6804_OrangeCOCDLF_PTCApp_ Ph2&3_FID1449984_20200824

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P:\R00\500\R00592\R00592-226N\WORK\20 0821 Permit to Construct\Final\LOT 20 0824 Ming OCC&D Ph 2&3 PTC - CTC Jr..docx
Letter of Transmittal
To: Ming-Tai, Chao Date: August 24, 2020 NCDEQ Division of Waste Management Project Number: R00592-226N Solid Waste Section Project Name: Orange County C&D Landfill – Phases 2 & 3 Raleigh Central Office Phone No. cc: File, Sherri Stanley (NCDEQ-SWS), Ervin Lane (NCDEQ-SWS), Robert Williams (OCSW), Bruce Woody (OCSW), Luke Baker (DAA)
Attached Under separate cover
Shop Drawings Prints Plans Specifications Samples
Copy of letter Plats Proposal Change Order Report
Other: Permit Application
Copies Date No. Description 1 8-24-2020 1 Permit to Construct Application – C&DLF Phases 2 & 3

These are transmitted as checked below: For approval Returned for corrections Resubmit copies for review
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As requested Return corrected prints
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REMARKS: Please find attached a link to the permit to construct application for the Orange County C&DLF Phase 2&3. We are open to meeting via teleconference or other methods should we need to discuss. If you require hard copies, please let us know.
Printed Name: C. Tyrus Clayton, Jr., PE Signature:
Title: Principal

We are sending you via: UPS USPS Hand Delivered __email_________
ORANGE COUNTY SOLID WASTE
EUBANKS ROAD C&D LANDFILL
PHASES 2 AND 3
PERMIT NO 68-04

Permit to Construct Application
1514 Eubanks Road, Orange County, NC

DAA Project Number: R00592-226N

PREPARED FOR:
Orange County Solid Waste Management Department
Bruce Woody, Solid Waste Operations Manager
1207 Eubanks Rd. (physical and mailing address)
Chapel Hill NC 27516

August 21, 2020

ORANGE COUNTY EUBANKS ROAD C&D LANDFILL PHASE 2 AND 3 PERMIT TO CONSTRUCT APPLICATION This Permit to Construct Application for the Orange County Eubanks Road C&D Landfill, Orange County, North Carolina, Permit No. 68-04 is submitted in accordance with the North Carolina Solid Waste Management Rules 15A NCAC 13B
Section .0535 (1) in order to obtain the permit to construct Phase 2 and 3 of the landfill.
Title: Orange County Eubanks Road C&D Landfill Phase 2 and 3 Permit to Construct Application Permit Number 68-04
Location: 1514 Eubanks Road (S.R. 1727)
Orange County, North Carolina

Applicant: Orange County Solid Waste Management Department 1207 Eubanks Road Chapel Hill, North Carolina 27516 Attention: Mr. Robert Williams, Director of Solid Waste Engineer: Draper Aden Associates 114 Edinburgh South, Suite 200
Cary, North Carolina 27511
Firm #: C-0861
Attention: Mr. C. Tyrus Clayton, Jr., PE

_________________________________
C. Tyrus Clayton, Jr., P.E.
North Carolina Registration No. 28909 Applicant Signature Page

Name of facility: Eubanks Road C&D Landfill

I certify under penalty of law that this document and all attachments were prepared
under my direction or supervision and that the information provided in this application
is true, accurate, and complete to the best of my knowledge.

I understand that North Carolina General Statute 130A-22 provides for administrative
penalties of up to fifteen thousand dollars ($15,000.00) per day per each violation of
the Solid Waste Management Rules. I further understand that the Solid Waste
Management Rules may be revised or amended in the future and that the facility siting
and operations of this solid waste management facility will be required to comply with
all such revisions or amendments.

Robert Williams
____________________________ _______________________ __________
Signature Print Name Date

Solid Waste Management Director Orange County Solid Waste
____________________________ ____________________________________
Title Business or Organization Name
8/21/2020Robert Williams Digitally signed by Robert Williams DN: cn=Robert Williams, o=Orange County, ou=Solid Waste Department, email=[e-mail], c=US Date: 2020.08.21 10:04:22 -04'00'
Orange County Landfill Permit to Construct Application – Section Contents August 21, 2020 Page Intro-1

ORANGE COUNTY EUBANKS ROAD C&D LANDFILL PERMIT AMENDMENT INTRODUCTION
This Permit to Construct Application for the Orange County Eubanks Road C&D Landfill, Orange County, North Carolina, Permit No. 68-04 is submitted in accordance with Paragraph (3)
of Rule .0547 of the NC Solid Waste Management Rules. The permit to construct application
consists of this Introduction and the following Sections: Section I – Facility Plan
Section II – Engineering Plan
Section III – Construction Quality Assurance Plan Section IV – Closure and Post-Closure Care Plan

Appendix I – (Drawing Sheets 1 thru 10) Appendix II – Design Geologic and Hydrogeologic Report

Appendix III – Airspace Analysis Appendix IV – Soil Resources Analysis
Appendix V – Technical Specifications
Appendix VI – Closure/Post Closure Cost Estimate Appendix VII - Post Closure Inspection Report Forms
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020

ORANGE COUNTY EUBANKS ROAD C&D LANDFILL PHASE 2 AND 3 PERMIT TO CONSTRUCT APPLICATION
SECTION I

FACILITY PLAN

Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan Table of Contents August 21, 2020 TABLE OF CONTENTS 1.0 Introduction ..........................................................................................................................1
2.0 Facility Drawings .................................................................................................................1 2.1 Existing Conditions ..................................................................................................1 2.2 Site Development .....................................................................................................2 2.3 Landfill Operations ..................................................................................................2
3.0 Waste Stream .......................................................................................................................2 3.1 Types ........................................................................................................................2 3.2 Average Monthly Disposal Rates ............................................................................5 3.3 Service Area .............................................................................................................5 3.4 Segregated Management ..........................................................................................6
3.5 Equipment ................................................................................................................6 4.0 Landfill Capacity .................................................................................................................7 4.1 Capacity/Life Expectancy ........................................................................................7 4.2 Soil Resources ..........................................................................................................7
5.0 Containment and Environmental Control Systems ..............................................................8 5.1 Cap Design ...............................................................................................................8 5.2 Landfill Gas Detection Monitoring ..........................................................................8
5.3 Landfill Gas Venting................................................................................................8 5.4 Groundwater Monitoring .........................................................................................9 6.0 Leachate Management .........................................................................................................9
7.0 Stormwater Management .....................................................................................................9 6.1 Run-On Control System ...........................................................................................9 6.2 Run-Off Control System ........................................................................................10
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-1

1.0 INTRODUCTION

The Orange County Eubanks Road C&D Landfill is located approximately 2.5 miles
northwest Chapel Hill, on Eubanks Road. The landfill is owned by Orange County. The facility operates under Permit 68-04. A permit to operate Phase 1 of the facility was issued on December 14, 2005 by the North Carolina Department of Environment and Natural
Resources (DENR), which is now called the North Carolina Department of Environmental Quality
(NCDEQ). Phase 1 has been constructed and began receiving waste on June 1, 2006. The Phase 1 area is approximately 7.7 acres in size. This application includes the construction of Phases 2 and 3, approximately 4.9 acres in size. Phases 4 and 5 will be a vertical extension of Phases 1 through 3, and are not included within this application. The following facility plan is provided to the
Department of Environment Quality (NCDEQ) as part of a Permit to Construct Application for the
construction of Phases 2 and 3. The facility plan is submitted in accordance with the following North Carolina Solid Waste Management Rules: Rule 15A NCAC 13B.0533(a)(2) Permit amendment General Applications
Rule 15A NCAC 13B.0534(b)(2)(F) Permit amendment General Requirements
Rule 15A NCAC 13B.0535(b) Permit amendment Rule 15A NCAC 13B.0537 Facility Plan Rule 15A NCAC 13B.0547(3) Application for a Permit to Construct
The facility includes an undisturbed buffer of 12.9 acres through an agreement between
Orange County and Duke University. An easement with Duke University gives Orange County the right to maintain a 200-foot site buffer on the north and west between the C&D landfill and the Duke Forest. It also stipulates that an additional distance of 20 feet on the Orange County side is maintained in its existing vegetative state. The lease agreement is included in Appendix 1 to the
Construction Plan application. Appendix 2 of the Construction Plan application contains the legal
description of the landfill property. 2.0 FACILITY DRAWINGS Facility and Permit drawings are provided within Appendix I, having the general title “Orange County Eubanks Road C&D Landfill,” dated July 27, 2020. The intent of these drawings are to meet the requirements set forth in 5A NCAC 13B Rule .0537, Subparagraphs (d).
2.1 Existing Conditions
Drawing Sheets 1 presents the existing conditions of the facility. The intent of this drawing is to meet the requirements set forth in Subparagraph (d)(3) of 15A NCAC 13B Rule .0537.

Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-2

2.2 Site Development

Drawing Sheet 2 presents the overall site development prepared on a topographical map, representative of current site conditions. The intent of these drawings is to meet the requirements set forth in Subparagraph (d)(1) of 15A NCAC 13B Rule .0537.
2.3 Landfill Operations Drawing Sheets 3 and 4 presents the phased, intermediate grades of the active Phase 1, and the proposed Phase 2 and 3 units, as well as stormwater segregation features. The intent of these drawings is to meet the requirements set forth in Subparagraph (d)(2) of 15A
NCAC 13B Rule .0537. 3.0 WASTE STREAM
The following is a discussion of the characteristics of the waste received by the facility, an analysis of the landfill capacity and soil resources, and special engineering features, in accordance with 15A NCAC 13B .0537 – subparagraph e – (1-3). 3.1 Types
The landfill is permitted to accept construction and demolition (C&D) debris, land clearing debris, inert debris, and asphalt. Construction and demolition debris is defined in NC General Statutes as waste or debris resulting solely from construction, remodeling, repair,
or the demolition of pavement, buildings, or other structures. Inert debris will include waste
brick, block and uncontaminated soils. Specific waste may be accepted at the landfill if it is determined to be suitable by the Division of Solid Waste Management. The landfill operator will assume the
responsibility to inspect incoming waste and refuse questionable wastes until the waste
involved is determined to be acceptable under the Division of Solid Waste Management’s “Procedure and Criteria for Waste Management Determination” which, under 15A NCAC 13B. 0103(d), will be used to determine whether a waste is:
(1) hazardous waste as defined by 15A NCAC 13A, and
(2) suitable for disposal at a solid waste management facility. If there is an attempt to dispose of unpermitted waste at this facility, the Division of Solid Waste Management will be notified within 24 hours of the attempted disposal.

