposite Page 02712-1
SECTION 02712

DRAINAGE GEOCOMPOSITE

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
DGC, including all necessary and incidental items, in accordance with the Contract
Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Vegetative Soil Layer 02258
HDPE Pipe 02614
LLDPE Geomembrane 02778
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) are hereby made a part of these specifications.

ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique.

ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics.

ASTM D 4218 Standard Test Method for Determination of Carbon Black
Content in Polyethylene Compounds By the Muffle-Furnace
Technique.

ASTM D 4355 Standard Test Method for Deterioration of Geotextiles by
Exposure to Light, Moisture, and Heat in a Xenon-Arc Type
Apparatus.

ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles by
Permittivity.

Drainage Geocomposite (DGC): The Drainage Geocomposite (DGC) consists of a geonet drainage core
and heat-bonded nonwoven geotextile. The purpose of the DGC is to rapidly transmit flow to collection
piping.
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October 2015 Drainage Geocomposite Page 02712-2
ASTM D 4632 Standard Test Method for Grab Breaking Load and Elongation of
Geotextiles.

ASTM D 4716 Standard Test Method for Constant Head Hydraulic
Transmissivity (In-Plane Flow) of Geotextiles and Geotextile
Related Products.

ASTM D 4751 Standard Test Method for Determining Apparent Opening Size of
a Geotextile.

ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of
Geotextiles and Geomembranes.

ASTM D 5261 Standard Test Method for Measuring Mass per Unit Area of
Geotextiles.

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

ASTM D 6241 Standard Test Method for the Static Puncture Strength of
Geotextiles and Geotextile Related Products Using a 50 mm
Probe.

ASTM D 6243 Standard Test Method for Determining the Internal and Interface
Shear Resistance of Geosynthetic Clay Liner by the Direct Shear
Method.

ASTM D 7005 Standard Test Method for Determining the Bond Strength (Ply
Adhesion) of Geocomposites.

ASTM D 7466 Standard Test Method for Measuring the Asperity Height of
Textured Geomembrane.

4. Quality Control:

The Contractor shall perform Quality Control tests in accordance with Table 3 of this
section.

5. Quality Assurance:

Quality Assurance during installation of DGC will be provided by the Owner as described in
the accompanying Project CQA Manual.

B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which shall
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October 2015 Drainage Geocomposite Page 02712-3
have been satisfactorily demonstrated, by prior use, to be suitable and durable for such
purposes.

Labels on each roll of DGC shall identify the length, width, lot and roll numbers, and name
of Manufacturer.

2. The geonet drainage core shall be manufactured by extruding polyethylene strands to
form a three dimensional structure to provide planer water flow.

3. A nonwoven needlepunched geotextile, consisting of polyester or polypropylene and
manufactured in a manner approved by the Engineer, shall be heat-bonded to the geonet
drainage core. Roll edges shall have a maximum unbonded length of 6 inches, unless
otherwise approved by the Engineer. Heat bonding shall be performed by the
Manufacturer prior to shipping to the site.

4. Final Cover Drainage Geocomposite:

Final Cover DGC shall have a nonwoven geotextile heat-bonded to both sides of the
geonet drainage core. Physical properties of the DGC shall be as shown in Table 1 of this
section.

Alternatively, the Final Cover DGC may consist of a series of small diameter pipes bonded
on both sides within two non-woven geotextiles. This material shall be Draintube or
approved equal meeting the geotextile and geocomposite properties as shown in Table 1
of this section.

C. Submittals

Prior to DGC installation, the Contractor shall submit the following to the CQA Engineer:

1. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall submit a
mill certificate or affidavit signed by a legally authorized official of the Manufacturer for
the DGC attesting that the DGC meets the physical and manufacturing requirements
stated in these Specifications. The Contractor shall also submit a sample of the DGC to
be used. The sample shall be labeled with the product name and be accompanied by the
Manufacturer's specifications.

2. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for shipping,
handling, and storage shall be submitted for review.

3. Seaming Procedures:

Submit proposed seaming procedures including proposed method and equipment.

4. Quality Control Certificates: For DGC delivered to the site, quality control certificates,
signed by the Manufacturer's quality assurance manager shall be provided which
represent every roll of DGC. Each certification shall have the roll identification
number(s), test methods, frequency, and test results. At a minimum, the test results and
frequency of testing shall be as shown in Table 2 of this section.

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5. Contractor Quality Control Test Results: The Contractor shall provide the results of
required testing.

6. Furnish copies of delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into the construction.

D. Construction

1. Shipping, Handling, and Storage:

All DGC shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Failing CQA Material Control Tests:

DGC that is rejected upon testing shall be removed from the project site and replaced at
Contractor's cost. Sampling and quality assurance testing of DGC supplied as
replacement for rejected material shall be performed by the CQA Engineer at
Contractor's cost.

3. Installation:

a. The DGC shall be placed only on Geomembrane that has been approved by the
Geomembrane Installer and accepted by the CQA Engineer. The Contractor shall
remove debris, including sediment to the degree possible, from the
Geomembrane prior to placement of the DGC.

b. DGC shall be placed to the lines and grades shown on the Contract Drawings. At
the time of installation, the DGC shall be rejected, if it has defects, rips, holes,
flaws, evidence of deterioration, or other damage. Isolated areas of up to 1
square yard where the geotextile has become delaminated from the geonet
drainage core may be allowed by the CQA Engineer as long as there appears to be
a good bond between the geotextile and the geonet in surrounding areas. Rolls
where the geotextile appears to be easily delaminated from the geonet such as by
foot or ATV traffic shall be rejected.

c. Orientation: If the DGC transmits flow in a predominant direction (typically along
the roll length), then the DGC shall be installed with the predominant flow
direction laid approximately perpendicular to contour lines (i.e. in the direction of
the slope) or as specified by the Engineer. Otherwise, DGC shall be installed with
the machine direction (along the roll length) generally in the direction of flow or
as specified by the Engineer.

d. The DGC shall be placed smooth and free of excessive wrinkles.

e. The Contractor shall provide temporary anchorage of the DGC at the top of
perimeter and interior berms during installation as necessary to prevent
movement during construction. Such anchorage may include sandbags and the
like, as approved by the CQA Engineer. Permanent bonding to the Geomembrane
shall be prohibited.
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4. Seams:

a. All seams constructed on slopes of 6H:1V or steeper or within 10 feet of the toe of
a slope of 6H:1V or steeper shall be vertical seams, except where slope lengths
exceed standard roll lengths and elsewhere as approved in advance by the
Engineer. Where allowed by the Engineer, end seams on slopes of 6H:1V or
steeper shall be staggered a minimum of 5 feet between adjacent rolls.

b. Geonet Drainage Core: The geonet drainage core shall be laid with a 3 inch
minimum overlap seam along roll edges and a 6 inch minimum overlap seam
along roll ends and shall be secured using plastic ties. Ties shall be placed every
5 feet along roll edges; every 12 inches along roll ends; and every 6 inches in the
anchor trench.

c. Geotextile Component(s): Where applicable, the bottom geotextile of the DGC
shall be overlapped with the same of the adjacent rolls. The top geotextile of the
DGC shall be continuously sewn or heat bonded to the same of the adjacent rolls
with methods approved by the Engineer.

(1) Seams to be sewn shall be sewn using a Type 401 stitch. One or two rows
of stitching may be used. Each row of stitching shall consist of 4 to 7
stitches per inch. The minimum distance from the geotextile edge to the
stitch line nearest to that edge (seam allowance) shall be 1.5 inches if a
Type SSa (prayer or flat) seam is used. The minimum seam allowance for
all other seam types shall be 1.0 inches.

(2) Seams to be heat bonded shall be bonded using hot plate, hot knife,
ultrasonic, or other approved devices.

5. Repairs:

Any DGC that is torn, crushed, punctured, or otherwise damaged shall be repaired or
replaced, as directed by the CQA Engineer, by the Contractor at no additional cost to the
Owner. The repair shall consist of a patch of the same type of material, placed over the
damaged area and shall overlap the existing material a minimum of 12 inches from any
point of the damage. The patch shall be connected to the geonet drainage core of the
damaged material using plastic cable ties at a 6 inch spacing and the upper geotextile of
the patch shall be spot sewn or heat bonded to the upper geotextile of the damaged
material. A geotextile patch, spot sewn or heat bonded to the damaged material, may be
used where damage is to only that portion of the DGC.

6. Cover Placement:

a. DGC shall be covered in a timely manner to limit potential UV damage. Unless
otherwise approved by the Engineer, covering shall occur within 30 days of
installation. Extension of this time may be considered by the Engineer based on
weather conditions (i.e. prolonged cloud cover during 30 day period) or technical
information provided by the Manufacturer that would justify an extension.

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(1) The Engineer may conduct sampling and testing of any DGC exposed for a
period longer than allowed to verify the material properties. The cost
associated with this testing and the subsequent repair(s) shall be bourne
solely by the Contractor regardless of the test results. In no case will the
maximum length of exposure be greater than 60 days without verification
of material properties.

b. Placement of materials over DGC shall be performed in a manner as to ensure
that DGC and the underlying geosynthetics are not damaged; minimal slippage of
DGC on the underlying geosynthetics occurs; no excess tensile stresses occur in
the DGC; and that no portion of the DGC develops excessive wrinkles or crimp.
Wrinkles that exceed approximately 6 inches in height and cannot be eliminated
by amended placement and covering methods or DGC that becomes crimped
shall be cut and repaired by the Geosynthetics Installer in a method approved by
the Engineer.

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October 2015 Drainage Geocomposite Page 02712-7
Table 1: Required Drainage Geocomposite Properties

Property Test Method Units Value
Geonet:
Thickness ASTM D 5199 inches 0.25 (See Note 1)
Density ASTM D 1505 g/cm3 0.94
Carbon Black Content ASTM D 1603/D 4218 % 2-3
Geotextile:
Mass per Unit Area (Unit Wt.) ASTM D 5261 oz/yd2 6
Tensile Properties: ASTM D 4632
Grab Strength lbs 160
Grab Elongation % > 50
Puncture Resistance ASTM D 6241 lbs 410
Apparent Opening Size (AOS) ASTM D 4751 U.S. Sieve 70+
Permittivity ASTM D 4491 sec-1 1.0
Ultraviolet Resistance (500 hrs) ASTM D 4355 % 70
Geocomposite:
Ply Adhesion ASTM D 7005 lb/inch 2.0 Typ.
1.0 Min. Avg.
Transmissivity: ASTM D 4716 m3/m/sec 1.0 x 10-3 (See Note 2)
Interface Shear Strength (Peak)3 ASTM D 5321 psf 125 psf (Load = 200 psf)

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Notes:
1. A thicker geonet may be required depending on transmissivity requirements.

2. Final Cover:
Conduct test for transmissivity at a normal compressive load of 1,000 psf and at a
hydraulic gradient of 0.33 after a seating period of at least 24 hours. Boundary conditions
are soil (sand) interface on the upper geotextile and textured LLDPE geomembrane
against the lower geotextile.

3. DGC shall have adequate adhesion against adjacent materials under low normal loads to
achieve the successful installation of overlying components without slippage.

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Table 2: Required Manufacturer Quality Control Tests

Property Test Method Minimum Test Frequency
Geonet:
Thickness ASTM D 5199 50,000 ft2
Density ASTM D 1505 50,000 ft2
Carbon Black Content ASTM D 1603/D 4218 50,000 ft2
Geotextile:
Mass Per Unit Area ASTM D 5261 200,000 ft2
Tensile Properties ASTM D 4632 200,000 ft2
Puncture Resistance ASTM D 6241 200,000 ft2
Apparent Opening Size (AOS) ASTM D 4751 600,000 ft2
Permittivity ASTM D 4491 600,000 ft2
UV Resistance ASTM D 4355 600,000 ft2
Geocomposite:
Ply Adhesion ASTM D 7005 100,000 ft2
Transmissivity1 ASTM D 4716 100,000 ft2 (See Note 2)

Notes:
1. Conduct transmissivity tests in accordance with the criteria given in Table 1.
2. The required Manufacturer’s quality control testing for transmissivity may be reduced to
one test per resin lot or one test per 500,000 ft2 (whichever provides the larger number of
tests) if the minimum measured transmissivity is at least 50% greater than specified.

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Table 3: Required Contractor Quality Control Tests

Property Test Method Minimum Test Frequency
Interface Shear Strength ASTM D 5321
ASTM D 6243 (GCL) (See Note 1)

Notes:
1. Test each interface to be used on this project using representative samples of materials
to be supplied under normal loads indicated and using test parameters as specified by the
Engineer. For this project, interfaces to be tested are:

A. Textured LLDPE (40 mil) against existing cover soils (intermediate cover);
B. Drainage Geocomposite against textured LLDPE-GM (30 mil); and
C. Vegetative Soil Layer against Drainage Geocomposite.

If there are material differences in the surface of any of the geosynthetic materials from
one side to the other, then all possible combinations of interfaces shall be tested. This
testing shall be performed at Contractor cost by an independent GAI accredited laboratory
and submitted to the Engineer for review prior to shipping. Upon review of test results,
the Engineer may allow exceptions to the above criteria.

For tests involving textured geomembranes, the laboratory shall also report the asperity
height (ASTM D 7466) for the material samples used in the actual direct shear tests.

END OF SECTION
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Stormwater Systems Page 02720-1
SECTION 02720

STORMWATER SYSTEMS

A. Description

1. General:

The contractor shall furnish all labor, material, and equipment to complete installation of
Stormwater Systems in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Erosion and Sedimentation Control 02270
Rip Rap 02271
HDPE Pipe 02614

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM), the American Association of State Highway and Transportation Officials
(AASHTO), and the North Carolina Department of Transportation (NCDOT) are hereby
made a part of these specifications.

ASTM C 76 Standard Specification for Reinforced Concrete Culvert, Storm
Drain, and Sewer Pipe.

ASTM C 150 Standard Specification for Portland Cement.

ASTM D 1248 Standard Specification for Polyethylene Plastics Molding and
Extrusion Materials For Wire and Cable.

ASTM D 2321 Standard Practice for Underground Installation of Thermoplastic
Pipe for Sewers and Other Gravity-Flow Applications.

ASTM D 3350 Standard Specification for Polyethylene Plastics Pipe and Fittings
Materials.

AASHTO M 36 Specification for Corrugated Steel Pipe.
Stormwater Systems: Stormwater Systems shall include all piping, pipe fittings, flared end sections,
and other appurtenances designated to convey stormwater.
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AASHTO M 252 Specification for Corrugated Polyethylene Drainage Tubing, 3 to
10 Inch Diameter.

AASHTO M 294 Specification for Corrugated Polyethylene Pipe, 12 to 36 Inch
Diameter.

NCDOT Standard Specifications for Roads and Structures and Roadway
Standard Drawings.

B. Materials

1. Flared End Sections:

Flared end sections shall be reinforced and shall be fabricated from the same materials
meeting the same requirements as the pipe to which they are connected. All reinforced
concrete and corrugated metal flared end sections shall meet the requirements of the
NCDOT. Corrugated polyethylene flared end sections shall be as recommended by the
pipe manufacturer.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Submit a certification and summary of all required test results, prior to installation, that
all Stormwater Systems have been produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. All piping shall be installed by skilled workmen and in accordance with the best standards
for piping installation. Proper tools and appliances for the safe and convenient handling
and installation of the pipe and fittings shall be used.

2. All pieces shall be carefully examined for defects, and no piece shall be installed which is
known to be defective. If any defective piece should be discovered after having been
installed, it shall be removed and replaced at the Contractor's expense.

3. Excavation and backfilling of pipe trenches shall be as described in Section 02222,
Excavation and Section 02223, Embankment, respectively, of these Specifications.

4. Following proper preparation of the trench subgrade, pipe and fittings shall be carefully
lowered into the trench so as to prevent dirt and other foreign substances from gaining
entrance into the pipe and fittings. Proper facilities shall be provided for lowering
sections of pipe into trenches. No materials shall be dropped or dumped into the trench.

5. Water shall be kept out of the trench until jointing and backfilling are completed. When
work is not in progress, open ends of pipe, fittings, and valves shall be securely closed so
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that no water, earth, or other substance will enter the pipes, fittings, or valves. Pipe ends
left for future connections shall be valved, plugged, or capped, and anchored as required.

6. All piping shall be erected to accurate lines and grades with no abrupt changes in line or
grade.

7. The full length of each section of pipe shall rest solidly upon the bed of the trench, with
recesses excavated to accommodate bells, couplings, joints, and fittings. Before joints
are made, each pipe shall be well bedded on a solid foundation. No pipe shall be brought
into position until the preceding length has been thoroughly bedded and secured in place.
Pipe that has the grade or joint disturbed after laying shall be taken up and relaid by the
Contractor at his own expense.

END OF SECTION
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Brownfield Road C&D Landfill Technical Specifications
October 2015 Gabions Page 02725-1
SECTION 02725

GABIONS

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
Gabions for protection of earthen slopes against erosion as indicated including all
necessary and incidental items, in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Erosion and Sedimentation Control 02270

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the U.S. Federal Specifications are hereby made a part of these
Specifications.

ASTM A 641 Standard Specification for Zinc-Coated (Galvanized) Carbon Steel Wire.

U.S. Federal Specification QQ-W-461H.

B. Materials

1. Stone for Gabions: Stone for Gabions shall be sound, durable, and free from seams,
cracks, and other structural defects. Stone shall be of the size indicated in Table 1 of this
section.

2. Gabions:

a. Gabions shall be as manufactured by Maccaferri Gabions, Inc., or approved equal.
Sizes shall be as shown on the Contract Drawings.

b. Gabions shall be manufactured in such a manner that their sides, ends, lid, and
diaphragm(s) can be assembled to form rectangular units of the specified
dimensions. Gabions shall be of a single unit construction. The front, base, back,
and lid shall be woven into a single unit. The ends and diaphragm(s) shall be
Gabions: This section includes all stone filled Gabion (basket) linings, including both box Gabions and
Gabion (Reno) mattresses.
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factory connected to the base. All perimeter edges of the mesh forming the
Gabion shall be securely selvedged so that the joints obtained have at least the
same strength as the wire mesh itself.

c. Dimensions:

(1) Box Gabions (Thickness >/= 1 Foot): The Gabion length shall be 2, 3, or 4
times its horizontal width. The horizontal width shall not be less than 36
inches. Where the Gabion length exceeds 1.5 times its horizontal width,
the Gabion shall be divided into cells of equal length by diaphragm(s) of
the same mesh and gauge as the Gabion body.

d. Materials and Fabrication:

(1) All wire used in the fabrication of Gabions and in the wiring operations
shall be galvanized and shall conform to U.S. Federal Specifications QQ-
W-461H and possess soft tensile strength with a Class 3, Finish 5 zinc
coating in accordance with ASTM A 641.

(2) All mesh joints shall be flexible and double twisted to prevent unraveling.

(3) All wire and coating for Gabions shall be as indicated in Table 1 of this
section.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Submit a certification and summary of all required test results prior to installation, that
all Gabions have been produced in accordance with these Specifications.

2. Furnish copies of the delivery tickets or other approved receipts as evidence for materials
received that will be incorporated into construction.

D. Construction

1. Surface Preparation:

a. Trim and dress all areas to conform to the Contract Drawings as indicated with
tolerance of 2 inches from theoretical slope lines and grades.

b. Bring areas that are below allowable minimum tolerance limit to grade by filling
with compacted Embankment material similar to adjacent material.

c. Geotextiles shall be placed as shown on the Contract Drawings and in accordance
with Section 02240, Geotextiles, of these Specifications.

d. Do not place any Gabions on the prepared surface prior to inspection and
approval to proceed from the Engineer.

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2. Installing Gabions:

a. Assemble and erect Gabions according to the manufacturer’s instructions.
Remove components from the bundles, unfold flat on the ground, and flatten all
kinks and bends.

Assemble units individually, by erecting the sides, ends, and diaphragm(s),
ensuring that all creases are in the correct position and the tops of all sides
levels, all in accordance with manufacturer’s instructions.

The four corners of the unit shall be laced first, after overlapping the mesh,
followed by lacing the edges of the internal diaphragm(s) to the sides.

The recommended lacing procedure consists of cutting a length of lacing wire
(approximately 1½ times the distance to be laced -- not to exceed 5 feet). Secure
the wire terminal at the corner by looping and twisting, then proceed to lace with
alternating single and double loops at approximately four (4) to five (5) inch
intervals.

b. Carry the assembled units to the job site and place in their proper location. For
structural integrity, all adjoining empty units must be laced along the perimeter
of their contact surfaces to obtain a monolithic structure.

c. Fill units with stone specified.

Care shall be taken when placing fill material to assure that the steel wire mesh
will not be broken or damaged.

Along all exposed Gabion edges, the outer layer of stone shall be carefully placed
and packed by hand, in order to ensure proper alignment and a neat, compact,
square appearance.

The last layer of stone shall be level with or slightly higher than the top of the unit
to allow proper closing of the lid.

Well packed filling without undue bulging, and secure lacing, is essential in all
structures.

d. The lids shall be stretched tight over the fill, using crowbars or lid closing tools,
until the lid meets the perimeter edges of the front and end panels.

The lid shall then be tightly laced along all edges, ends, and diaphragm(s) in the
same manner as described above for assembling. Adjacent lids may be wired
down simultaneously. All ends of wire shall be turned into the mesh on
completion of each Gabion.

e. Where shown on the drawings or otherwise directed by the Engineer, the mesh
shall be cut, folded, and wired together to suit existing site conditions. The mesh
must be cleanly cut and the surplus mesh cut out completely, or folded back and
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neatly wired to an adjacent unit. The cut edges of the mesh shall be securely
laced together with lacing wire in the manner described above for assembling.

Table 1: Required Gabion Properties

Property
Value1
Box Gabions Gabion (Reno) Mattresses
Stone Size 4" to 8" 3" to 6"
Mesh Opening Hexagonal, 3.25" x 4.25" Hexagonal, 2.5" x 3.25"
Zinc Coating 0.80 oz/ft2 0.70 oz/ft2
Mesh Wire 0.120" (US Gauge 11) 0.087" (US Gauge 13.5)
Lacing Wire 0.087" (US Gauge 13.5) 0.087" (US Gauge 13.5)
Selvedge Wire 0.154" (US Gauge 9) 0.106" (US Gauge 11)

Notes:
1. Nominal Values.

END OF SECTION
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Brownfield Road C&D Landfill Technical Specifications
October 2015 LLDPE Geomembrane Page 02778-1
SECTION 02778

LLDPE GEOMEMBRANE

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete installation of
LLDPE-GM including all necessary and incidental items as detailed or required to
complete the installation in accordance with the Contract Drawings and these
Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Vegetative Soil Layer 02258
Drainage Geocomposite 02712
CQA Manual Attached

3. Reference Standards:

The latest revision of the following standards of the American Society of Testing and
Materials (ASTM) and the Geosynthetic Research Institute (GRI) are hereby made a part of
these Specifications.

ASTM D 792 Standard Test Method for Density and Specific Gravity (Relative
Density) of Plastics by Displacement.

ASTM D 1004 Standard Test Method for Initial Tear Resistance of Plastic Film
and Sheeting.

ASTM D 1505 Standard Test Method for Density of Plastics by the Density-
Gradient Technique.

ASTM D 1603 Standard Test Method for Carbon Black in Olefin Plastics.

ASTM D 5199 Standard Test Method for Measuring Nominal Thickness of
Geotextiles and Geomembranes.
LLDPE Geomembrane (LLDPE-GM): The LLDPE Geomembrane serves as the primary hydraulic
barrier in the landfill final cover. It is of great importance that the LLDPE-GM be free from defects and
installed free from damage.
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ASTM D 5321 Standard Test Method for Determining the Coefficient of Soil and
Geosynthetic or Geosynthetic and Geosynthetic Friction by the
Direct Shear Method.

ASTM D 5596 Standard Test Method for Microscopic Evaluation of the
Dispersion of Carbon Black in Polyolefin Geosynthetics.

ASTM D 5820 Standard Practice for Pressurized Air Channel Evaluation of Dual
Seamed Geomembranes.

ASTM D 5994 Standard Test Method for Measuring Core Thickness of Textured
Geomembrane.

ASTM D 6392 Standard Test Method for Determining the Integrity of
Nonreinforced Geomembrane Seams Produced Using Thermo-
Fusion Methods.

ASTM D 6693 Standard Test Method for Determining Tensile Properties of
Nonreinforced Flexible Polyethylene and Nonreinforced
Polypropylene Geomembranes.

ASTM D 7466 Standard Test Method for Measuring the Asperity Height of
Textured Geomembrane.

GRI GM9 Cold Weather Seaming of Geomembranes.