Orange County ceased operations and formally closed the onsite MSW Landfill in 2014. Currently municipal solid waste discovered in the C&D stream is either directed to outside MSW facilities (entire loads) or collected and transported to the City of Durham Transfer Station (Permit No. 3212-TRANSFER-2014). Other wastes handled at the
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-3

Eubanks Road facility, include white goods, clean metal, and recyclables are directed to
special designated handling areas. These materials will not be disposed of in the C&D
landfill. In accordance with Rule .0505(11)(b), no hazardous or liquid waste may be accepted for disposal. The C&D landfill will also not accept the following items, as defined in N.C.G.S.
130A-309.10(f) and Rule 15A NCAC 13B .0542(e) except when defined as noted:
• municipal solid waste (MSW), including household, commercial and industrial waste, except where the Division finds that waste meets the requirements of Rule 15A NCAC 13B.0503(2)(d)(ii); • Garbage (putrescible waste) • hazardous waste, including hazardous waste from conditionally exempt small quantity
generators; • polychlorinated biphenyl (PCB) wastes as defined in 40 CFR 761; • barrels and drums (except fiber drums containing asbestos), unless they are empty and sufficiently perforated; • friable asbestos; • yard trash defined as solid waste consisting solely of vegetative matter resulting from
landscaping maintenance; • if received separate from the waste stream: lead pipes, bulbs, lighting ballast or fixtures, thermostats and light switches, transformers, capacitors, and CCA or creosote treated woods; • Liquid wastes;
• Medical waste; • Radioactive waste; • Septage and sludge waste, unless for the sole utilization as a soil conditioner and in
accordance with 15A NCAC 13B .0542(d); • Special wastes; • White goods;
• other wastes specifically banned from landfill disposal by rule or statute, such as acid batteries, tires, oil, and aluminum cans; • Previously crushed, unidentifiable C&D waste that is not from a facility that is permitted to provide such materials • Used oil • Antifreeze (ethylene glycol)
• Aluminum cans • Whole scrap tires, as provided in N.C.G.S. 130A-309.58(b) • Lead-acid batteries, as provided in N.C.G.S. 130A-309.70 • Motor vehicle oil filters • Recyclable rigid plastic containers
• Wooden pallets, except that wooden pallets may be disposed of in a landfill that is permitted to only accept construction and demolition debris • Oyster shells
• Discarded computer equipment, as defined in N.C.G.S. 130A-309.131 • Discarded televisions, as defined in N.C.G.S. 130A-309.131
Wastes not listed above can generally be accepted at the landfill.
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-4

A load inspection system has been established. The load inspection program is
largely based on the Solid Waste Association of North America (SWANA) “Waste
Screening” Training Program. As an initial waste inspection, the scale attendant will determine from the waste hauler the nature and origin of the waste being delivered. Unacceptable waste discovered at this
point will either be turned away or directed to a proper disposal/handling facility. New or
unfamiliar haulers will be subject to detailed questioning as to the character of their loads. Refer to Figures 1-3 of Appendix IV-C of the Operations Manual included in the approved Permit Modification and Life of Site Application (Draper Aden Associates May 2019 – NCDEQ FID 1360719 ).

Random inspections will be performed on incoming waste loads so as to screen out the above listed wastes. Loads will be inspected at the frequency of at least 1% of the commercial and industrial haulers, or loads mixed with residential waste, but no less than 50 inspections per year.

The facility operator will conduct detailed inspections of the loads of commercial and industrial waste or loads mixed with residential waste. The waste load will be diverted to specially constructed pad made of low permeability earth near to the operating face. The pad is constructed as illustrated in Appendix IV-C of the Operations Manual.
The incoming loads will be inspected as illustrated in Figures 1, 2 and 3 of Appendix IV-C of the Operations Manual. A record will be kept of the inspection on a form similar to that illustrated in Figures 4 and 5 of Appendix IV-C. Inspection records will be kept on file at the landfill office. Unacceptable waste may be photographed for purposed of maintaining
a complete record. Unacceptable non-hazardous waste will be removed from the site by the hauler who brought it on site. Hazardous waste will be treated in accordance with the Contingency Plan located in the Waste Screening Procedure, Appendix IV-C of the Operations Manual.
In addition to the random screening described above, the equipment operators, spotter and on site inspector will observe the incoming waste as it is dumped during normal operations. If the material cannot be identified, the material will be relocated to the appropriate handling area or isolated as described under the Contingency Plan.
Records of inspections, rejected waste and unacceptable waste that was removed from the site will be kept in the Operating Record. The records will be kept for the life of the site plus thirty years. The Operating Record will be subject to inspection at any time.
Regulated hazardous waste found at the site will be reported to the NCDEQ Solid Waste Section for consultation as to proper handling procedures.
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-5

3.2 Average Monthly Disposal Rates

The table below summarizes the tonnage landfilled at the facility. Daily waste intake is based on 5½ days per week and 5 holidays per year.
Table I-1 Landfilled Tonnage

Fiscal Year Tons Landfilled Tons Per Month, Average
Tons Per Day, Average
2006 - 2010 50,824.84 1,037 44
2010 - 2011 7,944.41 662 28
2011 - 2012 7,492.07 624 27
2012 - 2013 8,358.83 697 30
2013 - 2014 6,570.33 548 23
2014 - 2015 6,318.77 527 23
2015 - 2016 7,114.23 593 25
2016-2017 8522.12 710 30
2017-2018 9516.61 793 33
2018-2019 11,975.66 998 42
2019-2020 11,308.90 942 41
Total 135,946.77 819 35

As shown, the average monthly tonnage rate over the life of the landfill is about 735 tons and the average daily is approximately 35 tons. The actual monthly rate is seasonal- related and may vary by +/- 20%. The actual daily rate may vary from the average by +/- 50%. The variation is dependent upon a number of factors such as weather, holidays
and local events.
The site was mapped aerially on April 2020. This mapping was compared with the base grades at Phase 1, which, as noted above, began filling on June 1, 2006. As of the date of mapping, the site was filled to approximately 258,450 cubic yards during the almost
14-year period. The site uses soil as weekly cover. Based on a 9:1 waste/soil ratio, the
landfill uses approximately 27 cubic yards of cover soil per week. 3.3 Service Area

The landfill will accept waste only from within the County of Orange including the Towns of Chapel Hill, Hillsborough and Carrboro.
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-6

3.4 Segregated Management

The landfill is permitted as a C&D landfill. To the east and southeast of the landfill is facility Permit 68-01. Permit 68-01 includes a MSW landfill unit closed in 2014, a MSW landfill unit closed in 1998, and a C&D disposal unit closed in 2006. Each disposal unit has groundwater and gas monitoring systems.
3.5 Equipment The 68-04 facility currently uses the following equipment. C&D Landfill:
• one dozer
• one compactor
Additional equipment can be obtained from other facility operations as needed. The
additional equipment includes, but may not be limited to:
Previous MSW Landfill Equipment:
• two compactors
• one dozer
• one Posi-Shell sprayer
• one water truck
Wood Grinding Operation:
• horizontal grinder
• track loader
• hydraulic excavator
• conveyor
• Trommel screen
Metal and Whitegoods Handling:
• hydraulic excavator
• two 90 cubic yard trailers Mulch Management:
• one wheel loader

Miscellaneous:
• dozer
• motor grader
• sweeper
• water truck
• repair truck

Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-7

This equipment is adequate for operations. Equipment from one area can
supplement equipment in other waste management areas. In the event of an extended
breakdown of equipment, the County has funds set aside for temporary rental of replacement equipment. 4.0 LANDFILL CAPACITY
4.1 Capacity/Life Expectancy The total landfill capacity, the individual phase capacities, and projected year each phase begins are summarized in the following table.
Table I-2 Landfill Capacity
Phase Capacity (cubic yards)
Remaining Airspace (cubic yards)
Area (Acres)
Remaining Site Life (years)
Projected Date Filled
Phase 1 (active) 282,000 29,300 7.7 1.1 2021
Phases 2 142,000 142,000 3.3 8.7 2029
Phases 3 113,800 113,800 1.4 6.4 2036
Phases 4 & 5 191,450 191,450 N/A 8.6 2044
Final Cover 60,000 60,000 12.4 0.00 N/A
Total (Gross Capacity) 789,250 536,550 12.4 24.8
Notes: 1. Remaining Site life begins with a start date of April 2020, the date of the latest aerial mapping.
2. Net Remaining Airspace and projected fill date assumes and industry standard utilization rate based on normal operating procedures with the equipment owned by Orange County Solid Waste.
3. Phase capacity does not include final cover. Final cover volume is a separate line item and included in the Gross Capacity volume shown. As of April 2020, Phase 1 had a remaining airspace capacity of approximately
29,300 cubic yards. Assuming that the landfill usage remains relatively constant, Phase 1
will reach capacity in 2021. Again, assuming that the usage remains relatively constant, Phases 2 will reach capacity in 2029, Phases 3 will reach capacity in 2036, and Phases 4 and 5 will reach capacity in 2044.
The proposed Phases 2 and 3 will be adjacent to Phase 1 on the eastern side, while
Phases 4 and 5 will “over-fill” Phases 1 through 3, as shown on the cross-sections on Sheet 7 of the Permit Amendment Drawings. The conceptual gross capacity of the landfill is 790,000 cubic yards.
4.2 Soil Resources
Soil to be stockpiled from the Phase 2 and Phase 3 construction, as well as additional excess soil from nearby construction has been excavated during operations of the active Phase 1. Weekly cover quantities assume a 9:1 waste/soil ratio. Onsite soil can
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-8

be supplemented with approved, imported soils complying with the construction quality
assurance plan.
5.0 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEMS
The Orange County Landfill is designed to meet State Rules for containment as follows: 5.1 Cap Design The final cover, or cap, will be placed on top of the intermediate cover. The following components, from the bottom up, are included in the cap design: Geocomposite gas venting layer
18 inches infiltration layer @ 1x10-5 cm/sec 12 inches cushion layer of off-site material 6 inches off-site vegetative layer 5.2 Landfill Gas Detection Monitoring Landfill gas monitoring probes have been installed around the perimeter of the landfill unit. The Gas Control Plan is included as Attachment IV-F to the Operations Report. 5.3 Landfill Gas Venting Due to methane concentrations above the lower explosive limit (LEL) being detected in various probes, a landfill gas interception trench has been installed at the facility. Initially, methane concentrations in GP-CD4 through GP-CD8, and GP-CD13
exceeded the LEL. During further investigation of landfill gas migration limits, monitoring of newly-constructed probes GP-CD6R and GP-CD8R indicated the presence of methane, with GP-CD5R in exceedance of the LEL. Through the installation and monitoring of probes GP-14 through GP-18 and a subsequent landfill gas migration study, it was determined that a landfill gas interception trench should be installed along the western
perimeter of the waste disposal area. The location of trenching and vents is shown on the Permit Amendment Drawings. The Landfill Gas Remediation Plan by Draper Aden Associates dated December 16, 2009 contains additional background information, plans and specifications for the interception trench. The construction of the trench is documented in a summary report which is included in NC DEQ solid waste records as Document
Identification Number 10320. The presence of methane along the western side of the C&D landfill is believed to have been the result of organic matter being buried beneath the area of the perimeter road prior to the construction of the C&D landfill. It is believed that prior land clearing activities
were carried out in the area by pushing the vegetative cover towards the property boundary. By essentially capping this material with a road, gas was forced to migrate to the west to
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-9