GRI GM17 Standard Specification for Test Properties, Testing Frequency
and Recommended Warranty for Linear Low Density
Polyethylene (LLDPE) Smooth and Textured Geomembranes.

GRI GM19 Seam Strength and Related Properties of Thermally Bonded
Polyolefin Geomembranes.

4. Quality Control:

a. The Contractor shall perform Quality Control tests in accordance with Table 2 of
this section.

b. The Geomembrane Installer shall follow the procedures and requirements
described in the accompanying Project CQA Manual during installation of LLDPE-
GM including performing and documenting trial seams, nondestructive and
destructive Quality Control tests, and repairs.

5. Quality Assurance:

Quality Assurance during installation of LLDPE-GM will be provided by the Owner as
described in the accompanying Project CQA Manual.

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6. Manufacturers Qualifications:

The Manufacturer shall have previously demonstrated his ability to produce the required
LLDPE-GM by having successfully manufactured a minimum of 5,000,000 ft2 of LLDPE-
GM for hydraulic containment purposes.

7. Installer Qualifications:

a. Installation of the LLDPE-GM shall be performed by an Installer that has installed
a minimum of 5,000,000 ft2 of LLDPE-GM (or similar material) within the past five
(5) years in similar landfill installations.

b. All Installation Supervisors assigned to the Project shall have previously
managed the installation of at least 2,000,000 ft2 of LLDPE-GM (or similar
material) using the same techniques to be used on site.

c. All seaming equipment operators shall have demonstrated performance on
previous geomembrane installations and/or documented training.

8. Warranties:

a. General: Should a defect occur, which is covered under warranty, the Warrantor
shall bear all costs for repair and/or relocation and replacement of the LLDPE-
GM.

b. Workmanship: The Contractor shall furnish the Owner a warranty from the
Installer of the LLDPE-GM which warrants their workmanship to be free of
defects on a prorata basis for five (5) years after the final acceptance of the Work.
This warranty shall include but not be limited to all field seams, anchor trenches,
attachments to appurtenances, and penetration seals, as applicable.

c. Manufacturer's Warranty: The Contractor shall furnish the Owner a warranty
from the LLDPE-GM Manufacturer for the materials used. The material warranty
shall be for defects or failures related to manufacture on a prorata basis for five
(5) years after the date of shipment.

B. Materials

1. General:

The materials supplied under these Specifications shall consist of new, first-quality
products designed and manufactured specifically for the purpose of this work, which shall
have been satisfactorily demonstrated, by prior use, to be suitable and durable for such
purposes. The LLDPE-GM and LLDPE-GM Manufacturer shall be approved by the
Engineer.

The LLDPE-GM shall be supplied in rolls which shall have a minimum width of 22 feet.
The roll length shall be maximized to provide the largest manageable sheet for the fewest
seams. Labels on the roll shall identify the thickness, length, width, lot and roll numbers,
and name of Manufacturer.
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2. LLDPE-GM Materials:

a. Textured LLDPE-GM shall be 40 mils thick. Resin and sheet properties of
LLDPE-GM shall meet or exceed the requirements of GRI GM17 and Table 1 of
this section.

b. Materials classified as Very Flexible Polyethylene (VFPE) which otherwise meet
the requirements of this section are also acceptable.

3. Extrusion Resin/Typical Extrudate:

Extrusion resin/typical extrudate used for extrusion seaming of LLDPE-GM shall be linear
low density polyethylene (LLDPE). Physical properties shall be the same as the LLDPE-
GM sheet. The extrudate's additives shall be thoroughly dispersed throughout the rod or
bead. The extrudate shall be free of contamination by moisture or foreign matter and
shall be recommended for use with the associated sheet material.

4. Texturing:

Textured LLDPE-GM, where required, shall be fabricated using coextrusion or
impingement methods. Texturing shall not be created by lamination, impingement, or
embossing. All texturing shall be uniform in appearance and coverage on the finished
sheet. Textured LLDPE-GM shall be textured on both sides of the sheet.

C. Submittals

The Contractor shall submit the following to the CQA Engineer:

1. Pre-Installation Requirements:

Prior to LLDPE-GM installation, the Contractor shall submit the following:

a. Mill Certificate and Sample: Prior to shipping to the site, the Contractor shall
submit a mill certificate or affidavit signed by a legally authorized official of the
Manufacturer for the LLDPE-GM attesting that the LLDPE-GM meets the physical
and manufacturing requirements stated in these Specifications. The Contractor
shall also submit a sample of the LLDPE-GM to be used. The sample shall be
labeled with the product name and be accompanied by the Manufacturer's
specifications.

b. Qualifications:

(1) Submit list of equipment and personnel proposed for the Project. Include
equipment type and quantities. Include personnel experience on similar
projects.

(2) Submit resume and references of Installation Supervisor to be assigned
to the Project, including data and duration of employment and pertinent
experience information.
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(3) Submit resumes and references of installation personnel who will
perform seaming operations, including dates and durations of
employment and pertinent experience information.

c. Shipping, Handling, and Storage Instructions: The Manufacturer's plan for
shipping, handling, and storage shall be submitted for review.

d. Delivery Date: Submit notification of the scheduled delivery dates for the
materials.

e. Installation Procedures and Drawings:

Submit installation procedures and (shop) drawings for carrying out the work.

(1) Installation procedures to be addressed shall include but not be limited
to material installation, repair, and protection to be provided in the event
of rain or strong winds.

(2) Shop drawings shall have LLDPE-GM sheet layout with proposed size,
number, position, and sequence of placing all panels, and indicating the
location of all field seams. Shop drawings shall also show complete
details and/or methods for anchoring the LLDPE-GM, making field
seams, and making seals around pipes and structures penetrating the
LLDPE-GM (if applicable).

Following review, these procedures and drawings shall be used for installation of
the LLDPE-GM. Any deviations from these procedures and drawings must be
approved by the Engineer and CQA Engineer.

f. Quality Control Certificates: For LLDPE-GM delivered to the site, quality control
certificates, signed by the Manufacturer's quality assurance manager shall be
provided which represent every roll of LLDPE-GM. Each certificate shall have the
roll identification number(s), test methods, frequency, and test results. At a
minimum, the test results and frequency of testing shall meet or exceed the
requirements of GRI GM17.

g. Contractor Quality Control Test Results: The Contractor shall provide the results
of required testing.

h. Furnish copies of the delivery tickets or other approved receipts as evidence for
materials received that will be incorporated into the construction.

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2. Post-Installation Requirements:

Upon completion of the LLDPE-GM installation, the Contractor shall submit the following:

a. Certificate stating that the LLDPE-GM has been installed in accordance with the
Drawings, Specifications, and the Manufacturer's recommendations.

b. Completed Manufacturer's and workmanship warranties.

c. Record Information: Record information shall include but not be limited to:

(1) CQC Documentation: Includes trial seam logs, panel placement logs,
panel seaming logs, non-destructive seam testing report forms, field
destructive seam testing report forms, and repair logs.

(2) As-Built Drawing: Includes the requirements listed in Paragraph D.8
(Surveying) of this Specification.

Finalization of payment for LLDPE-GM installation shall not be made until the above submittals
have been reviewed by the CQA Engineer.

D. CONSTRUCTION

1. Shipping, Handling, and Storage:

The LLDPE-GM shall be shipped, handled, and stored in strict accordance with the
Manufacturer's recommendations.

2. Failing CQA Material Control Tests:

LLDPE-GM that is rejected upon testing shall be removed from the project site and
replaced at Contractor's cost. Sampling and CQA testing of LLDPE-GM supplied as
replacement for rejected material shall be performed by the CQA Engineer at
Contractor's cost.

3. Subgrade Preparation:

a. The surface of the subgrade shall be smooth, uniform, free from sudden changes
in grade (such as vehicular ruts), rocks or stones greater than ½ inch in size,
debris, and deleterious materials. During actual placing and seaming of the
LLDPE-GM, the subgrade shall be kept free of all standing water. If the subgrade
below the LLDPE-GM becomes excessively wet and unstable as determined by
the CQA Engineer, it shall be dried and recompacted, and replaced if needed.

b. Before an individual panel of LLDPE-GM is installed; the Contractor and Installer
shall verify in writing and submit to the CQA Engineer:

(1) Lines and grades are in conformance with the Drawings and
Specifications.

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(2) The surface area to be lined has been rolled and compacted, free of
irregularities and abrupt changes in grade.

4. LLDPE-GM Placement:

a. Weather Conditions:

LLDPE-GM placement shall not proceed at an ambient temperature below 32 F
or above 100 F unless otherwise authorized, in writing, by the Engineer.
Installation of LLDPE-GM at temperatures below 32 F, if authorized by the
Engineer, shall follow GRI GM9. LLDPE-GM placement shall not be performed
during precipitation, excessive moisture, in an area of ponded water, or in
excessive winds. Any portion of LLDPE-GM or subgrade damaged due to weather
conditions shall be repaired at the Contractor's cost.

b. Method of Placement:

(1) Each panel of the LLDPE-GM shall be installed in accordance with the
approved shop drawings prepared by the Contractor. The layout shall be
designed to keep field seaming of the LLDPE-GM to a minimum and
consistent with proper methods of LLDPE-GM installation.

(2) Panels shall be oriented perpendicular to the line of the slope crest (i.e.,
down and not across slope).

(3) The LLDPE-GM shall be placed smooth and free of excessive wrinkles.

(4) LLDPE-GM rolls shall be placed using proper spreader and rolling bars
with cloth slings. If a sheet must be displaced a distance greater than its
width, a slip sheet shall be used.

(5) The CQA Engineer shall inspect each panel, after placement and prior to
seaming, for damage and/or defects. Defective or damaged panels shall
be replaced or repaired, as approved by the CQA Engineer and as
described in this section.

(6) The Installer shall avoid dragging the LLDPE-GM on rough soil
subgrades.

(7) All LLDPE-GM shall be anchored as shown on the Contract Drawings and
consistent with Manufacturer's recommendations.

(8) Personnel working on the LLDPE-GM shall not smoke, wear damaging
shoes, or involve themselves in any activity that may damage the LLDPE-
GM, in the opinion of the CQA Engineer.

(9) The LLDPE-GM shall be properly weighted to avoid uplift due to wind.

(10) Vehicular traffic across the LLDPE-GM shall not be allowed, except that
four-wheel (or greater) all-terrain vehicles (ATVs) with low ground
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pressure may be allowed if approved in advance by the Engineer. The
Contractor shall submit proposed equipment and procedures for use of
ATVs to the CQA Engineer as part of his submittals. If ATVs are allowed
by the Engineer, each ATV shall be operated such that no sudden stops,
starts, or turns are made.

(11) All damage shall be recorded and located on the record drawings.

(12) When tying into existing LLDPE-GM, excavation of previously installed
geosynthetics shall be performed in a manner that minimizes damage to
the existing geosynthetics and as approved by the Engineer. All damage
to the existing geosynthetics shall be repaired by the Geosynthetics
Installer at the Contractor’s sole expense.

(13) The LLDPE-GM shall be kept free of debris, unnecessary tools, and
materials. In general, the LLDPE-GM area shall remain neat in
appearance.

c. Pipe Penetrations:

All pipe penetrations through the LLDPE-GM shall be as shown in the Contract
Drawings. Alternative penetration details may be approved by the Engineer and
CQA Engineer.

5. Field Seams:

a. Individual panels of LLDPE-GM shall be laid out and overlapped by a minimum of
4 inches prior to seaming. The area to be seamed shall be cleaned and prepared
in accordance with the Manufacturer's recommendations.

b. Dual or single track hot wedge methods shall be used for straight seams.

c. Extrusion fillet methods shall be used to seam cross seam tees, patches, repairs,
and penetration boots. All extrudate shall be free of dirt, dry, and protected from
damage. To limit overgrinding, the amount of grinding exposed after an extrusion
seam is completed shall be less than ¼ inch.

d. The seaming equipment used shall be capable of continuously monitoring and
controlling the temperatures in the zone of contact where the machine is actually
fusing the LLDPE-GM so as to ensure that changes in environmental conditions
will not affect the integrity of the seam.

e. All seams shall have a seam number that corresponds with the panel layout
numbers. The numbering system shall be used in the development of the record
drawings. Seam numbers shall be derived from the combination of the two panel
numbers that are to be seamed together.

f. Where horizontal seams are required on sloped surfaces, the panels shall be
placed such that the "upstream" panel forms the upper panel and overlaps the
"downstream" panel in order to minimize infiltration potential. All seams
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constructed on slopes of 6H:1V or steeper shall be vertical seams, except where
slope lengths exceed standard roll lengths and elsewhere as approved in advance
by the Engineer. Where approved, end seams on slopes of 6H:1V or steeper shall
be staggered a minimum of 5 feet and shall be made at an angle of approximately
45 degrees.

g. All panels placed on slopes of 6H:1V or steeper shall extend a minimum of 5 feet
beyond the grade break with a slope flatter than 6H:1V.

h. All seams shall extend to the full extent of the anchor trench (where applicable).

i. Unless otherwise approved by the Engineer, all “T” seams (i.e., the result of three
panels placed together) shall be staggered a minimum of 3 feet along either
seam and shall be covered with a patch.

j. No junctions of four or more panels shall be allowed unless approved by the
Engineer.

k. If extrusion seaming equipment is stopped for longer than one minute, it shall be
purged to remove heat-degraded extrudate. All purged extrudate shall be placed
on a sacrificial sheet and disposed of.

l. To prevent moisture buildup during seaming, it may be necessary to place a
movable protective layer of plastic directly below each overlap of LLDPE-GM that
is to be seamed.

m. If required, a firm substrate shall be provided by using a flat board or similar hard
surface directly under the seam overlap to achieve proper support.

n. Excessive wrinkles along geomembrane seams shall be minimized. Fish-mouths
or large wrinkles shall be cut along the ridge of the wrinkle to allow a flat
overlap, which shall be re-seamed. All cuts shall be repaired with a patch.

o. All seams (including repairs) shall meet or exceed the requirements of GRI GM19
and Table 3 of this section.

p. No overlying material shall be placed over the LLDPE-GM until approved by the
CQA Engineer.

6. Anchor Trench:

a. The anchor trench shall be constructed as shown on the Contract Drawings and
as specified herein. The anchor trench shall be maintained by the Contractor.

b. Slightly rounded corners shall be provided in the trench to avoid sharp bends in
the LLDPE-GM.

c. The anchor trench shall be adequately drained to prevent water ponding and
softening to adjacent soils. The anchor trench shall be backfilled with controlled
fill material and compacted to 90% standard Proctor dry density (ASTM D 698).
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d. If the anchor trench is located in a clay susceptible to desiccation, the amount of
trench open at any time shall be limited to one day of LLDPE-GM installation
capacity.

7. Repair Procedures:

a. Any portion of the LLDPE-GM exhibiting signs of defect or failing a nondestructive
or a destructive test, shall be repaired by the Geomembrane Installer. Several
procedures exist for the repair of these areas. The final decision as to the
appropriate repair procedure shall be made by the CQA Engineer. The
procedures available include:

(1) Patching - Apply a new piece of LLDPE-GM sheet over, and at least 6-
inches beyond the limits of a defect. The patch shall be extrusion seamed
to the underlying LLDPE-GM. This method should be used to repair
holes, tears, destructive test locations, undispersed raw materials,
contamination by foreign matter, dents, pinholes, and pressure test
holes.

(2) Capping - Apply a new strip of LLDPE-GM along the length of a
delineated faulty seam. The cap strip shall extend at least 6-inches
beyond the limit of the seam and the edges shall be extrusion seamed to
the underlying LLDPE-GM. This method should be used to repair lengths
of extrusion or hot wedge seams.

(3) Replacement - The faulty seam is removed and replaced.

b. In addition, the following provisions shall be satisfied:

(1) Surfaces of the LLDPE-GM which are to be repaired shall be abraded no
more than one hour prior to the repair;

(2) All surfaces must be clean and dry at the time of the repair;

(3) All seaming equipment used in repairing procedures must be approved;

(4) The repair procedures, materials, and techniques shall be approved in
advance of the specific repair by the CQA Engineer;

(5) Extrusion seaming of flaps of dual track hot wedge seams is not
acceptable. A patch or cap strip shall be used; and

(6) Patches or caps shall extend at least 6-inches beyond the edge of the
defect, and all patch corners shall be rounded.
8. Edge of Cover Markers:

The Contractor shall place edge of cover markers where shown on the Contract Drawings
along the limits of the geomembrane. These markers shall be considered incidental to
the LLDPE-GM installation.
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9. Surveying:

a. After completion of a segment of LLDPE-GM, the Contractor shall survey LLDPE-
GM to obtain the following information:

(1) Location and numbering of all panels/seams.

(2) Location of all repairs/patches;

(3) Location of all destructive test locations; and

(4) Location of all pipe penetrations and other appurtenances (if applicable).

b. No overlying materials shall be placed before survey information is obtained.

c. The Contractor shall provide the CQA Engineer with updated survey information
when requested by the CQA Engineer to verify that the required information is
being obtained.

10. Cover Placement:

Placement of materials over LLDPE-GM shall be performed in a manner as to ensure that
LLDPE-GM and the underlying geosynthetics are not damaged; minimal slippage of
LLDPE-GM on the underlying geosynthetics occurs; no excess tensile stresses occur in
the LLDPE-GM; and that no portion of the LLDPE-GM develops excessive wrinkles or
crimp. Wrinkles that exceed approximately 6 inches in height and cannot be eliminated
by amended placement and covering methods or LLDPE-GM that becomes crimped shall
be cut and repaired by the Geosynthetics Installer in a method approved by the Engineer.

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Table 1: Required LLDPE-GM Properties

Property Test Method Units
Value
40 mil Textured
Interface Shear Strength
(Peak)1, 2
ASTM D 5321

psf
125 psf (200 psf)

Notes:
1. Textured LLDPE-GM shall have adequate adhesion against adjacent materials under low
normal loads to achieve the successful installation of overlying components without
slippage.
2. Note that the required values for textured LLDPE-GM may require an aggressively
textured sheet.

Table 2: Required Contractor Quality Control Tests

Property Test Method Minimum Test Frequency
Interface Shear Strength ASTM D 5321 (See Note 1)

Notes:
1. Test each interface to be used on this project using representative samples of materials
to be supplied under normal loads indicated and using test parameters as specified by the
Engineer. For this project, interfaces to be tested are:

A. Textured LLDPE-GM (40 mil) against existing cover soils (intermediate cover);
B. Drainage Geocomposite against textured LLDPE-GM (40 mil); and
C. Vegetative Soil Layer against Drainage Geocomposite.

If there are material differences in the surface of any of the geosynthetic materials from
one side to the other, then all possible combinations of interfaces shall be tested. This
testing shall be performed at Contractor cost by an independent GAI accredited laboratory
and submitted to the Engineer for review prior to shipping. Upon review of test results,
the Engineer may allow exceptions to the above criteria.

For tests involving textured geomembranes, the laboratory shall also report the asperity
height (ASTM D 7466) for the material samples used in the actual direct shear tests.

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Table 3: Required Seam Strength Properties

Property Test Method
Value
Hot Wedge Seams Extrusion Fillet
Seams
40 mil:
Shear Strength1 ASTM D 6392 60 lbs/inch
Shear Elongation at Break2 50%
Peel Strength1 50 lbs/inch 44 lbs/inch
Peel Separation (Incursion) < 25%
Locus-of-Break See Note 3

Notes:
1. Values listed for shear and peel strengths are for 4 out of 5 test specimens; the 5th
specimen can be as low as 80% of the listed values.
2. Omit elongation measurements when performing field tests.
3. Regarding the locus-of-break patterns of the different seaming methods in shear and
peel, the following are unacceptable break codes per their description in ASTM D 6392 (in
this regard, SIP is an acceptable break code):

Hot Wedge: AD and AD-BRK with > 25% Separation
Extrusion Fillet: AD1, AD2, and AD-WLD (unless strength is achieved).

END OF SECTION
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SECTION 02930

REVEGETATION

A. Description

1. General:

The Contractor shall furnish all labor, material, and equipment to complete Revegetation
in accordance with the Contract Drawings and these Specifications.

2. Related Work:

Related Contract Work is described in the following sections of the Specifications:

Work Section
Excavation 02222
Embankment 02223
Vegetative Soil Layer 02258
Erosion and Sedimentation Control 02270
Rolled Erosion Control Products 02275

3. Warranty:

The Contractor shall be responsible for the satisfactory establishment and growth of a
permanent stand of vegetation for a period of one year following the final seeding as
judged by the Engineer. During this period, the Contractor shall be responsible for the
maintenance items described in Paragraph D.4 (Maintenance) of this Specification.

B. Materials

1. Limestone: Unless otherwise defined by specific soil tests, supply agricultural grade
ground limestone conforming to the current “Rules, Regulations, and Standards of the
Fertilizer Board of Control.”

2. Fertilizer: Unless otherwise defined by specific soil tests, supply commercial fertilizer
meeting applicable requirements of State and Federal law. Do not use cyanamic
compounds of hydrated lime. Deliver fertilizer in original containers labeled with content
analysis.

3. Grass Seed: Supply fresh, clean, new-crop seed. Do not use seed which is wet, moldy, or
otherwise damaged. Deliver seed in standard sealed containers labeled with producer’s
name and seed analysis, and in accord with US Department of Agriculture Rules and
Regulations under Federal Seed Act.

Revegetation: Revegetation includes permanent Revegetation of all site areas disturbed by the
Contractor whether inside the Contract Limits or not.
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4. Mulch: Supply clean, seed-free, threshed straw of oats, wheat, barley, rye, beans, or
other locally available mulch material.

a. Do not use mulch containing a quantity of matured, noxious weed seeds or other
species that will be detrimental to seeding, or provide a menace to surrounding
land.

b. Do not use mulch material which is fresh or excessively brittle, or which is
decomposed and will smother or retard growth of grass.

5. Binder: Supply emulsified asphalt or synthetic binder.

6. Water: Supply potable, free of substances harmful to growth.

7. Application rates, seed types, and other requirements shall be in accordance with Table 1
of this section.

C. Submittals

The Contractor shall submit the following to the Engineer:

1. Results of soil tests performed and proposed modifications, if any, to the specified
requirements.

2. Certificates for each grass seed mixture, stating botanical and common name,
percentage by weight, and percentages of purity, germination, and weed seed. Certify
that each container of seed delivered is fully labeled in accordance with Federal Seed Act
and equals or exceeds specification requirements.

3. Copies of invoices for fertilizer, showing grade furnished and total quantity applied.

D. Construction

1. The Contractor shall establish a smooth, healthy, uniform, close stand of grass from the
specified seed. Prior to Revegetation, the Contractor shall adequately test the soils to be
revegetated to ensure the adequacy of the specified requirements. Any modifications to
these requirements deemed necessary after the review of soil test results, shall be at the
Contractor’s sole expense. The Engineer will perform the observations to determine
when successful Revegetation is achieved.

2. Soil Preparation:

a. Limit preparation to areas which will be planted soon after preparation.

b. Loosen surface to minimum depth of four (4) inches.

c. Remove stones, sticks, roots, rubbish and other extraneous matter over three (3)
inches in any dimension.

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d. Spread lime uniformly over designated areas at the rate specified in Table 1 of
this section.

e. After application of lime, prior to applying fertilizer, loosen areas to be seeded
with double disc or other suitable device if soil has become hard or compacted.
Correct any surface irregularities in order to prevent pocket or low areas which
will allow water to stand.

f. Distribute fertilizer uniformly over areas to be seeded at the rate specified in
Table 1 of this section.

(1) Use suitable distributor.

(2) Incorporate fertilizer into soil to depth of at least two (2) inches.

(3) Remove stones or other substances which will interfere with turf
development or subsequent mowing.

g. Grade seeded areas to smooth, even surface with loose, uniformly fine texture.

(1) Roll and rake, remove ridges and fill depressions, as required to meet
finish grades.

(2) Fine grade just prior to planting.

3. Seeding:

a. Use approved mechanical power driven drills or seeders, mechanical hand
seeders, or other approved equipment.

b. Distribute seed evenly over entire area at the rate specified in Table 1 of this
section.

c. Stop work when work extends beyond most favorable planting season for species
designated, or when satisfactory results cannot be obtained because of drought,
high winds, excessive moisture, or other factors.

d. Resume work only when favorable condition develops, or as directed by the
Engineer.

e. Lightly rake seed into soil followed by light rolling or cultipacking.

f. Immediately protect seeded areas against erosion by mulching or placing Rolled
Erosion Control Products in accordance with Section 02275 of these
Specifications, where applicable.

(1) Spread mulch in a continuous blanket at the rate specified in Table 1 of
this section.