escape. The collection trench was installed between the line of wells comprised of GP-
CD6 through GP-CD08 and the line of replacement wells GP-CD6R through GP-CD08R.
Results from monitoring the replacement gas wells following installation on the trench showed that the trench had the desired effect of eliminating the presence of methane at the property line.
A landfill gas venting system will be installed at the time of closure. The system
includes landfill gas vents within the waste footprint and a landfill gas collection layer below the low-permeability component of the landfill cap. Additional venting may be necessary as determined in accordance with the Gas Control Plan.
5.4 Groundwater Monitoring
A network of monitoring wells is in place around the landfill, including Phases 2 and Phase 3 to be constructed. Groundwater quality will be monitored from these wells per the approved Groundwater Monitoring Plan (NCDEQ FID 1360719)

6.0 LEACHATE MANAGEMENT There is no leachate collection or leachate management system in place or proposed for this facility.

7.0 STORMWATER MANAGEMENT 7.1 Run-On Control System 7.1.1 Peak Flow
The Rational Method, along with the North Carolina Erosion and Sediment Planning and Design Manual, was used to determine peak flows in various drainage areas on the site. The site was divided into several areas to efficiently size diversion ditches. A 25-year, 24-hour storm event was used as the design basis.
7.1.2 Design and Performance The run on control system consists of a series of ditches along the perimeter of the landfill. Where access roads are adjacent to the landfill, the roadside ditch is
sized and used as part of the run on control system. The channels divert stormwater to the existing sedimentation basin and away from the active section of the facility. Locations and dimensions of culverts and conveyance channels are shown on the plans.

Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct Application - Facility Plan August 21, 2020 Page I-10

7.1.3 Construction

The perimeter diversion ditches are to be constructed in accordance with the attached specifications. The construction inspection program will include documentation of the dimensions of ditches (length, width, depth,) and slopes of each ditch.

7.2 Run-Off Control System 7.2.1 Peak Flow

Peak flow has been determined using the Rational Method and the North Carolina Erosion and Sediment Planning and Design Manual. A 25-year, 24-hour storm event was used as the design basis. Runoff is to be collected into diversion ditches and directed to the sedimentation basin located as shown on the plans.

7.2.2 Design and Performance Runoff is collected in the sedimentation basin, allowing sediment to settle out and controlling the outflow. The basins have been previously designed using
the North Carolina Erosion and Sediment Planning and Design Manual as guidance. Locations and dimensions of culverts and conveyance channels are shown on the plans. 7.2.3 Construction
Construction and inspection of run-off features will be in accordance with the specifications included in Appendix V and construction details contained on the Drawings.
Orange County Eubanks Road C&D Landfill – Phase 2 & 3
Permit to Construct - Engineering Plan
August 21, 2020

ORANGE COUNTY EUBANKS ROAD C&D LANDFILL

PHASE 2 AND 3 PERMIT TO CONSTRUCT APPLICATION

SECTION II

ENGINEERING PLAN

Orange County Eubanks Road C&D Landfill– Phase 2 & 3
Permit to Construct - Engineering Plan
August 21, 2020
Table of Contents – Page i

TABLE OF CONTENTS

1.0 Facility Information .............................................................................................................1
1.1 Landfill Facility Information ...................................................................................1
1.2 Site Access ...............................................................................................................1
1.3 Location of Cells ......................................................................................................1
1.4 Benchmarks..............................................................................................................2
1.5 Stockpile and Borrow Areas ....................................................................................2
1.6 General Site Plans ....................................................................................................2

2.0 Facility Design Standards ....................................................................................................5
2.1 Foundation ...............................................................................................................5
2.2 Cap System ..............................................................................................................6
2.3 Run-On Control System ...........................................................................................7
2.4 Run-Off Control System ..........................................................................................7
2.5 Landfill Gas Management System ...........................................................................8
2.6 Groundwater Quality Monitoring System ...............................................................9

3.0 Facility Design Summary ..................................................................................................10
3.1 Analytical Methods ................................................................................................10
3.2 Critical Conditions .................................................................................................10
3.3 Technical References .............................................................................................10
3.4 Local Restriction Demonstrations..........................................................................11

4.0 Materials and Construction Practices .................................................................................13

5.0 Design Hydrogeologic Report ...........................................................................................14

Orange County Eubanks Road C&D Landfill– Phase 2 & 3
Permit to Construct - Engineering Plan
August 21, 2020
Section II - 1

1.0 FACILITY INFORMATION

1.1 Landfill Facility Information

The Facility is located in Orange County, North Carolina, on SR 1727, Eubanks
Road. The site is approximately 2.5 miles northwest of Chapel Hill and 3.5 miles north of
Carrboro. A near vicinity map showing the site location is included on the cover sheet of
the drawings. The landfill is classified as a C&D Landfill under Permit 6804.

The landfill is currently comprised of five (5) phases. Phase 1 is approximately 7.4
acres. Phase 2 and 3 are approximately 4.9 acres in size. Phase 4 and 5 are vertical
expansions above Phase 1-3. This Permit Application addresses the construction of Phase
2 and 3.

1.2 Site Access

Access to the facility is controlled through an existing single entrance road. An
existing gate controls access after operating hours. A sign containing the information
required in Rule .0542(j) (i.e., acceptable wastes, hours, permit number, etc.) is posted at
the facility entrance. Waste collection vehicles are weighed in (and out if tare weights are
not available for that vehicle) at the scale house. Signs are posted directing traffic to
separate areas of the facility. Traffic will move from the scales to the landfill via an all-
weather haul road. The layout of haul roads may change as needed during the course of
landfill development so there is convenient access to active disposal areas. Access roads
are maintained to remain passable during most weather conditions. An attendant will
remain on duty at the scale house during operating hours.

The facility includes an undisturbed buffer through an easement agreement between
Orange County and Duke University. The 200-ft wide buffer will be maintained around
the property boundary on the north and west between the C&D landfill and the Duke Forest.
It also stipulates that an additional distance of 20 feet on the Orange County side be
maintained in its existing vegetative state. The easement is shown on Sheet 2 of the
drawings in Appendix I.

The eastern side of the facility is bounded by current recycling operations.

1.3 Location of Cells

The horizontal limits of each phase are shown on Sheets 4 through 6 of the drawings
found in Appendix 1. The vertical limits of the phases are shown on the cross sections and
on the Proposed Final Grades, Sheet 7. As the cross sections and contours demonstrates,
Orange County Eubanks Road C&D Landfill– Phase 2 & 3
Permit to Construct - Engineering Plan
August 21, 2020
Section II - 2

at no point is the waste or the lining system within less than four feet of the seasonal high
groundwater level. The horizontal limits of waste are marked in the field.

1.4 Benchmarks

Two temporary benchmarks have been established on site to facilitate construction
and operation of Phase 2 and 3. They have the following coordinates and elevations:

Benchmark No. Description Northing Easting Elevation
TBM No. 1 Concrete Right of
Way Monument
807134.8247 1974975.8820 542.69
TBM No. 2 Iron Pin in Property
Line
805993.8517 1975671.9490 523.46

These benchmarks are depicted on the drawings found in Appendix I. It may be
necessary to establish additional benchmarks for cell construction or other activities.

1.5 Borrow and Stockpile Areas

Soil excavated from Phase 1 was used as structural fill for roads or for the Phase 1
base grades or stockpiled for later use within the borrow area on the southeast side of the
landfill facility (see Sheet 2 of the Drawings, Appendix I). Soil at this area has been used
for weekly cover during operations. Additional soil is imported from local construction
projects. Off-site soil may be needed for operations and closure. Offsite soil for
development of the proposed cells will be subject to testing and frequencies specified
within the Construction Quality Assurance Plan.

1.6 GENERAL SITE PLANS

1.6.1 Existing Conditions

Sheets 1 and 2 of the attached plans shows the existing conditions at the site,
including existing access roads, topography, structures, permitted waste limits, facility
boundary, buffer zones, boring locations, property lines, and groundwater monitoring
wells. Topography is based on an aerial surveys completed Draper Aden Associates in
2019 and 2020. As reflected on the topography, Phase 1 filling has reached grades as high
as 560 feet in elevation. Topographic features shown above the 560 elevation are
temporary stockpiled material. The site outside of the Phase 1 footprint, where landfilling
has occurred, is characterized by gently sloping hillsides ranging in elevation from 510 to
560 feet above mean sea-level (MSL).

The base grade for a significant portion of the Phase 2 area was graded during initial cell
development in the late 1990’s. Drainage patterns within the Phase 2 area will remain
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Section II - 3

predominately the same, draining to the north east corner. Currently, recycling operations
and buildings are present within the Phase 3 cell footprint. These operations will need to
be relocated and significant grading accomplished prior to and during the construction of
Phase 3.

1.6.2 Base Grades

Sheet 3, ‘Phase 2 Base Grades’, shows the base grades of the landfill after
excavation to the subgrade. Base grades are a minimum of four feet above the seasonal
high groundwater level shown on the drawing. Waste will be placed directly above these
base grades. This drawing reflects site conditions at the time of construction of Phase 1,
including proposed grading, access roads, stormwater controls and erosion and sediment
controls. This drawing also shows the areas of the facility set aside for specific operational
uses during Phase 1 including Phase 1 limits of waste, areas for special waste handling
within the landfill unit, waste storage, and recycling operations. Base grades are used to
calculate the cumulative airspace volume presented as presented in the previous sections.

Sheet 4, ‘Phases 2 Intermediate Grades, 3 Base Grades’, shows the maximum
grades that will occur during Phase 2 filling, as well as the cell development of Phases 3.
The waste will be placed directly above the 3 base grades. The Phase 2 grades shown on
this drawing represent the grades of the top of the waste, not the final grades. Also shown
are access road(s), stormwater controls and erosion and sediment controls as well as the
areas of the facility that will be set aside for specific operational uses during Phases 2 and
3 including Phases 1 through 3 limits of waste, areas for special waste handling within the
landfill unit, waste storage, and recycling operations.

1.6.3 Intermediate Grades

Sheet 4, ‘Phases 2 Intermediate Grades, 3 Base Grades/’, shows the maximum
grades that will occur during Phase 2 filling. Sheet 5, ‘Phases 2 & 3 Intermediate Grades’,
shows the maximum grades that will occur during filling. The grades shown on this
drawing represent the grades of the top of the waste, not the final grades. Also shown are
access roads, erosion and sediment control measures, and stormwater controls.

1.6.4 Final Grades

Sheet 6, ‘Proposed Final Grades’, shows the final grades, after installation of the
landfill cap, after filling of Phases 1 through 5, including access roads, stormwater controls
and erosion and sediment controls. Final contours have been designed with post-settlement
surface slopes of at least five percent on top of the phase, and a maximum of 3.5 horizontal
to 1 vertical (3.5H:1V) on the side slopes. Details of the proposed closure cap are provided
on Sheet 8.
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1.6.5 Cross Sections

Sheet 7 of the attached plans show cross sections of the landfill. The cross section
alignments are located are located on Sheets 4, 5, and 6. The cross sections show existing
grade, base grades, interim grades as well as the proposed final grade.

1.6.6 Details

Sheet 8 provides construction details for the cap and for base grade preparation, a
typical section for construction of the landfill perimeter, and details for the landfill gas
vents and probes. Sheets 9 and 10 show details of proposed permanent and temporary
erosion and sediment control best management practices.
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2.0 FACILITY DESIGN STANDARDS

2.1 FOUNDATION

2.1.1 Design Description

Geologic and hydrogeologic characteristics are discussed within the approved Site
Plan Application and the Addendum to the Site Plan Application. A summary of historical
subsurface conditions as it relates to the geologic and hydrogeologic characteristics of the
site are provided within the Design Geologic and Hydrogeologic Report in Appendix II.
The landfill foundation consists of a thin layer of native soil material above the bedrock.
The bedrock underlying the site consists of the “volcanic rock with associated sediments
and subvolcanic plutonic rock” that are characteristic to the “Carolina Slate Belt”.

The soil underlying the site consists of “dacitic to rhyolitic lithic tuffs, and by
volcaniclastic epiclastics such as light to medium greenish-gray conglomerates,
graywackes, and argillites.”

2.1.2 Subsurface Exploration Data

The results of the initial subsurface exploration performed by Joyce Engineering
are contained in the approved Site Plan Application and the Addendum to the Site Plan
Application. Additional borings and subsurface data have been obtained since that time
through additional investigations, and through monitoring well and gas probe installations.
A summary of historical subsurface conditions as it relates to the geologic and
hydrogeologic characteristics of the site are provided within the Design Geologic and
Hydrogeologic Report in Appendix II.

2.1.3 Engineering Analyses

2.1.3.1 Settlement Potential

Site conditions encountered during the subsurface exploration program are
expected to adequately support landfill construction without significant differential
settlement. The subgrade consists of stiff residual soils which transition to
weathered rock. Also, rock pinnacles are encountered in the subsurface profile.
This type of subgrade is capable of supporting the landfill loads with little
settlement.

No manmade features or events that may result in a subsequent failure of
containment structures are present on site. The proposed tract of land does not
contain geologically unstable soils, sink holes, caverns or underground mines.

2.1.3.2 Bearing Capacity and Stability

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Boring logs indicate blow counts, utilizing Standard Penetration Test, for
the majority of the landfill are well over 100 blows per foot (BPF), indicating that
there should be no difficulty with bearing capacity or stability.

2.1.3.3 Bottom Heave or Blow-out

Conditions necessary for bottom heave are not present at the landfill site.
The phase elevations are a minimum of four feet above the maximum seasonal
ground water elevation. The absence of a water table within the area of cuts and
fills eliminates hydrostatic pressures. If it did exist, the weight of the cushion and
refuse load should provide adequate weight to prevent bottom heave or blow-out.
In addition, the base grade excavation of large portions of the site and construction
of a deep drainage ditch should lower the groundwater level, further reducing the
chances of bottom heave.

2.2 CAP SYSTEM

Final grading of the site will be in accordance with the approved, and attached, plans. The
landfill will be brought to the final grades shown, using the appropriate landfilling methods described
in the Operations Report. The final cap will be installed after the final grades are reached.

If needed at the time of closure, stockpiled soil material will be graded on site so that no
stockpiles are left after closure. Side slopes on the fill are not to exceed 3.5:1 (28.6 percent).
Diversion berms will be placed along the side slopes to intercept and divert stormwater runoff and
limit erosion on the slopes. On the flatter top slopes, positive drainage will be maintained to reduce
pooling of water on the fill. The top slope is to be a minimum of 5 percent. Diversion berms and
downchutes will be constructed on the top slope to reduce channelization of runoff which may erode
the final cover material. The cap will be installed in accordance with the attached specifications.

The cap to be placed on the landfill will consist of four layers. The top layer will be a
minimum six inch layer of topsoil or amended soil. This layer will serve as a vegetative layer to
promote growth of grass. The second layer will consist of a 12-inch cushion layer to protect the cap
system from freezing and other environmental stresses. This layer will consist of soils with no specific
permeability requirement needed. The third layer will be a minimum 18-inch infiltration barrier layer
of soil having a minimum permeability of 1 x 10-5 cm/sec that will drain to a ditch at the toe of the
slope. The fourth layer will be a geocomposite gas collection medium, consisting of a drainage geonet
with a nonwoven geotextile on either side. The cap will be placed on top of the intermediate/weekly
cover soil layer which consists of 12 inches of soil placed as an operational cover over inactive areas
waiting for final cover.

Final design and permitting of the cap system will be completed when a Permit to Close
application is filed nearer to end of the landfill life.
Slope stability calculations were included in the 2019 Life of Site Permit Application
(NCDEQ FID 1360719) and are still valid for this design.

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Specification Section 02292 of the Specifications in Appendix V and Section III of this plan
contains detailed requirements for soil cap installation and QC/QA and inspection. Testing will be in
accordance with the Construction Quality Assurance Plan. Testing documentation will be forwarded
to the Division for their review and approval.

2.3 RUN-ON CONTROL SYSTEM

2.3.1 Peak Flow

The Rational Method, along with the North Carolina Erosion and Sediment
Planning and Design Manual, was used to determine peak flows in various drainage areas
on the site. The site was divided into several areas to efficiently size diversion ditches. A
25-year, 24-hour storm event was used as the design basis.

2.3.2 Design and Performance

The run on control system consists of a series of ditches along the perimeter of the
landfill. Where access roads are adjacent to the landfill, the roadside ditch is sized and
used as part of the run on control system. The channels divert stormwater to the
sedimentation basin and/or away from the active section of the facility. Locations and
dimensions of culverts and conveyance channels are shown on the plans.
2.3.3 Construction
The perimeter diversion ditches have been constructed, or are to be constructed, in
accordance with the attached specifications. The construction inspection program will
include documentation of the dimensions of ditches (length, width, depth,) and slopes of
each ditch.
2.4 RUN-OFF CONTROL SYSTEM

2.4.1 Peak Flow

Peak flow has been determined using the Rational Method and the North Carolina
Erosion and Sediment Planning and Design Manual. A 25-year, 24-hour storm event was
used as the design basis. Runoff is to be collected into diversion ditches and directed to
the sedimentation basin located as shown on the plans. Peak flows to drainage structures
for Phase 1 site conditions are indicated in the Erosion and Sediment Control Plan included
in the Construction Plan Application.

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2.4.2 Design and Performance

Permanent diversion berms will be used to reduce erosion on the slopes of the
landfill. The diversion berms will be placed to keep the overland flow from exceeding 200
feet, with most slope lengths less than 150 feet. The diversion berms discharge into
downchutes which empty into stormwater channels around the perimeter of the landfill
cell. The channels will carry flow to the sediment basin. Diversion berm channels are to
be lined with soil stabilization matting; downchute channels that are not piped are lined
with an erosion control mat product called Flexamat®; perimeter channels will be either
grass/matting or a riprap/erosion control mat as shown on the drawings.

Runoff is collected in the sedimentation basin, allowing sediment to settle out and
controlling the outflow. The basin was designed previously using the North Carolina
Erosion and Sediment Planning and Design Manual as guidance. Design calculations for
the sedimentation basin were included in the previously submitted and approved Phase 1
Construction Plan Application. The design of the sediment basin accounted for the
construction and development of Phases 2 and 3.
2.4.3 Construction
Construction and inspection of run-off features will be in accordance with the
specifications included in Appendix V and construction details contained in Drawing
Sheets 7, 8 & 9. The sedimentation basin was constructed with the development of Phase
1.
2.5 LANDFILL GAS MANAGEMENT SYSTEM

2.5.1 System Design

Due to methane concentrations above the lower explosive limit (LEL) being
detected in various probes, a landfill gas interception trench has been installed at the
facility. Initially, methane concentrations in GP-CD4 through GP-CD8, and GP-CD13
exceeded the LEL. Through further investigation of landfill gas migration limits,
monitoring of newly-constructed probes GP-CD6R and GP-CD8R indicated the presence
of methane, with GP-CD5R in exceedance of the LEL. Through the installation and
monitoring of probes GP-14 through GP-18 and a subsequent landfill gas migration study,
it was determined that a landfill gas interception trench should be installed along the
western perimeter of the waste disposal area. This trench has been installed since the 2012
C&D Permit Modification. The location of trenching and vents is shown on the Permit
Amendment Drawings. The Landfill Gas Remediation Plan by Draper Aden Associates,
dated December 16, 2009 contains additional background information, proposed actions,
plans and specifications for the landfill gas interception trench.

A landfill gas venting system will be installed at the time of closure. The system
includes landfill gas vents within the waste footprint and a landfill gas collection layer
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Section II - 9

below the low-permeability component of the landfill cap. The gas venting system is
described in the Gas Control Plan included as Attachment IV-F to the Operations Report
included in the approved Life of Site Permit Application (NCDEQ FID 1360719).
Additional venting may be necessary as determined in accordance with the Gas Control
Plan.

2.5.2 Installation

Installation of the landfill gas interception trench, and future landfill gas
management components if necessary, were in accordance with the specifications
contained in the Landfill Gas Remediation Plan.