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(2) Immediately following spreading mulch, secure with evenly distributed
binder at the rate specified in Table 1 of this section.

(3) For slopes not steeper than 3H:1V and as an option to using binder to
secure mulch, use a mulch anchoring tool operated along the contour of
the slope.

4. Maintenance:

The Contractor shall be responsible for maintaining all seeded areas through the end of
his warranty period. The Contractor shall provide, at his expense, protection of all seeded
areas against damage at all times until acceptance of the work. Maintenance shall
include, but not be limited to, the following items:

a. Regrade and revegetate all eroded areas until adequately stabilized by grass.

b. Remulch with new mulch in areas where mulch has been disturbed by wind or
maintenance operations sufficiently to nullify its purpose. Anchor as required to
prevent displacement.

c. Replant bare areas using same materials specified.

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Table 1: Seeding Schedule

Material Seed Type Application Rate
(See Note 1)
Lime ----- 4,000 lbs/acre
Fertilizer (10-10-10) ----- 1,000 lbs/acre
Seed:
Permanent:
Kentucky 31 Tall Fescue
Sericea Lespedeza3
Seasonal Nurse Crop2
120 lbs/acre
70 lbs/acre
See Note 2
Temporary: Seasonal Nurse Crop2 See Note 2
Mulch ----- 4,000 - 5,000 lbs/acre
Binder ----- 400 gallons/acre

Notes:
1. Application rates and/or chemical analysis shall be confirmed or established by a soil
test(s).
2. Use seasonal nurse crop in accordance with seeding dates as stated below:
April 15 - August 15 10 lbs/acre German Millet
August 16 - April 14 25 lbs/acre Rye (grain).
3. From September 1 - March 1, use unscarified Sericea seed.

END OF SECTION
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Brownfield Road C&D Landfill Operations Manual
October 2015 Table of Contents Page i
Brownfield Road C&D Landfill
NC Solid Waste Permit No. 92-31

Operations Manual

Table of Contents
Page

1.0 GENERAL FACILITY OPERATION ............................................................................... 1 
1.1 Overview .................................................................................................................... 1 
1.2 Contact Information .................................................................................................. 1 
1.2.1 Wake Reclamation, LLC ................................................................................ 1 
1.2.2 Waste Industries USA, Inc. ........................................................................... 2 
1.2.3 North Carolina Department of Environmental Quality ................................ 2 
1.2.4 Wake County .................................................................................................. 3 
1.3 Facility Operations..................................................................................................... 3 
1.3.1 Facility Operating Hours ............................................................................... 3 
1.3.2 Operating Capacity ........................................................................................ 3 
1.3.3 Service Area .................................................................................................. 3 
1.4 Access Control........................................................................................................... 4 
1.4.1 Physical Restraints ....................................................................................... 4 
1.4.2 Security .......................................................................................................... 4 
1.5 Signage ...................................................................................................................... 4 
1.5.1 Waste Limit Markers ..................................................................................... 5 
1.6 Communications ....................................................................................................... 5 
1.7 Fire Control ............................................................................................................... 5 
1.7.1 Open Burning ................................................................................................ 5 
1.7.2 Fire Tetrahedron ........................................................................................... 5 
1.7.3 Equipment ..................................................................................................... 6 
1.7.4 General Fire Management Strategies .......................................................... 6 
1.7.5 Fires Within Disposal Areas.......................................................................... 6 
1.7.6 Notification .................................................................................................... 7 
1.8 Severe Weather Conditions ....................................................................................... 7 
1.8.1 Ice Storms ..................................................................................................... 7 
1.8.2 Heavy Rains ................................................................................................... 7 
1.8.3 Electrical Storms .......................................................................................... 8 
1.8.4 Windy Conditions ........................................................................................... 8 
1.8.5 Violent Storms ............................................................................................... 8 
1.9 Equipment Requirements ......................................................................................... 8 
1.10 Personnel Requirements .......................................................................................... 9 
1.11 Health and Safety ...................................................................................................... 9 
1.11.1 Personal Hygiene ....................................................................................... 10 
1.11.2 Personal Protective Equipment ................................................................ 10 
1.11.3 Mechanical Equipment Hazard Prevention .............................................. 11 
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1.11.4 Employee Health and Safety...................................................................... 11 
1.11.5 Physical Exposure ...................................................................................... 11 
1.11.6 Safety Data Sheets ..................................................................................... 11 
1.12 Utilities ..................................................................................................................... 11 
1.13 Recordkeeping Program ......................................................................................... 12 
2.0 WASTE HANDLING OPERATIONS ............................................................................ 13 
2.1 Overview .................................................................................................................. 13 
2.2 Acceptable Waste .................................................................................................... 13 
2.3 Prohibited Wastes ................................................................................................... 13 
2.4 Waste Screening Programs .................................................................................... 14 
2.4.1 Waste Receiving and Inspection ................................................................. 14 
2.4.2 Hazardous Waste Contingency Plan ........................................................... 15 
2.5 Waste Disposal ........................................................................................................ 16 
2.5.1 Access .......................................................................................................... 16 
2.5.2 General Procedures .................................................................................... 16 
2.5.3 Asbestos Waste Management .................................................................... 17 
2.5.4 Periodic Cover ............................................................................................. 18 
2.6 Severe Weather Conditions .................................................................................... 18 
2.6.1 Ice Storms ................................................................................................... 18 
2.6.2 Heavy Rains ................................................................................................. 18 
2.6.3 Electrical Storms ........................................................................................ 19 
2.6.4 Windy Conditions ......................................................................................... 19 
2.6.5 Violent Storm ............................................................................................... 19 
2.7 Height Monitoring .................................................................................................... 19 
3.0 RECYCLING AREA OPERATIONS .............................................................................. 20 
3.1 Safety ....................................................................................................................... 20 
3.2 Operations ............................................................................................................... 21 
3.3 Equipment ............................................................................................................... 21 
3.4 Personnel ................................................................................................................ 21 
3.5 Recovered Material Management ........................................................................... 21 
3.6 Recordkeeping ........................................................................................................ 21 
4.0 ENVIRONMENTAL MANAGEMENT ........................................................................... 22 
4.1 Overview .................................................................................................................. 22 
4.2 Erosion and Sedimentation Control ....................................................................... 22 
4.3 Landfill Gas Control ................................................................................................ 22 
4.4 Litter Control ........................................................................................................... 23 
4.5 Vector Control ......................................................................................................... 23 
4.6 Odor Control ............................................................................................................ 23 
4.7 Dust Control ............................................................................................................ 23 
4.8 Interim Cover ........................................................................................................... 23 
4.9 Interim Cover Monitoring ........................................................................................ 23 

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October 2015 Table of Contents Page iii
TABLES
Table 1 Equipment Requirements
Table 2 Personnel Requirements
Table 3 Recyclable Materials

FIGURES
Figure 1 Site Vicinity Map
Figure 2 Facility Map
Figure 3 Service Area Map

APPENDICES
Appendix A Fire Occurrence Notification Form
Appendix B Waste Screening Form
Appendix C Paint Filter Liquids Test – EPA Method 9095

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Brownfield Road C&D Landfill Operations Manual
October 2015 Page 1
1.0 GENERAL FACILITY OPERATION
1.1 Overview
This Operations Manual was prepared for the Brownfield Road Landfill facility
(Brownfield Road LF), which operates as a construction and demolition debris (C&D)
landfill (Permit No. 92-31) and is owned by Wake Reclamation, LLC (a subsidiary of
Waste Industries USA, Inc.). The Brownfield Road LF is located at 2600 Brown Field
Road in Raleigh, NC as shown on the Site Vicinity Map, included as Figure 1. The C&D
landfill is located on approximately 37.5 acres within the northern portion of the
property. This document discusses the operations of the landfill unit and other solid
waste management activities:

 Scales and scale house facilities;
 Construction and Demolition Debris (C&D) landfill;
 Inert (concrete) debris storage area; and
 Asbestos-Containing Material (ACM) handling.

Refer to the attached Figure 2 for the location of existing and proposed landfill units
and other solid waste management activities.

The information contained herein was prepared to provide facility with a clear
understanding of how the Design Engineer assumed that the completed facility would be
operated. While deviations from the operations outlined here may be acceptable, they
should be reviewed and approved by the Design Engineer. Please refer to the
appropriate permit application for a detailed discussion and calculations for the
individual components of each landfill unit, including phasing plans.

1.2 Contact Information
All correspondence and questions concerning the operation of the Brownfield Road LF
facility should be directed to the appropriate Operator and State personnel listed below.
Waste Reclamation, LLC is a wholly owned subsidiary of Waste Industries USA, Inc. For
fire or police emergencies, dial 911.

1.2.1 Wake Reclamation, LLC
Address: 2600 Brown Field Road
Raleigh, North Carolina 27610
Scale House Phone: [phone]
Fax: [phone]

General Manager: Donald Plessinger
Email: [e-mail]
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Phone: [phone]
1.2.2 Waste Industries USA, Inc.
Address: 3301 Benson Drive, Suite 600
Raleigh, North Carolina 27609
Region Manager: David Pepper
Email: [e-mail]
Phone: [phone]
Fax: [phone]

1.2.3 North Carolina Department of Environmental Quality
North Carolina DEQ - Raleigh Central Office (RCO)
217 West Jones Street
1646 Mail Service Center
Raleigh, North Carolina 27699-1646
Phone: [phone]
Fax: [phone]

North Carolina DEQ – Raleigh Regional Office
800 Barrett Drive
Raleigh, North Carolina 27609
Phone: [phone]
Fax: [phone]

Division of Waste Management (DWM) - Solid Waste Section:
Field Operations Branch Head: Jason Watkins (WSRO)
Email: [e-mail]
Eastern District Supervisor: Andrew Hammond (FRO)
Email: [e-mail]
Environmental Senior Specialist: Liz Patterson (RCO)
Email: [e-mail]
Division of Energy, Mineral and Land Resources- Land Quality Section

Address: 800 Barrett Drive
Raleigh, North Carolina 27609
Phone: [phone]
Fax: [phone]

Regional Engineer: John Holley, P.E. (RRO)
Email: [e-mail]

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1.2.4 Wake County
Wake County Department of Water Quality
Post Office Box 550
Raleigh, North Carolina 27602
Phone: [phone]

Watershed Manager: Shawn Springer, EI
Email: [e-mail]
1.3 Facility Operations
1.3.1 Facility Operating Hours
Normal hours of operation will be 7:00 A.M. to 4:00 P.M. Monday through Friday
and occasionally on Saturdays as needed. The facility will be closed on holidays
as designated by the Owner. The Owner may elect to modify these hours from
time to time.

1.3.2 Operating Capacity
The Brownfield Road LF is approved to accept 1,100 tons per day, six (6) days a
week, or 344,300 tons per year, per the franchise amendment granted by the
Wake County Commissioners on January 20, 2004.1 At the date of this plan, a
reasonably expected disposal rate of 115,000 tons per year has been determined
evaluating historical, current, and predicted future rates.

1.3.3 Service Area
The Brownfield Road LF facility is permitted to receive solid waste generated
within the following Counties of the State of North Carolina (see Figure 3)
consistent with the franchise amendment granted by the Wake County Board of
Commissioners September 7, 20102: Wake, Durham, Orange, Johnston,
Franklin, Chatham, Alamance, Caswell, Person, Granville, Vance, Warren, Nash,
Wilson, Wayne, Harnett, and Lee.

1 January 20, 2004 - Regular Meeting of the Wake County Board of Commissioners Meeting; Amendment of the original franchise to
expand the service area, increase tonnage to was discussed and voted on. - Action: Passed. Ordinance granting the amended
franchise was approved unanimously.
2 September 20, 2010 - Regular Meeting of the Wake County Board of Commissioners Meeting; amendment of the existing franchise
to expand the service area was discussed and voted on. - Action: Passed. Ordinance granting the amended franchise was approved
unanimously.
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1.4 Access Control
Limiting access to the Brownfield Road LF facility is important for the following reasons:

 Unauthorized and illegal dumping of waste materials is prevented.
 Trespassing, and injury resulting therefrom, is discouraged.
 The risk of vandalism is greatly reduced.

Access to active areas of the landfill will be controlled by a combination of fences and
natural barriers, and strictly enforced operating hours through the landfill entrance off
of Brown Field Road. A scalehouse attendant will be on duty at all times when the
landfill facility is open for public use to enforce access restrictions.