2.5.3 Monitoring

Methane monitoring probes have been installed during the first phase of the landfill.
The probes are spaced around the perimeter of the landfill unit. Monitoring frequency and
techniques are described in the ‘Closure’ section of this report (Section 4).

2.6 GROUNDWATER QUALITY MONITORING SYSTEM

A groundwater quality monitoring plan has been reviously submitted and approved by
NCDEQ as part of the Life of Site Permit Application (NCDEQ FID 1360719). The plan
represents the controlling document for obtaining and analyzing representative groundwater
samples from the uppermost aquifer underlying the existing facility. Groundwater will be
monitored in accordance with the most recent, approved plan (NCDEQ File_ID 1360719).

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3.0 FACILITY DESIGN SUMMARY

3.1 ANALYTICAL METHODS

The following landfill design features were determined with the aid of the described
analytical method:

3.1.1 Drainage and Erosion and Sediment Control

The Rational Method along with the North Carolina Erosion and Sediment Control
Planning and Design Manual, was used to determine peak flows in various drainage basins
on the site. The site was divided into several areas to efficiently size diversion ditches. A
25 year 24- hour storm event was used as the design basis.

3.1.2 Storm Piping

The North Carolina Department of Transportation Drainage Manual was used to
determine the size of culverts needed. The Concrete Pipe Handbook, issued by the
American Concrete Pipe Association, was used to determine the class of pipe required for
the field conditions.

3.2 CRITICAL CONDITIONS

The critical conditions evaluated and assumptions made are described in each part of this
Engineering Plan for the particular system.

3.3 TECHNICAL REFERENCES

The following technical references were used in the design.

a. “Erosion and Sediment Control Planning and Design Manual”, by the North
Carolina Sedimentation Control Commission, the North Carolina Department of
Environmental Quality, and the North Carolina Agricultural Extension Service.

b. North Carolina Department of Transportation Drainage Manual.

3.4 LOCAL RESTRICTION DEMONSTRATIONS

3.4.1 Floodplains (Rule .0503 (1)(a))

The Site Plan Application indicates that “there are no floodplains on the proposed
site, and there are no floodplains within one-quarter mile radius of the proposed site”.

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3.4.2 State Nature and Historic Preserve (Rule .0503 (1)(b))

The Site Plan Application indicates that “the site is not expected to cause an adverse
impact on a State Park, recreation or scenic area”. The approved Site Plan Application by
Joyce Engineering includes a study performed by Soil & Environmental Consultants, Inc.
and correspondence from the DENR Division of Parks and Recreation on significant
natural areas in the landfill area.

3.4.3 Airport Safety (Rule .0503 (1)(c))

In accordance with Rule .10503(1)(c), “A new site disposing of putrescible wastes
shall not be located within 10,000 feet of an airport runway used by turbojet aircraft or
within 5,000 feet of an airport runway used by piston-type aircraft”. The Site Plan
Application indicated that “although this application is for non-putrescible waste, it should
be noted that there are no airport runways within 5000 feet of the site”. A copy of portion
of the USGS quadrangle sheet for the region in the approved Site Plan Application by
Joyce Engineering.

3.4.4 Suitable Cover Soils (Rule .0503 (1)(d))

Soil stockpiled from the Phase 2 and Phase 3 construction, as well as additional
excess soil from nearby construction sites have been excavated during operations of the
active Phase 1 and stockpiled within the facility borrow area. In addition, soils excavated
during Phase 2 and Phase 3 construction will be either stockpiled or utilized as weekly
cover. Below is a tabulation of soil resources needed over the life of Phase 2 and Phase 3.
Weekly cover quantities assume a 9:1 waste/soil ratio. Estimated quantities are rounded to
the nearest 100 CY.

Item Soil Quantity (cy)
Excavated soils from Phase 2 Construction (8,900)
Excavated soils from Phase 3 Construction (25,900)
Phase 2 Weekly Cover Soils 15,800
Phase 3 Weekly Cover Soils 12,700
TOTAL (6,300)

As shown above, there will be an excess of 6,300 cubic yards of soil after
construction and operation of Phases 2 and 3. The excess soils will be stockpiled for use
as daily cover for future Phases 4 and 5. If needed due to soil conditions or quality, onsite
soil may be supplemented with approved, imported soils complying with the Construction
Quality Assurance Plan.

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4.0 MATERIALS AND CONSTRUCTION PRACTICES

Initial site preparation consists of installing necessary erosion and sediment control
measures and clearing and grubbing of the project area. Construction includes earthwork and
grading, installation of portions of the cap as the landfill operation progresses, and construction of
drainage features.

Construction will be in accordance with the attached specifications. Construction
elevations and locations will be based on the benchmarks established in the field. If the points are
lost or destroyed or require relocation, new points will be established by professionally qualified
personnel. Field measurements will also be performed by qualified personnel.

Unforeseen subsurface or latent physical conditions that differ from the plans or
geotechnical report will be reported to the County and Engineer. Such unforeseen or differing
conditions may warrant further investigations and testing to confirm compliance with the landfill
construction design.

Copies of specifications, drawings, addenda, modifications, shop drawings, and samples
will be kept at the site. No change will be made during construction prior to the approval of the
site engineer and those changes will be noted on the records and the records will be made available
to the Engineer and County. Revised records will be delivered to the Engineer upon completion
of the work.

Photographs will be used to document progression of the work in conjunction with the as-
built records.

Sampling and testing procedures will be in accordance with the attached specifications.

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5.0 DESIGN HYDROGEOLOGIC REPORT

A summarization and review of historical subsurface investigations is provided within
Appendix II. This document is to serve as the design hydrogeologic report.

Orange County Eubanks Road C&D Landfill – Phase 2 & 3 Permit to Construct – Construction Quality Assurance Plan August 21, 2020

ORANGE COUNTY EUBANKS ROAD C&D LANDFILL
PHASE 2 AND 3 PERMIT TO CONSTRUCT APPLICATION

SECTION III
CONSTRUCTION QUALITY ASSURANCE PLAN

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CONSTRUCTION QUALITY ASSURANCE PLAN TABLE OF CONTENTS
A. INTRODUCTION ............................................................................................................................. 1
1. Applicable Units ..................................................................................................................... 1
2. Quality Assurance .................................................................................................................. 1
3. Quality Control ....................................................................................................................... 2
4. Related Requirements ............................................................................................................ 3
5. Key Personnel ......................................................................................................................... 3
6. Communications ..................................................................................................................... 6
B. EARTHWORK .................................................................................................................................. 0
1. Laboratory Testing - Soils ..................................................................................................... 0
2. Field Testing – Soils and Aggregates .................................................................................. 1
3. Quality Assurance Observations .......................................................................................... 2
C. GEOSYNTHETICS .......................................................................................................................... 4
1. Manufacturing Quality Control ............................................................................................ 4
2. Quality Assurance Observations .......................................................................................... 4
D. GENERAL CONSTRUCTION ..................................................................................................... 8
1. General ..................................................................................................................................... 8
2. Sitework ................................................................................................................................... 8
3. Landfill Gas Management Components ............................................................................. 8
4. Capping .................................................................................................................................... 9
5. Embankments ........................................................................................................................ 10
6. Miscellaneous ....................................................................................................................... 11
E. DOCUMENTATION ..................................................................................................................... 12 1. Field Documentation ............................................................................................................ 12
2. Record Drawings .................................................................................................................. 13
3. Final Documentation ............................................................................................................ 16
4. Certifications ......................................................................................................................... 16
F. REFERENCE ................................................................................................................................... 16

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CONSTRUCTION QUALITY ASSURANCE PLAN

A. INTRODUCTION

1. Applicable Units
This Construction Quality Assurance (CQA) Plan is applicable to the Orange County Eubanks Road C&D Landfill during the construction of the project.
2. Quality Assurance

a. Quality Assurance (QA) is defined as independent qualitative observations, monitoring and documentation to verify that the Quality Control (QC) program is
implemented correctly.
b. The purpose of Quality Assurance is to establish standards that must be followed by the Resident Engineer or Resident Engineering Technician in order to confirm that the construction of the containment facility and its components meet the specifications
given in the design. The principle objects of an effective Quality Assurance program
include:
• Verification of the implementation of the QC program.
• Mitigation of potential long-term problems and failures.
• Documentation of construction and QC testing.
• Preservation of completed work during subsequent construction
activities.
c. The principle methods with which objectives are achieved are as follows:
• Visual Inspection of materials upon delivery to identify damaged
materials, cross check lot numbers with manufacturer test data and obtain conformance test samples.
• Conformance Testing of delivered materials to verify physical
characteristics of material. Conformance testing should be completed
prior to installation.
• Construction Observation of installation and testing. Continuous
inspection on site to observe the QC program such as weld testing
(destructive and nondestructive), maintaining record drawings, verifying patches and retests, and preparation of daily reports.
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• Accountability of QC personnel. The QA program will require
accountability of QC personnel by means of "signing off" on test sections and repaired sections. 3. Quality Control

a. A QC program shall be maintained for Project construction activities. The Quality
Control Officer (QCO) shall be on site as required for representative testing. The
QCO shall be responsible for the implementation of the quality control program.
b. The QC program shall consist of construction and administrative activities related to the Project to control the overall quality of the Project. Quality shall be defined as the level of effort, materials, means or methods used which meet the minimum requirements as specified in the Project Documents. Administrative items included
in the QC program include project schedules, project submittals, schedule of values,
field logs, and record drawings and surveys.
c. Minimum testing requirements are included in applicable specification sections. Tests that fail to comply with the minimum requirements shall be retested at the Contractor's expense. The Owner reserves the right to direct additional testing and sampling.
d. A qualified testing laboratory shall perform soils testing. Laboratory shall obtain
certificate of calibration in accordance with ASTM E-4 or National Institute for Science and Technology (NIST) Handbook 44 standards for equipment used for soils testing. A soils testing laboratory representative shall be present on site during fill and backfilling operations that require quality control testing.
e. A qualified testing laboratory shall perform geosynthetics testing. Laboratory shall
obtain certification by the Geosynthetics Accreditation Institute-Lab Accreditation Program (GAI-LAP) by the Geosynthetic Institute (GSI) for appropriate geosynthetics testing procedures and machinery.
f. Results of analysis shall be submitted to the Engineer as soon as they are available.
Should the analyses show that the product tested does not comply with the
specifications, the Contractor shall remove, repair or replace the product at no expense to the Owner. The Contractor may, at his option and expense, perform additional testing to substantiate the claim that the product complies with the specification requirements.

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4. Related Requirements

Section 01560 Erosion and Sediment Control Section 01580 Project Coordination Section 01720 Project Record Documents Section 02110 Sitework Procedures
Section 02200 Earthwork
Section 02209 Erosion/Vegetative Support Layer (Cap Soil Cushion) Section 02221 Trenching, Backfilling and Compacting Section 02292 Infiltration Barrier Layer (Compacted Soil Cap) Section 02420 Surface Runoff Collection System
Section 02480 Landfill Seeding
Section 13302 Geocomposite Drainage Net Section 13320 Landfill Gas Vents Section 13322 Landfill Gas Detection Probes Section 15060 Pipe and Pipe Fittings

5. Key Personnel The organizations involved in the project include the: 1) Owner and Operator, Orange County Solid
Waste Management Department, 2) North Carolina Department of Environmental Quality (NCDEQ),
3) Design Engineer, Draper Aden Associates, and 4) QA Personnel, Contractors and Subcontractors. Responsibilities of these principal organizations are described below. a. North Carolina Department of Environmental Quality

It is the responsibility of the North Carolina Department of Environmental Quality (NCDEQ) to review the permit amendment application, including this QA plan, for compliance with the Rules of the North Carolina Administrative Code and the United States Environmental Protection Agency. The NCDEQ will issue a permit amendment for the facility upon
completion of the review and necessary revisions to comply with the regulations.
Prior to acceptance of wastes in the facility, the Owner shall submit to the NCDEQ a certification from a professional engineer that the facility has been constructed in accordance with the approved plans and specifications.

b. Orange County Solid Waste Management Department 1) The Orange County Solid Waste Management Department - Orange County, North Carolina, the Owner and Operator, is responsible for the design,
construction, operation, and closure of the permitted facility. The Owner has
ultimate responsibility for complying with the regulations of the NCDEQ and assuring that the landfill has been constructed in accordance with the plans
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and specifications. This assurance is through the Quality Assurance Plan and
subsequent documentation.
2) The Owner is responsible for construction contract administration. The Owner shall be responsible for obtaining construction inspection services and, for specific construction items such as soil testing , shall retain the services of
a Consulting Engineer (Consultant) that is independent of other Contractors
involved in the construction on the site, including earthwork Contractors and installers of geosynthetic materials, if necessary. The QA plan performed by the Consultant is in addition to the QC requirements implemented by others.
3) Prior to acceptance of wastes in the facility, the Owner shall submit to the
NCDEQ a certification from a professional engineer that the facility has been constructed in accordance with the approved plans and specifications and the QA report.
c. Design Engineer
The primary responsibility of the Design Engineer, Draper Aden Associates, is to design the facility in accordance with the North Carolina Solid Waste Management Rules and that meets the needs of the Owner’s construction and demolition waste management plan. These design
responsibilities include clarification or interpretation of the plans during construction, and
changes necessitated by unforeseen site conditions. If the plan revisions are regulated by the NCDEQ, those revisions shall be subject to approval by the NCDEQ prior to acceptance of the facility.
d. Quality Assurance Engineer
1) The Quality Assurance Engineer (QAE) shall be a registered professional engineer certified in North Carolina and experienced in landfill construction. The QAE shall be employed by the firm retained as the QA Consultant by the
Owner, and shall be responsible to inform the Owner, Engineer and Contractor
if construction does not meet the design specifications. Parties must agree on the actions needed to bring the construction into compliance with the specifications and design intent.
2) The QAE shall review the design plans and specifications for constructability
and clarity. If the design or specifications are unclear to the QAE, the QAE shall request in writing clarification from the Design Engineer.
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3) The QAE shall be responsible for:

• Training the Quality Assurance Officer (QAO on requirements and procedures
• Scheduling and coordinating QA activities
• Confirming that testing equipment, personnel, and procedures do not change over the length of the project without written documentation
• Confirming that test data are accurately documented
• Notifying the Owner of construction quality problems
• Recommendations for testing acceptance or rejection 4) The Quality Assurance Engineer shall inspect the site on a periodic basis and
review test data and QAO logs in order to maintain control over the QA program. QAO shall respond promptly to items needing attention or approval in order to expedite work. QAO shall be responsible for the approval or disapproval of landfill construction work. Approval shall be based on conformance to the design specifications, conformance to the QA plan, and
sound engineering judgment. In no case shall the QAE change or modify the landfill design prior to notifying the Engineer in writing of the specific changes or modifications. 5) The final construction documentation report will be prepared, signed and
sealed by the Quality Assurance Engineer. e. Quality Assurance Officer 1) The Quality Assurance Officer (QAO) shall be employed by the Consultant
and answer directly to the Quality Assurance Engineer. The QAO shall be experienced in earthwork construction, inspection procedures, and be familiar with the tests, processes, and materials involved in the construction of solid waste disposal facilities. QAO shall provide continuous on-site monitoring of appropriate construction operations and oversee that Quality Control
sampling, testing and reporting mandated by these specifications are implemented by the Quality Control Officer (QCO). Appropriate construction operations that will require continuous on-site monitoring may include soil cap placement and placement of the cap cushion. Other construction operations will require periodic monitoring.
2) The QAO shall maintain logs and test records and certificates on site in a well-organized, tabulated manner. QAO shall log appropriate construction operations, sampling, and testing. Appropriate construction operations that will require continuous logging includes placement of the cap cushion. Other
construction operations will also require periodic logging. Copies of logs, test records and certificates shall be provided to the QAE for review. The QAO shall notify the QCO immediately of non-complying test results and shall be
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available to verify remediation and retesting of non-complying work. The
QAO shall maintain an awareness of the project and detect conditions that
may directly or indirectly jeopardize the integrity of the field testing. 3) The QAO shall verify that the equipment used in the testing meets the specification requirements and that the tests are conducted in accordance with
the standard procedures specified.
f. Contractor The Contractor shall be responsible for constructing the facility in strict compliance with the
plans and specifications. The Contractor shall be responsible for any of its subcontractors
retained to perform work on the project. The Contractor shall be responsible for QC Testing performed by the subcontractor and the Contractor shall further be responsible for submittals of QC documentation completed by the Contractor or subcontractors.
6. Communications
a. Preconstruction Meeting

A preconstruction meeting shall be held after award of the contract to the successful bidder. Present at the preconstruction meeting shall be the Owner, the Contractor, the
Engineer, and QA personnel. The discussion at this meeting shall include, but not be
limited to, the following: 1) Providing each organization will relevant QA documents and supporting information.

2) Familiarizing each organization with the QA plan and its role relative to the plans and specifications. 3) Reviewing the responsibilities of each organization.

4) Reviewing lines of authority and communication for each organization. Communications will to be strictly documented. Copies of communications will be distributed in a timely manner to each organization.
5) Discussing the established procedures or protocol for observations and tests
including sampling strategies. 6) Discussing the established procedures or protocol for handling construction deficiencies, repairs, and retesting.

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7) Reviewing methods for documenting and reporting inspection data.

8) Reviewing methods for distributing and storing documents and reports. 9) Reviewing work area security and safety protocol.
10) Discussing procedures for the location and protection of construction
materials and for the prevention of damage of the materials from inclement weather or other adverse events. 11) Conducting a site walk-over to review construction material and inspection
equipment storage locations.
The QA personnel shall document the Preconstruction Meeting. Copies of the documentation will be forwarded to each organization.
b. Progress Meetings
Progress Meetings will be held at least every other week at the work area, unless otherwise directed by the Owner. Attending the meeting will be the Contractor, the Engineer, and the QA Personnel. The purpose of the meeting is to:

1) Review the previous week's activities and accomplishments. 2) Review the work location and activities for the upcoming week.
3) Identify the Contractor's personnel and equipment assignments for the
upcoming week. 4) Discuss potential construction problems.
The QA personnel shall document the Progress Meetings. Copies of the
documentation will be forwarded to each organization. c. Problem or Work Deficiency Meetings
If a problem or deficiency is present, or likely to occur, a special meeting will be held. This
meeting will be attended by the Contractor, the Owner, the QA Personnel, and the Engineer, if necessary. The purpose of the meeting will be to define and resolve the problem or problems, or recurring
work deficiency, in the following manner:
1) Define and discuss the problem or deficiency.
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2) Review alternative solutions.

3) Implement a plan to resolve the problem or deficiency. The QA personnel will document Problem or Work Deficiency Meetings. Copies of the documentation will be forwarded to each organization.
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B. EARTHWORK

1. Laboratory Testing - Soils
Provide personnel, materials, and equipment to determine field and laboratory density and permeability of soil materials.
The following tests and minimum testing frequencies are required to be performed on soils being used
for construction. Material shall be sampled from the site or taken from stockpiles in an accepted and representative manner. a. Moisture-Density Relationships shall be performed in accordance with ASTM D698
(standard Proctor) or ASTM D1557 (modified Proctor) as specified.
b. Soil Classification tests shall include a sieve analysis (ASTM D6913 and D7928), a natural moisture content (ASTM D2216), hydraulic conductivity (ASTM 5084) and an Atterberg Limit determination (ASTM D4318). Soil classifications shall be
performed in conjunction with a moisture-density relationship and whenever a
change in material occurs. c. The Contractor can, at his own discretion, perform additional ASTM Proctor Tests, with varying efforts, in order to establish a larger acceptable moisture-density
region. The Modified Proctor is recommended. The additional tests shall be
performed at a minimum of once per 5,000 cubic yards delivered. d. The minimum frequency of testing shall be as follows:
Soil borrow source testing:

Test ASTM Designation or Other
Test Method Frequency
Grain Size Analysis D6913, D7928 and D1140 1 per 10,000 cy
Natural Moisture Content D2216 1 per 10,000 cy
Classification D2487 1 per 10,000 cy
Atterberg Limits D4318 1 per 10,000 cy
Hydraulic Conductivity D5084 1 per 10,000 cy Shear Strength D3080 1 per 10,000 cy
Moisture-Density Relationship D698 or D1557 1 per 10,000 cy and changes
in material