1.4.1 Physical Restraints
The site is accessed by an entrance road that intersects Brown Field Road on the
eastern edge of the property. Scales and a scale house are provided along the
entrance road where all refuse trucks entering the facility are weighed upon
entering and exiting. The entrance has a gate that is securely locked during non-
operating hours.

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

1.5 Signage
A prominent sign(s) containing the information required by the DWM is located
immediately inside the main entrance to the facility. This sign(s) will provide information
on operating hours, operating procedures, acceptable wastes and/or information as
required under the facility permit. Additional signage will be provided as necessary
within the waste disposal complex to distinguish the roadways to the active waste
disposal areas, manage and direct traffic, regulate speed limits, identify groundwater
monitoring wells, and define waste boundaries. Service and maintenance roads for use
by operations personnel will be clearly marked and barriers (e.g., traffic cones, barrels,
etc.) will be provided as required. Landfill personnel will routinely inspect the conditions
of the posted signage to ensure that they are clearly visible and intact. Damaged or
missing signage will be replaced.

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prevented or extinguished by removing any one of them. A fire naturally occurs
when the elements are combined in the right mixture (e.g., more heat needed for
igniting some fuels, unless there is concentrated oxygen). The fire tetrahedron is
a more modern adaptation of the traditional fire “triangle” recognizing the
chemical reactions that may occur as a component – “the uninhibited chain
reaction”. This chain reaction is the feedback of heat to the fuel to produce the
gaseous fuel used in the flame. In other words, the chain reaction provides the
heat necessary to maintain the fire. These principles are integral in the
prevention and management of potential fire situations. Please note this
information is considered as a basis of understanding and may be superseded by
the direction and skill of the local Fire Marshall.

1.7.3 Equipment
A combination of factory installed fire suppression systems and/or portable fire
extinguishers will be operational on all pieces of heavy equipment at all times.
Potential fire hazards are created from the build-up of fine, dry dust particles on
and around operational motors and control panels. The presence of these build-
ups can cause overheating and potential fire if periodic equipment cleaning and
maintenance are not practiced. Portable fire extinguishers should be maintained
in a state of readiness on each piece of moving equipment and equipment should
be cleaned periodically.

1.7.4 General Fire Management Strategies
Each fire situation is site specific; however, general strategies for active fire
management include the following (in no particular order):

 Accelerated high temperature combustion (displacing fuel);
 Covering of the landfill burn area with soil (reduce oxygen);
 Covering of the burn area with foams (reduce oxygen);
 Flooding the burn area with water (reduce heat);
 Injecting an inert gas such as CO2 (reduce oxygen);
 Excavating the burning material (displacing fuel) and then extinguishing it
in small controlled areas; and
 Applying extinguishing agents that will interfere with and inhibit the
combustion process at the molecular level (break the chemical reaction).

1.7.5 Fires Within Disposal Areas
Fires within the landfill disposal areas will be limited by the use of periodic cover
as a fire break and control of "hot" loads entering the landfill. Trained personnel
at the scale house will turn away all trucks containing waste that is suspected to
be hot. If a hot load is placed on the working face, then the load will be spread as
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thin as possible and cover soil will be immediately placed on the waste to
extinguish the fire.

In general, fires that break out close to the surface of the disposal area should be
excavated and smothered with cover material. Deep fires should be smothered
out by placing moist soil on the surface and by constructing soil barriers around
the fire. Where the smothering technique fails, the burning material must be
excavated and smothered or quenched with water once the burning material is
brought to the surface. Water is usually not effective unless it can be directly
applied to the burning material.

1.7.6 Notification
The Operator will verbally notify the DWM (see Section 1.2.3) within 24 hours of
discovery of a fire within any landfill disposal area. In addition, written
documentation describing the fire, the actions carried out to extinguish the fire,
and a strategy for preventing future occurrences will be provided to the DWM
within 15 days following any such occurrence on the Fire Occurrence
Notification Form included in Appendix A.

1.7.7 Coordination With Local Fire Department
A copy of this Operations Manual will be filed with the local fire department
including all contact information for the facility.

1.8 Severe Weather Conditions
Unusual weather conditions can directly affect the operation of the facility. Some of
these weather conditions and recommended operational responses are as follows.

1.8.1 Ice Storms
An ice storm can make access to the facility dangerous, prevent movement or
placement of cover soil, and, thus, may require closure of the landfill until the ice
is removed or has melted. The determination to discontinue activities due to
inclement weather conditions will be made by the Landfill Manager.

1.8.2 Heavy Rains
Exposed soil surfaces can create a muddy situation in some portions of the
facility during rainy periods. The control of drainage and use of crushed stone on
unpaved roads should provide all-weather access for the site and promote
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drainage away from critical areas. In areas where the aggregate surface is
washed away or otherwise damaged, new aggregate should be used for repair.

Intense rains can affect newly constructed drainage structures such as swales,
diversions, cover soils, and vegetation. After such a rain event, inspection by
facility personnel will be initiated and corrective measures taken to repair any
damage found before the next rainfall.

1.8.3 Electrical Storms
The open area of a landfill is susceptible to the hazards of an electrical storm. If
necessary, facility activities will be temporarily suspended during such an event.
Refuge will be taken as necessary in the on-site buildings or in rubber-tired
vehicles.

1.8.4 Windy Conditions
Facility operations during a particularly windy period may require that the
working face be temporarily shifted to a more sheltered area. When this is done,
the previously exposed face will be immediately covered with cover materials.

1.8.5 Violent Storms
In the event of hurricane, tornado, or severe winter storm warning issued by the
National Weather Service, facility operations may be temporarily suspended until
the warning is lifted. Equipment will be properly secured. A radio capable of
tuning to NOAA Weather Radio-Providence shall be periodically monitored by
landfill personnel.

1.9 Equipment Requirements
The Operator will make available as needed the equipment required to perform the
necessary facility activities. Periodic maintenance of all equipment and minor and major
repair work will be performed at designated maintenance zones.

The anticipated equipment requirements for operation and maintenance of the site are
listed in the following table. These may vary based upon volume coming into the facility
for disposal.

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Table 1: Equipment Requirements

Description Primary Function (Allocation)
1) Compactors (1) Waste placement and compaction
2) Dozers (1) Stripping and grading of borrow areas, fine grading,
slope work, and site cleanup
3) Water Truck (1) Dust control
4) Large Excavator (1) Loading and placement of cover soils
5) Off Road Dump Truck (1) Loading and hauling of cover soils
6) Service Truck Equipment maintenance and site management
7) Other Equipment As needed.

1.10 Personnel Requirements
At least one responsible individual trained and certified in facility operations will be
present at all times during all operating hours of the facility. An attendant will be
present to oversee the unloading of waste. Annually, a supervisor, certified as a
Manager of Landfill Operations (MOLO) by the Solid Waste Association of North America
(SWANA) will train each facility employee. As part of this training, personnel learn to
recognize loads which may contain prohibited wastes.

The anticipated personnel requirements for operation and maintenance of the site are
listed in the following table. The numbers of site personnel can be adjusted based upon
volume of waste received for disposal.

Table 2: Personnel Requirements

Description Primary Function (Allocation)
1) Site Manager (1) Overall management of the facility
2) Operations Manager (1) Manage facility operations
3) Scalehouse Attendant (1) Receiving and weight for incoming loads
4) Operators (2) Management of workface, leachate systems, cover
placement
5) Temp Labor (4) General labor and operational staff around the site
1) Site Manager (1) Overall management of the facility

1.11 Health and Safety
All aspects of the facility operations were developed with the health and safety of the
operating staff, customers, and neighbors in mind. Prior to commencement of
operations of the facility, a member of the operating staff will be designated site safety
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officer. This individual, together with the facility's management will modify the site
safety and emergency response program to remain consistent with SWANA and
Occupational Safety and Health Administration (OSHA) guidance.

Safety equipment provided includes equipment rollover protective cabs, seat belts,
audible reverse warning devices, hard hats, safety shoes, and first aid kits. Facility
personnel will be encouraged to complete the American Red Cross Basic First Aid
Course. Other safety requirements as designated by the Owner and Operator will also
be implemented.

Facility employees will be routinely trained in health and safety by supervisory staff. All
training will be documented. The following are some general recommendations for the
health and safety of workers:

1.11.1 Personal Hygiene
The following items are recommended as a minimum of practice:

 Wash hands before eating, drinking, or smoking.
 Wear personal protective equipment as described in Section 1.11.2.
 Wash, disinfect, and bandage ANY cut, no matter how small it is. Any
break in the skin can become a source of infection.
 Keep fingernails closely trimmed and clean (dirty nails can harbor
pathogens).

1.11.2 Personal Protective Equipment
Personal Protective Equipment (PPE) must be evaluated as to the level of
protection necessary for particular operating conditions and then made available
to facility employees. The list below includes the PPE typically used and/or
required in a solid waste management facility workplace.

 Safety shoes with steel toes.
 Noise reduction protection should be used in areas where extended
exposure to continuous high decibel levels is expected.
 Disposable rubber latex or chemical resistant gloves for handling and/or
sampling of waste materials.
 Dust filter masks.
 Hard hats (in designated areas)
 Portable eyewash.
 Safety goggles.
 Safety vests.

Following use, PPE’s should be disposed of or adequately cleaned, dried, or
readied for reuse.
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1.11.3 Mechanical Equipment Hazard Prevention
All equipment should be operated with care and caution. All safety equipment
such as horns, backup alarms, and lights should be functional. A Lockout-
Tagout program will be used to identify equipment in need or under repair and
insure that operation is “off-limits” prior to maintenance or repair. All operators
will be trained in the proper operation of equipment.

1.11.4 Employee Health and Safety
Some general safety rules are:

 Consider safety first when planning and conducting activities.
 Review the equipment O&M manual(s) prior to attempting
repairs/changes.
 Remember the buddy system for repair of mechanical equipment.
 Post emergency contact phone numbers.
 Provide easy and visible access to the Right to Know materials.
 Provide easy and visible access to first aid kits and fire extinguishers.

1.11.5 Physical Exposure
Facility personnel may come in contact with the fluids, solids, and airborne
constituents found at the facility. Routine training should be conducted
regarding the individual and collective materials used at the facility and their
associated hazards. Training concerning safe work practices around these
potential exposures should cover the use of equipment and proper disposal
procedures.

1.11.6 Safety Data Sheets
Safety Data Sheets (SDS) will be collected on every waste (if available and
appropriate) that enters the facility. Information will also be made available for
all chemicals stored on site for use at the facility. SDS sheets will be stored in a
location with all other Right to Know information for the site.

1.12 Utilities
Electrical power, water, telephone, and restrooms will be provided at the scale
house/site office.

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1.13 Recordkeeping Program
The Operator will maintain the following records in an operating record at the landfill:

A. Current permit(s) (Permit to Construct, Permit to Operate, etc.);
B. Current operations manual/plan and engineering plan;
C. Inspection reports;
D. Audit and compliance records;
E. Annual landfill reports (including survey and other documentation related to
airspace usage);
F. Waste inspection records (see Section 2.4.1);
G. Daily tonnage records and disposal records maintained at the scale house -
including source of generation;
H. Waste determination records;
I. List of generators and haulers that have attempted to dispose of restricted
wastes;
J. Employee training procedures and records of training completed;
K. All ground water monitoring and surface water quality information (See the
current Water Quality Monitoring Plan) including:
1. Monitoring well construction records;
2. Sampling dates and results;
3. Statistical analyses; and
4. Results of inspections, repairs, etc.
M. LFG monitoring results and remedial measures as required (see the current LFG
Monitoring Plan);
N. All closure and post-closure information, where applicable, including:
1. Notification of intent to close;
2. Testing;
3. Certification; and
4. Recording.
O. Cost estimates or financial assurance documentation;
P. A notation of the date and time of final cover placement;
Q. OSHA 300 logs;
R. Asbestos disposal records;
S. Concrete Grinding Logs
T. Laboratory Testing identifying soil or mulch properties such as density and
gradation (if performed); and
The operating record will be kept up to date by the Operator or his designee. It will be
presented upon request to the DWM for inspection. A copy of this Operations Manual
will be kept at the facility and will be available for use at all times.
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2.0 WASTE HANDLING OPERATIONS
2.1 Overview
This section describes the required waste handling operations for the Brownfield Road
LF.