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2. Field Testing – Soils and Aggregates
Test ASTM Designation or
Other Test Method Frequency
Compacted Density D2922, D1556, or D2937 1 per 90' x 90' grid per lift
Compacted Moisture Content D3017 or D2216 1 per 90' x 90' grid per lift
Classification D2487 1 per 10,000 cy
Atterberg Limits D4318 1 per 10,000 cy
Hydraulic Conductivity D5084 1 per 10,000 cy
Shear Strength D3080 1 per 10,000 cy
Compacted Density - Trench Backfill D2922, D1156, or D2937 1 per 100 lineal ft per lift
Compacted Moisture Content - Trench Backfill D3017 or D2216 1 per 100 lineal ft per lift
Backfill Placement Observation Continuous
Road Aggregates D2922 or D2937 1 per 100 lineal feet of road, a minimum of 1 test per lift of select fill
Intermediate / Bedding Soil Layer Thickness Observation, Field Measurement 50 ft x 50 ft grid
Controlled Subgrade Layer
Thickness
D698 or D1557 1 per acre
Protective Cover Layer Thickness D698 or D1557 1 per acre
Vegetative Support Layer Thickness Observation Continuous
Notes: a. Every fifth sample tested with ASTM D2922 shall be verified by ASTM D1556, Sand Cone or ASTM D2937, Drive Cylinder).
b. Every fifth sample tested with ASTM D3017 shall be verified with ASTM D2216,
Laboratory Determination of Water Content of Soil, Rock, and Soil-Aggregate Mixtures. c. Test locations shall be identified by the Contractor by horizontal and vertical control
and presented on drawing or sketch indicating dimensions.
d. If a test fails to meet the required compaction level or moisture content, then the area represented by that test shall be reworked and retested at the Contractor's expense.
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Corrective measures shall be documented in the Quality Control and Quality
Assurance reports.
e. The Contractor shall plug test locations with a 50% cap soil, 50% bentonite mixture compacted in 2" lifts to control leakage. 3. Quality Assurance Observations

a. Soil Foundation The QAO shall include verification that an appropriate subgrade is established for subsequent layer placement. This may include the placement and compaction of controlled fill (Section
02200). The verification shall include the following:
1) Observations of soil and rock surfaces for adequate filling of rock joints, clay fractures, or depressions, and removal and filling of sand seams. Shall document in written form and photographs the condition of the subgrade prior
to placement of geosynthetics.
2) Measurements of the depth and slope of the excavation or fill to verify that it meets design requirements. Shall document the depths of structural fill placed.
3) Observations to verify proper placement of recessed areas for collection pipes.
4) Observations to verify the quality of compacted fill. Shall observe and document that Quality Control Testing was performed on compacted fill. Shall verify that QC testing includes density, moisture content, Atterberg
limits, soil classifications, and maximum clod size. Shall compile
documentation of QC testing on compacted fill. Shall compile documentation of locations of QC testing on compacted fill. 5) Observations of stripping and excavation to confirm that there are no moisture
seeps and that soft, organic, and otherwise undesirable materials are removed.
Proof-rolling with heavy equipment can be used to detect soft areas likely to cause settlement. Shall document in written form and photographs removal of undesirable materials.
6) Observations to verify the removal of objects such as roots or objects that
could penetrate the geosynthetic layers. 7) Observations to verify that the surface is properly compacted, smooth, uniform, and consistent with design grades. Shall document in written form
and photographs the surface of the subgrage. b. Protective Soil Cover
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The QAO shall include observation and verification that protective soil cover is property
placed on the geocomposite drainage layer for the final cover system. Depths shall be verified. The verification shall include the following: 1) Measurements of the depth and slope of the excavation or fill to verify that it meets design requirements.

2) Observations to verify the removal of objects such as roots or objects that could penetrate the geosynthetics. 3) Observations to verify that the surface is properly compacted, smooth,
uniform, and consistent with design grades. Shall document in written form
and photographs the surface of the subgrade. c. Cap Subgrade
The QAO shall include verification that an appropriate subgrade is established for cap
placement. This may include the placement and compaction of fill. The verification shall include the following: 1. For cap foundations, observations of the daily or intermediate cover layer for
proper grading, soft spots, exposed waste or other conditions that could
adversely affect the cap material. Document the condition of the subgrade prior to cap soil placement in writing. Photographs may be used as needed. 2. Measurements of the depth and slope of the excavation or fill to verify that it
meets design requirements. Document the depths of fill placed.
3. Observations to verify the quality of compacted fill. Observe and document that Quality Control Testing was performed on compacted fill. Verify that QC testing includes density, moisture content, Atterberg limits, soil
classifications, and maximum clod size. Compile documentation of QC
testing on compacted fill. Compile documentation of locations of QC testing on compacted fill. 4. Observations of stripping and excavation to verify that there are no moisture
seeps and that soft, organic, or otherwise undesirable materials are removed.
Proof-rolling with heavy equipment can be used to detect soft areas likely to cause settlement. Document in written form and photographs removal of undesirable materials.
5. Observations to verify the removal of objects such as roots or objects that
could penetrate the cap.
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6. Observations to verify that the surface is properly compacted, smooth,
uniform, and consistent with design grades. Document in written form and
with photographs the surface of the cap foundation.
C. GEOSYNTHETICS
1. Manufacturing Quality Control a. Geocomposite Drainage Layers Prior to installation of material, Contractor shall provide the QAO with quality control
certifications for the geocomposite. The certification shall demonstrate that the material
meets the project specifications. b. Frequencies
Perform Quality Control testing at the following minimum frequencies: 1) Geocomposite: one test per 200,000 square feet of material for transmissivity and one test per 100,000 square feet of material for ply adhesion. 2. Quality Assurance Observations
a. Installer Experience Verification
1) The QAO shall verify and document that the installer meets the minimum project experience. Project experience listing shall include project name, location, Owner, Owner contact, Engineer, Engineer contact, product installed, amount of material installed, and date of installation.
2) The QAO shall verify that the installer has submitted a Quality Assurance Manual (QA) for installation of the material and shall approve the contents of the QA Manual. The QA Manual and the approval by the QAO or Engineer shall be included in the final QA documentation.
3) The QAO shall verify and approve the submittal by the installer of a proposed panel layout and installation details. The proposed panel layout and details, and the approval by the QAO or the Engineer, shall be included in the final QA documentation.
b. Materials 1) Geocomposite Gas Venting Layer
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The QAO shall verify and document that cap material is certified by the manufacturer.
The QAO shall verify and document that material property values meet the specifications. Quality control certificates shall be provided at the specified frequency and shall identify the related rolls of geocomposite. The QAO shall verify that the rolls are properly labeled.

c. Conformance Testing The QAO shall collect samples of the materials for confirmation testing. The QAO shall tabulate the results of the confirmation testing. The tabulated
results shall be included with the confirmation testing in the final QA report.
Testing shall include transmissivity (ASTM D4716), ply adhesion (ASTM D 7005), and interface shear strength (ASTM D5321). 2) Frequency
Conformance testing shall be performed at a minimum frequency of 1 per
100,000 square feet. 3) Sample Collection
Samples shall be collected for conformance testing as follows.
a) Geocomposite gas venting layer The first three feet on selected rolls shall be used for confirmation testing.
The sample shall be taken across the entire width of the roll. Samples shall
not be taken from damaged material. The QAO shall randomly select the rolls used for conformance testing. If differing lot runs are identified by the manufacturer, the samples shall be taken to represent each lot.
d. Damage
1) The QAO shall inspect the material to verify that it is not damaged and to confirm that damage is corrected. Damage may include:
a) Puncture from nails or splinters
b) Tears from operation of equipment or inadequate packaging c) Exposure to temperature extremes resulting in unusable material d) Blocking: the bonding together of adjacent membrane layers, which may be caused by excessive heat
e) Crumpling or tearing from inadequate packaging support.

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2) When damage to a roll is observed by the QAO, the QAO shall carefully
examine the underlying material for damage. If damage is extensive, the QAO
shall reject the entire roll. e. Protection from Weather
1) On-site storage shall be in a secure area with provisions from adverse weather.
Geocomposite materials shall be protected from: a) UV light b) Heavy winds or precipitation
c) Temperature extremes
d) Vandals 2) The QAO shall document damage and rejection/replacement of rolls.
f. Geocomposite Drainage Net (GDN) Gas Venting Layer Placement
1) The QAO shall observe the placement of rolls of GDN. The QAO shall document placement and location of each roll of GDN. Documentation may be through verification of installer daily progress report and tabulation by
the QAO of the daily progress reports, or by separate daily progress reports
completed by the QAO. The QAO shall document weather conditions (temperature, humidity, precipitation, wind) to verify that they are acceptable for GDN placement and seaming. The QAO shall observe, measure, and document construction of anchor trenches for compliance
with plans. The QAO shall verify that trench corners are rounded to reduce
stressing the membrane. The QAO shall verify backfilling of the anchor trenches as specified. 2) The QAO shall observe and document that cap penetrations, if any, are
installed as specified. Cap penetrations, if any, shall be verified for
appropriate material, and for correct placement, thickness and size, of the bentonite seal. 3) The QAO shall measure and confirm that required overlaps of adjacent
GDN panels are achieved. The QAO shall verify that proper temporary
anchorage is used (sand bags) and that panel is placed in non-stressed state. 4) The QAO shall visually inspect each panel for tears, punctures, and thin spots. Defects shall be marked on the GDN for repair.

g. Geocomposite Drainage Net (GDN) Gas Venting Layer Seaming
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1) The QAO shall inspect and document seaming operations to include:

a) Observations to confirm that the GDN is free from dirt, dust, and moisture. b) Observations to confirm that the seaming materials and equipment are as specified by the manufacturer.
c) Observations to verify that a firm foundation is available for
seaming. d) Observations of weather conditions to confirm that they are acceptable for seaming. e) Measurements of temperatures, pressures, and speed of seaming,
when applicable, to verify that they are as specified (e.g., gauges and
dials shall be checked and reading recorded). f) Observations to verify that the GDN is not damaged by equipment or personnel during the seaming process. g) Verify that sewing or welding is being conducted in accordance with
manufacturer’s requirements.
2) Prior to placement of soil cushion layer, the QAO shall visually inspect the GDN for damage that may have occurred during installation. If damaged areas are located, they shall be marked and patched using approved repair
methods. The QAO shall document damaged areas and the repairs. The
documentation shall be included in the final QA report.
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D. GENERAL CONSTRUCTION

1. General

a. The Contractor and QA Personnel shall review the plans and specifications for clarity. If needed, the Engineer will provide further clarification or modification so
that the plans and specifications are understandable to involved parties.
b. The QAO and QAE shall verify that the minimum testing is performed and results documented or certificates provided in conjunction with the following construction items.
2. Sitework The QAE and QAO shall review site investigation information to familiarize themselves with the expected site conditions upon which the facility designs were based. This will assist with identifying
unexpected site conditions that may be encountered during construction. 3. Landfill Gas Management Components
a. Materials Quality Control 1. Contractor shall provide certifications for piping and aggregates used in the system.