2.2 Acceptable Waste
The Brownfield Road LF will only accept waste that is generated from the approved
service areas is consistent with the North Carolina solid waste regulations and the
general conditions established in the operating permit. The acceptance of waste
materials must satisfy the following definitions:

 Construction and Demolition Debris Waste: as defined in G.S. 130A-290 (a)(4)
means solid waste resulting solely from construction, remodeling, repair or
demolition operations on pavement, buildings, or other structures, but does not
include inert debris, land-clearing debris or yard waste.
 Inert Debris Waste: as defined in G.S. 130A-290 (a)(14) means solid waste which
consists solely of material that is virtually inert and that is likely to retain its
physical and chemical structure under expected conditions of disposal, materials
such as unpainted rock, brick, concrete, concrete block, uncontaminated soil,
rock, and gravel.
 Land Clearing and Inert Debris Waste: as defined in G.S. 130A-290 (a)(15) and
15A NCAC 13B .0101 (23) means solid waste that is generated solely from land-
clearing activities, such as stumps, tree trunks and other naturally occurring
vegetative material.
 Asphalt: in accordance with G.S. 130-294 (m).
 Other Waste: other solid waste as approved by the Solid Waste Section of the
Division of Waste Management.

In addition, asbestos waste, as described in Section 2.5.3, may also be accepted at this
facility.

2.3 Prohibited Wastes
The following wastes are prohibited from being accepted at the C&D landfill facility:

 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,
 Garbage as defined in G.S. 130A-290(a)(7),
 Hazardous waste as defined in G.S. 130A-290(a)(8), to also include hazardous
waste from conditionally exempt small quantity generators,
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 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),
 Liquid wastes,
 Medical waste as defined in G.S. 130A-290(a)(18),
 Municipal solid waste as defined in G.S. 130A-290(a)(18a),
 Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761,
 Radioactive waste as defined in G.S. 104E-5(14),
 Septage as defined in G.S. 130A-290(a)(32),
 Sludge as defined in G.S. 130A-290(a)(34),
 Special wastes as defined in G.S. 130A-290(a)(40),
 White goods as defined in G.S. 130A-290(a)(44), and
 Yard trash as defined in G.S. 130A-290(a)(45),

Brownfield Road LF will implement a waste screening program described in Section
2.4, to prohibit these types of waste. Solid waste section specifications regarding
prohibited waste are presented in 15A NCAC 13B .0542(e).

Asbestos waste may be accepted by the facility if handled according to Section 2.5.3.

2.4 Waste Screening Programs
To assure prohibited wastes are not entering the landfill facility, screening programs
have been implemented. Waste received at the scale house entrance and directed to the
working face is inspected by trained personnel. These individuals have been trained to
spot indications of unacceptable and suspicious wastes, including: hazardous
placarding or markings, liquids, powders or dusts, sludges, bright or unusual colors,
drums or commercial size containers, and "chemical" odors. Screening programs for
visual and olfactory characteristics of prohibited wastes are an ongoing part of the
facility operation.

2.4.1 Waste Receiving and Inspection
All vehicles must stop at the scale house located near the entrance of the facility
and visitors are required to sign-in. All waste transportation vehicles are
weighed and the content of the load assessed. The scale attendant(s) requests
from the driver of the vehicle a description of the waste it is carrying to ensure
that unacceptable waste is not allowed into the landfill. The attendant(s) then
visually checks the vehicle as it crosses the scale. Signs informing users of the
acceptable and unacceptable types of waste are posted at the scale house or in
the vicinity of the entrance to the site. Once passing the scales, the vehicles
containing C&D wastes are routed to the landfill.

Vehicles are randomly selected for screening on a regular basis, depending on
personnel availability. At least one vehicle per week, but not less than 1% by
weight of the waste stream entering the facility (based on the previous week’s
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total), will be randomly selected by inspection personnel. A random truck
number and time will be selected (e.g., the tenth load after 10:00 a.m.) on the day
of inspections. However, if something looks suspicious is spotted in any waste
load, that load is inspected further. Selected vehicles are directed to an area of
intermediate cover adjacent to the working face where the vehicle will be
unloaded. Waste is carefully spread using suitable equipment. An attendant
trained to identify wastes that are unacceptable at the landfill inspects the waste
discharged at the screening site. If unacceptable waste is found, the load will be
isolated and secured by berming off the area. Unacceptable wastes that are
nonhazardous will be removed from the C&D area and removed from the facility.
All random waste inspections will be documented by landfill staff using the waste
screening form provided in Appendix B.

For unacceptable wastes that are hazardous, the Hazardous Waste Contingency
Plan outlined in Section 2.4.2 will be followed. To determine the liquid content of
the waste, a liquid determination will be performed by the paint filter test (see
Appendix C for apparatus and procedures). The hauler is responsible for
removing unacceptable waste from the landfill property. If no unacceptable
waste is found, the load will be pushed to the working face and incorporated into
the daily waste cell.

2.4.2 Hazardous Waste Contingency Plan
In the event that identifiable hazardous waste or waste of questionable character
is detected at the landfill, appropriate equipment, protective equipment,
personnel, and materials as necessary will be employed to isolate the wastes.
DWM will be notified immediately (see Section 1.2.3) that an attempt was made
to dispose of hazardous waste at the landfill. If the vehicle attempting disposal of
such waste is known, all attempts will be made to prevent that vehicle from
leaving the site or, if the vehicle has left the site, immediate notice will be served
on the owner of the vehicle that hazardous waste, for which they have
responsibility, has been disposed of at the landfill.

The landfill will assist the DWM as necessary and appropriate in the removal and
disposition of the hazardous waste and in the prosecution of responsible parties.
If needed, the hazardous waste will be covered with either on-site soils or other
tarping material until such time when an appropriate method can be
implemented to properly handle the waste. The cost of the removal and
disposing of the hazardous waste will be charged to the owner of the vehicle
involved. Any vehicle owner or operator who knowingly dumps hazardous waste
in the landfill may be barred using the landfill.

Should an incident where hazardous waste is found at the landfill occur, the
event will be documented by landfill staff using the waste screening form
provided in Appendix B.
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Records of information gathered as part of the waste screening programs will be
maintained at the landfill site during its active life and as long as required by
Brownfield Road LF and DWM.

2.5 Waste Disposal
2.5.1 Access
The location of access roads during waste placement will be determined by
operations personnel in order to reflect waste placement strategy.

2.5.2 General Procedures
Waste transportation vehicles will arrive at the working face at random intervals.
There may be a number of vehicles unloading waste at the same time, while
other vehicles are waiting. In order to maintain control over the unloading of
waste, a certain number of vehicles will be allowed on the working face at a time.
The actual number will be determined by the truck spotter. This procedure will
be used in order to minimize the potential of unloading unacceptable waste and
to control disposal activity. Operations at the working face will be conducted in a
manner which will encourage the efficient movement of transportation vehicles
to and from the working face, and to expedite the unloading of waste.

The approach to the working face will be maintained such that two or more
vehicles may safely unload side by side. A vehicle turn-around area large enough
to enable vehicles to arrive and turn around safely with reasonable speed will be
provided adjacent to the unloading area. The vehicles will back to a vacant area
near the working face to unload. Upon completion of the unloading operation,
the transportation vehicles will immediately leave the working face area.
Personnel will direct traffic necessary to expedite safe movement of vehicles.

Waste unloading at the landfill will be controlled to prevent disposal in locations
other than those specified by site management. Such control will also be used to
confine the working face to a minimum width, yet allow safe and efficient
operations. The width and length of the working face will be maintained as small
as practical in order to maintain the appearance of the site, control windblown
waste, and minimize the amount of cover required each day. Normally, only one
working face will be active on any given day, with all deposited waste in other
areas covered by either periodic or final cover, as appropriate.

The procedures for placement and compaction of solid waste include: unloading
of vehicles, spreading of waste into adequately sized lifts, and compaction on
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relatively flat slopes (i.e. 5H:1V max.), in two-foot intervals, using a minimum
number of three full passes.

The use of portable signs with directional arrows and portable traffic barricades
will facilitate the unloading of wastes to the designated disposal locations. These
signs and barricades will be placed along the access route to the working face of
the landfill or other designated disposal areas which may be established.

2.5.3 Asbestos Waste Management
Brownfield Road LF may dispose of regulated asbestos within the C&D landfill.
Regulated asbestos-containing material (RACM) means:

(a) Friable asbestos material;
(b) Category I nonfriable asbestos-containing material (ACM) that has become
friable;
(c) Category I nonfriable ACM that will be or has been subjected to sanding,
grinding, cutting, or abrading; or
(d) Category II nonfriable ACM that has a high probability of becoming or has
become crumbled, pulverized, or reduced to powder by the forces
expected to act on the material in the course of demolition or renovation
operations regulated by this subpart.

Asbestos containing materials are further defined as:
 Category I nonfriable asbestos-containing material (ACM) means
asbestos-containing packings, gaskets, resilient floor covering, and
asphalt roofing products containing more than 1 percent asbestos as
determined using the method specified in appendix E, subpart E, 40 CFR
part 763, section 1, Polarized Light Microscopy.
 Category II ACM means any material, excluding Category I nonfriable
ACM, containing more than 1 percent asbestos as determined using the
methods specified in appendix E, subpart E, 40 CFR part 763, section 1,
Polarized Light Microscopy that, when dry, cannot be crumbled,
pulverized, or reduced to powder by hand pressure.
 Asbestos-containing material means any material containing more than
1 percent asbestos as determined using the method specified in appendix
E, subpart E, 40 CFR part 763, section 1, Polarized Light Microscopy that,
when dry, cannot be crumbled, pulverized, or reduced to powder by hand
pressure. This material is non-regulated.

Asbestos will only be accepted if it has been processed and packaged in
accordance with State and Federal (40 CFR 61) regulations. Asbestos will arrive
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Brownfield Road C&D Landfill Operations Manual
October 2015 Page 18
at the site in vehicles that contain only the asbestos waste and only after advance
notification by the generator.

Once the hauler brings the asbestos to the landfill, the hauler will be directed to
the designated asbestos disposal area by operations personnel. The designated
disposal area will be prepared by operations personnel by leveling a small area
using a dozer or loader. Prior to disposal, the landfill operators will stockpile
cover soil near the designated asbestos disposal area. The volume of soil
stockpiled will be sufficient to cover the waste and to provide any berms, etc. to
maintain temporary separation from other landfill traffic.

Once placed in the prepared area, the asbestos waste will be covered with a
minimum of 18 inches of daily cover soil placed in a single lift. The surface of the
cover soil will be compacted and graded using a tracked dozer or loader. The
landfill compactor will be prohibited from operating over asbestos disposal areas
until at least 18 inches of cover are in-place.
The landfill staff will record the approximate location and elevation of the
asbestos waste once cover is in-place. The Landfill Manager or other
supervisory staff will review pertinent disposal and location information to
assure compliance with regulatory requirements and enter the information into
the Operating Record.

Once disposal and recording for asbestos waste is completed, the disposal area
may be covered with waste. No excavation into designated asbestos disposal
areas will be permitted.

2.5.4 Periodic Cover
At the completion of waste placement each week or sooner, a 6 inch layer of
earthen material will be placed over the exposed waste. This periodic cover is
intended to control vectors, fire, odors, and blowing debris.

2.6 Severe Weather Conditions
Unusual weather conditions can directly affect the operation of the facility. Some of
these weather conditions and recommended operational responses are as follows.

2.6.1 Ice Storms
An ice storm can make access to the landfill dangerous, prevent movement or
placement of periodic cover, and, thus, may require closure of the facility until
the ice is removed or has melted.

2.6.2 Heavy Rains
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Exposed soil surfaces can create a muddy situation in some portions of the
landfill during rainy periods. The control of drainage and use of crushed stone
on unpaved roads should provide all-weather access for the site and promote
drainage away from critical areas. In areas where the aggregate surface is
washed away or otherwise damaged, new aggregate should be used for repair.

Intense rains can affect newly constructed drainage structures such as swales,
diversions, cover soils, and vegetation. After such a rain event, inspection by
landfill personnel will be initiated and corrective measures taken to repair any
damage found before the next rainfall.

2.6.3 Electrical Storms
The open area of a landfill is susceptible to the hazards of an electrical storm. If
necessary, landfilling activities will be temporarily suspended during such an
event. To guarantee the safety of all field personnel, refuge will be taken in the
on-site buildings or in rubber-tired vehicles.

2.6.4 Windy Conditions
The proposed operational sequence minimizes the occurrence of unsheltered
operations relative to prevailing winds. If this is not adequate during a
particularly windy period, work will be temporarily shifted to a more sheltered
area. When this is done, the previously exposed face will be immediately covered
with cover materials. In addition, laborers will pick up wind-blown debris as
needed after episodes of strong wind.

2.6.5 Violent Storm
In the event of hurricane, tornado, or severe winter storm warning issued by the
National Weather Service, landfill operations may be temporarily suspended until
the warning is lifted. Cover material will be placed on exposed waste and
buildings and equipment will be properly secured.

2.7 Height Monitoring
On a weekly basis, the landfill staff will monitor landfill top and side slope elevations.
When such elevations approach the grades shown in the facility Permit Drawings- S3
(Phase 2B - Final Grading and Drainage Plan), the final top of waste grades will be
staked to limit over placement of waste.

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3.0 RECYCLING AREA OPERATIONS
The facility’s recycling and material recovery operation is intended to segregate co-
mingled recyclable and/or reusable materials from the site’s waste stream and
temporarily store these materials within the permitted landfill footprint. Currently only
clean concrete is recovered and reused on-site. The material recovery operation will
take place within a portion of the site’s active area and will therefore relocate from time
to time along with the active area. Material recovery operations will only take place
within the permitted waste limits and temporary material storage takes place in areas
as shown on Figure 2.

As shown on Drawing S1, there will be a 25-foot minimum buffer between the
temporary fence or physical barrier around the recycling (sorting) area and the limit of
disposal in the active area. Sorting will occur only on previously landfilled surfaces (i.e.
within the constructed, active cells) that are contained within the facility’s groundwater
monitoring network.

The recyclable/reusable materials will generally be with the assistance of small
equipment, as needed, stockpiles located in close proximity to the operation, processed,
and re-used on-site. Recovered materials will not be stored speculatively. Remaining
C&D wastes in the diverted loads will then be disposed in accordance with the site’s
C&D permit. The anticipated wastes to be recovered and their anticipated end uses
include the following:

Table 3: Recyclable Materials

RECYCLED WASTE GENERAL OPERATION ANTICIPATED END
USES

Clean Concrete
Segregated with loader and/or
excavator; rebar separated
(magnets); stockpiled on-site;
crushed
Used for on-site road
aggregate etc.

Removed metal taken off-
site

3.1 Safety
The recycling area will generally be located contiguous to the active, operating C&D
disposal face. The recycling area will be partitioned from the active C&D area with
physical barriers (i.e. fencing, earthen materials, etc.) for safety and protection of site
personnel who are segregating materials within the recycling area. All equipment
operating in the recycling area will be equipped with back-up alarms. All appropriate
Personal Protective Equipment will be worn by workers in the recycling area, including
two-way radios between the workers and equipment operators.
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Asbestos Containing Waste (ACW) or suspected ACW will not be hauled to, or dumped
into, the sorting area. ACW will be buried in accordance with applicable North Carolina
and NESHAP requirements.

3.2 Operations
Only those C&D waste loads delivered to the site that contain predominantly recoverable
materials will be diverted to the recycling area for segregation handling. Materials that
are not recoverable, but which were dumped within the sorting area, will be pushed
and/or loaded and hauled to the adjacent active area for proper disposal on a daily basis.

The landfill (intermediate) cover will be maintained at 12 inches in thickness in the
recycling/sorting area. Additional material will be added as needed to maintain this
buffer.

3.3 Equipment
Anticipated equipment to be used in and around the recycling area will include:

 one small rubber-tired loader, skid-steer, or bobcat; and
 one small excavator.

Other equipment may be added as needed.

3.4 Personnel
Based the amount received, up to four (4) site personnel, including equipment operators,
are anticipated for operations within the recycling area of the site.

3.5 Recovered Material Management
Only waste loads which are predominantly recyclable materials will be diverted to the
sorting area. Materials will be weighed on the site scales prior to being used on site.

3.6 Recordkeeping
As a result of the recovered material management practices, there will be accurate
records and reporting of the weight of waste and the weight of recycled/reused
materials. The net weight of waste equals the total weight of material entering the site
minus the weight of recovered materials removed from the waste stream.

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4.0 ENVIRONMENTAL MANAGEMENT
4.1 Overview
This section reviews the overall environmental management tasks required for the
successful operation of the Brownfield Road LF.

4.2 Erosion and Sedimentation Control
A separate erosion and sedimentation control plan is provided in the Erosion and
Sedimentation Control Plan of the Permit Application. This plan describes the
engineered features and practices for preventing erosion and controlling sedimentation
at this site. The erosion and sediment control system consists of the following major
components:

1. Drainage Channels,
2. Diversion Berms (Side Slope Swales and Cap Diversion Berm),
3. Down Pipes, and
4. Sediment Basins/Traps.

The landfill side slopes are designed with 3H:1V slopes and diversion berms placed
along the slope. The berms are designed to keep water volumes and velocities low
enough to minimize erosion of the landfill cover. Maintenance of the cover system will
involve periodic mowing and repair of any erosion problems and bare spots. These
items will be inspected at least once a month and after any significant rainfall events.

The down pipes are designed to carry concentrated flows of surface water off of the
landfill. The down pipes will be inspected at least once a month and after any significant
rainfall event.

Additional erosion control measures have been taken within the drainage channels and
at points of stormwater discharge. All final cover should be inspected regularly for
erosion damage and promptly repaired.

Stormwater run-off from the LCID landfill is conveyed to sediment basins and traps.
These structures should be inspected regularly for sediment build-up or erosion
damage and should be cleaned out when sediments fill the lower half of each structure.

4.3 Landfill Gas Control
A landfill gas control and monitoring plan has been prepared for the site and is
presented in Landfill Gas Management Plan.

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4.4 Litter Control
The vegetative trees/brushes act as a barrier to keep litter contained within the site and
a litter control crew will pick up litter around the site and on access roads routinely as
required.

4.5 Vector Control
Due to the nature of the waste disposed in this landfill, vector control is not expected to
be of concern.

4.6 Odor Control
Due to the nature of the waste disposed in this landfill, odor is not expected to be of
concern.

4.7 Dust Control
Dust related to waste hauler traffic on the access roads will be minimized by using a
water truck to limit dust on the gravel portion of the road. Dust generated by excavation
of cover soil will be limited by watering the cut soil areas if accessible to the water truck.

4.8 Interim Cover
In addition to the occasional placement of the 6 inches of earthen material over the
exposed waste, an additional 12 inches of earthen cover should be placed on all waste
surfaces that have not received waste in three (3) months or more but are below final
elevation. This intermediate cover should be graded and seeded such that precipitation
run-off is channeled to the stormwater collection system.

4.9 Interim Cover Monitoring
Routine inspections of the entire site will include monitoring the interim covers to
ensure the adequacy of the vegetative protective cover and to identify potential erosion
concerns. Corrective actions will be taken to address any identified areas of concern.

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Figures

Operations Manual
Brownfield Road C&D Landfill
NC Solid Waste Permit No. 92-31

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Copyright:© 2013 National Geographic Society, i-cubed
G :\C A D \W C A B r o w n f i e l d \B r o w n f i e l d 1 5 -1 \s h e e t s \W I -A 1 0 8 2 .m x d
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C.T.J.D.M.M.1AS SHOWN Oct. 2015 BROWNFIELD 15-1
SITE VICINITY MAP
³
0 1,000 2,000 3,000 4,000Feet
SITE LOCATION
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Appendix A
Fire Occurrence Notification Form

Operations Manual
Brownfield Road C&D Landfill
NC Solid Waste Permit No. 92-31

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Appendix B
Waste Screening Form

Operations Manual
Brownfield Road C&D Landfill
NC Solid Waste Permit No. 92-31

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Wake Reclamation, LLC
Permit No. 92-31

WASTE SCREENING FORM

Day / Date: Time Weighed in:
Truck Owner: Driver Name:
Truck Type: Vehicle ID / Tag No:
Weight: Tare:
Waste Generator / Source:

Reason Load Inspected: Random Inspection Staff Initials
Detained at Scales Staff Initials
Detained by Operating Staff Staff Initials

Inspection Location:

Approved Waste Determination Form Present? Yes No N/A

Description of Load:

Load Accepted (signature) Date
Load Not Accepted (signature) Date

Reason Load Not Accepted (complete only if load not accepted)

Description of Suspicious Contents:
Color: Hazardous Waste Markings:
Texture:
Drums Present: Smell:
Est. Cubic Yards in Load:
Est. Tons in Load:

Wake County Emergency Management Contacted? Yes No

Company or Authority Contacted?
Hazardous Materials Present:

Hauler Notified (if waste not accepted) Phone: Time Contacted:
Other Observations:

Final Disposition
Signed: Date
Waste Screening Inspector or Landfill Manager

Attach related correspondence to this form.
File completed form in Operating Record.
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Appendix C
Paint Filter Liquids Test
EPA Method 9095
Operations Manual
Brownfield Road C&D Landfill
NC Solid Waste Permit No. 92-31

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1.0 S
1.1 T
of waste.

1.2 T

2.1 A
material
drops fro
5 minute
material
free liqui

3.1 F
observed
filter con
alkaline
developm
problem
disturbed

4.1 C
Mesh nu
COPE AND APP
his method
.
he method i
1.
A predetermi
passes thro
om the filter
test period,
is deemed t
ids.
2.
ilter media w
d to separate
ne on exposu
materials. T
ment causes
if the sampl
d.
3.
onical paint
mber 60 (fin
PLICATION
is used to de
s used to de
SUMMARY O
ned amount
ough and
within the
, the
to contain
INTERFER
ENCES
were
e from the
ure to
This
no
le is not
APPARAT
US AND
MATERIAL
S
filter:
e meshed
PAINT
F
etermine the
etermine com
OF METHOD
t of material
METHOD 9
T FILTER LIQ
rom EPA SW
e presence o
mpliance wit
is placed in
9095
QUIDS TEST
W-846
of free liquid
th 40 CFR 26
n a paint filte
T
ds in a repre
64.314 and 2
er. If any por
sentative sa
65.314.
rtion of the
mple
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size). Av
cost of $

4.2 G
stand, th
inch of th
or have a
moveme

4.3 R

4.4 G

5.1 N

6.1 A
846.

6.2 A
obtain a s
is sufficie
waste, th
samples
i.e., 200,
when lar
shall divi
100-g po
separate
liquids, t
to have fr

7.1 A
shown in

7.2 P
funnel m
for the pa

7.3 A
minutes

ailable at lo
0.07 each.
lass funnel:
en a fluted g
he filter mes
a large open
nt, to the gra
Ring stand an
raduated cy
4.
None.
5.
All samples m
A 100 mL or 1
sample of 10
ently repres
he analyst m
in multiples
300, 400 mL
rger samples
de the samp
rtions and te
ly. If any po
he entire sa
ree liquids.
6.
Assemble tes
Figure 1.
Place sample
may be used t
aint filter.
Allow sample
into the grad
cal paint sto
If the paint
glass funnel
sh to protrud
mouth in or
aduated cyli
nd ring or tri
ylinder or be
REAGENTS
SAMPLE CO
must be colle
100 g repres
00 mL or 100
entative of t
ay use large
s of 100 mL o
L or g. Howe
s are used, a
ple into 100-
est each por
rtion contain
mple is cons
PROCEDURE
st apparatus
e in the filter
to provide su
e to drain for
duated cylin
ores such as
t filter, with t
or glass fun
de should be
rder to supp
nder, of the
ipod.
aker: 100-m
LLECTION, PRE
ected accord
sentative sam
0 g that
he
er size
or 100 g,
ever,
analysts
-mL or
rtion
ns free
sidered
E
s as
r. A
upport
r 5
der.
Sherwin-W
the waste, c
nnel with a m
e used to sup
ort the paint
liquid that p
mL.
ESERVATION, A
ding to the d
mple is requ
illiams and G
annot susta
mouth large
pport the filt
t filter yet no
passes throu
AND HANDLIN
directions in
uired for the
Glidden for a
in its weight
enough to a
er. The funn
ot interfere w
ugh the filter
G
Chapter Nin
test. If it is
an approxim
t on the ring
allow at least
nel is to be f
with the
r mesh.
ne of EPA SW
not possible
mate

t 1
fluted
W-
e to
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7.4 If any portion of the test material collects in the graduated cylinder in the 5-min. period,
then the material is deemed to contain free liquids for purposes of 40 CFR 264.314 and 265.314.

7. QUALITY CONTROL
8.1 Duplicate samples should be analyzed on a routine basis.

8. METHOD PERFORMANCE
9.1 No data provided.

9. REFERENCES
10.1 None required.

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