2. Contractor shall provide submittals for all components for gas collection system for review and acceptance by the Design Engineer. b. Construction Quality Assurance

1. CQA firm shall verify piping and aggregates meet the material specifications. 2. CQA firm shall observe and document excavation of vent pit and record depths.

3. CQA firm shall observe and document the installation of a separation textile, installation of #57 stone bedding for the vent piping, slots in piping were cut into the pipe and installed facing downward, the remaining pit is filled with #57 stone, GDN is laid over top of the pit, bentonite plug is installed around
vent pipe, and the gas vent cap and screen is installed.

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4. Capping

a. The QAO shall verify and document that cap material is certified by the
manufacturer for synthetic materials and that a borrow area is approved for the soil component of the cap. b. QA for the landfill cap shall include appropriate verification and documentation for
the geocomposite drainage net as detailed in Part C of this CQA Plan. In addition,
QA shall include: 1) Observations of the soil infiltration layer placement (18-inch layer overlaying the GDN). Photographs may be used as needed.

2) Measurements of the depth and slope of the fill to verify that it meets design requirements. Document the depths of fill placed. 3) Observations to verify the quality of compacted fill. Observe and document
that Quality Control Testing was performed on compacted fill. Verify that QC
testing includes density, moisture content, Atterberg limits, soil classifications, and maximum clod size. Compile documentation of QC testing on compacted fill. Compile documentation of locations of QC testing on compacted fill.

4) Observations of GDN as infiltration layer is placed. Verify that the GDN does not stretch excessively and produce excessive wrinkles. 5) Observations to verify the removal of objects such as roots or objects that
could penetrate the GDN.
6) Observations to verify that the surface is properly compacted, smooth, uniform, and consistent with design grades. Document in written form and with photographs the surface of the infiltration layer.

7) Verification that the vegetative support layer (12-inch layer below the topsoil) followed by the topsoil layer (top 6-inch layer) are spread uniformly, that thicknesses are achieved, that slopes are as specified, and that the soil is not overly compacted.

8) Verify that the seeding method is as specified. Verify and document seed mixtures, fertilizer and lime content, and mulch application. Verify that seeding occurs during favorable weather and is not placed during high wind or rain or when the soil is frozen.

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9) Visually inspect the completed cover to verify that it meets the specified
design. Depressions or deficiencies shall be noted and corrected. The
perimeter configuration, including drainage conduits, shall be examined for conformance to design specifications. Visually inspect cover until vegetation is established.
5. Embankments
a. The QAO shall inspect the embankment foundation to verify that an appropriate subgrade is established for embankment construction. This may include the placement and compaction of fill. (Section 02200). The QAO shall observe and verify embankment construction to include the following:

1) Observations of soil and rock surfaces for adequate filling of rock joints, clay fractures, or depressions, and removal and filling of sand seams. 2) Measurements of the depth and slope of the excavation or fill to verify that it
meets design requirements. Document measurements.
3) Observations to verify proper placement of recessed areas for collection pipes. 4) Observations to verify the quality of compacted fill. Verify that testing is
performed in accordance with the specifications. Tabulate testing results.
Include tabulation and testing results in the final QA report. 5) Observations of stripping and excavation to verify that there are no moisture seeps and that soft, organic, and otherwise undesirable materials are removed.
Proof-rolling with heavy equipment can be used to detect soft areas likely to
cause settlement. 6) Observation and documentation of type of compaction equipment, number of passes, and uniformity of compaction coverage.

7) Measurement of loose lift thickness. 8) Observation of material type, texture, color, and moisture content as placed.
9) Observation of scarification and connection between compacted fill lifts.
b. In general, observations shall be documented in the logs maintained by the QAO.
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6. Miscellaneous

The QAO shall verify and document that fill placement is compacted and tested; that utility trenches are backfilled and tested; that gravity, pressure lines and manholes are leak tested and grades are verified; that subgrades are maintained and pavements constructed as specified; that structures are constructed as specified; that landscaping conforms to the plans and specifications; that fencing, gates,
and signs are installed in the locations specified.

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E. DOCUMENTATION

1. Field Documentation
a. Logs will be prepared by the QAO presenting detailed descriptions of construction events. Logs shall include, but are not limited to:
1) Date, project name, location, and other identification
2) Unique sheet numbering for document control 3) Reports on meetings held and their results 4) Construction operation and their locations. 5) Operations and locations of Quality Control personnel.
6) QC tests performed, their designation and location.
7) Description of off-site materials received, including quality verification (vendor certification) documentation. 8) Locations and designations of samples obtained. 9) Meteorological data and conditions.
10) Decisions made regarding approval of unit of material or of work, and/or
corrective actions to be taken in instances of substandard quality 11) Unique identifying sheet numbers of inspection data sheets and/or problem reporting and corrective measures reports used to substantiate the decisions described in the preceding item.
12) General comments and observations.

b. A copy of logs shall be kept on site and made available to the Owner, Engineer, and QAE.
c. Field and laboratory test data shall be identified and maintained in an easily referenced
manner on the site. d. Corrective measures taken to bring the unsuitable work into conformance with the design specifications must be documented. This documentation shall describe the
non-conformity, the exact location (both horizontal and vertical extent), test
designations indicating non-conformity, the corrective active agreed upon, and test results indicating the remedial action is acceptable. e. Photographic reports shall also be maintained. These photographs will serve as a
pictorial record of work progress, problems, and corrective measures. They will be
kept in a permanent protective file in the order in which they were taken.

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2. Record Drawings

a. Scope Owner shall provide certified record drawings of work completed for construction of
landfill gas collection, landfill drainage features, and landfill cap layers. The Contractor shall be responsible for construction stakeout. b. Qualifications
A land surveyor currently licensed by the State of North Carolina shall prepare record drawings. The land surveyor may be employed by the Quality Assurance firm. c. Drawings

1) Provide record drawings as indicated in this section. Drawings shall be submitted in latest AutoCAD Release format or as otherwise indicated by the Engineer. Provide five (5) hard copies of each record drawing. Hard copies of drawings shall be sealed and signed by the land surveyor. Submit
certification with each record drawing that the elevations and locations of
the new work are in conformance or non-conformance with the Contract Documents. 2) Drawings shall be tied to and include the same horizontal and vertical grid
system indicated on the design plans of the permit documents.
3) Information in the AutoCAD files must be at appropriate three-dimensional elevation and coordinate. Entities shall be placed on layer names that describe the entity mapped.

d. Grades and Locations Grades for each layer comprising the cap system shall be contoured on a scaled plan and submitted to the QAO for review upon completion of that portion of the work. The record
drawings shall include the following.
1) Base Grades a) Cap

Provide the elevations of the area to be capped prior to placement of cap materials. The record drawing shall indicate the conditions of the site after vegetation has been stripped from the closure area and the surface prepared
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and ready for placement of the GDN. Provide grid locations that indicate the
elevations of the base grades on a maximum 50-foot grid. On slopes, at a
minimum the survey points will include top of slope, midpoint, and toe of slope. Survey points shall be obtained at significant grade breaks. The contour interval shall be 2 feet. The scale of the drawing shall be no greater than 1 inch = 50 feet.

b) Thickness Verification Table Thickness verification tables will be generated for the 6-ich topsoil finished grade, 12-inch controlled subgrade and 18-inch infiltration layer. All
thicknesses shall be measure perpendicular to the base slope.
2) Infiltration Layer Provide the horizontal limits of the top of the infiltration layer. Provide grid
locations that indicate the completed elevations of the soil cap. Grid locations
shall be horizontally the same as the grid locations used for base grades. No additional soil layers shall be placed until a certified survey is submitted and approved by the QAE demonstrating that the surface of the infiltration layer conforms to the Contract Documents and that the layer is a minimum of 18
inches thick. Partial surveys may be accepted at the discretion of the QAE.
3) Erosion/Vegetative Support Layer Provide the horizontal limits of the top of the erosion/vegetative support layer.
Provide grid locations that indicate the completed elevations of the soil cap.
Grid locations shall be horizontally the same as the grid locations used for base grades. No additional soil layers shall be placed until a certified survey is submitted and approved by the QAE demonstrating that the surface of the erosion/vegetative support layer conforms to the Contract Documents and that
the layer is a minimum of 12 inches thick. Partial surveys may be accepted at
the discretion of the QAE. 4) Surface Features
Provide the horizontal limits of the top of the topsoil layer. Provide grid
locations that indicate the completed elevations of the soil cap. Grid locations shall be horizontally the same as the grid locations used for base grades. Additionally, provide record drawing after completion of the project that
includes, but may not be limited to, the following items.

• diversion berms
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• drainage channels
• culverts (with inverts)
• manholes
• water lines and valves
• hydrants
• sewer lines
• landfill gas vents/landfill gas wells
• landfill gas monitoring probes
• roads
• structures
• ponds
• riprap aprons and outlets
• concrete pads
• utility poles
• cleanouts

5) Tolerances
Tolerances for the various components surveyed for the cap system shall be:
• base grades: 0 to -0.2 feet
• top of vegetative layer: 2.0 +0.2 feet from top of soil cap
• piping: +0.1 feet provided required slopes are
maintained
• all other components ±0.2 feet These tolerances are allowable provided the required slopes and material thicknesses are maintained. Tolerances for piping shall be +0.1 feet.
e. Construction Staking The Contractor shall be responsible for maintaining the integrity of construction stakes. Re-staking shall be the Contractor's expense. The Contractor shall maintain adequate
construction staking for reference by the QA personnel when locating work elements and test locations. f. Marked-Up Drawings
The Contractor shall be responsible for maintaining an accurate set of marked-up drawings on the construction site. Marked-up drawings shall accurately reflect grades and locations and changes or modifications to the plans. Indicate changes and modifications by colored pencil on a set of project drawings. Upon completion of the project, the marked-up drawings shall be submitted to the Engineer.
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3. Final Documentation
a. Upon completion of the project, final documentation will be organized and indexed to enable easy access and retrieval of original inspection, testing data sheets, material
certification, reports and record drawings. During the construction period, originals of the documents shall be kept by the QAO at the site. At the completion of the project, the QAE will compile the quality assurance data and assemble the certification report.
b. The final documentation shall include project correspondence pertaining to changes or clarifications to the work. c. The final documentation shall include project submittals. Project submittals shall be
numbered and tabulated in a submittal log.
d. The following items will also be included in the documentation to be submitted to the DEQ:
• Photographs
• Gas vents and gas probes:
• surveyed as-built location drawing
• completion logs 4. Certifications
a. The final documentation will be signed by the Quality Assurance Engineer to certify that the approved CQA plan has been successfully carried out and that the unit meeting the requirements of NCAC Rule .0541 (c) and (d).
b. In addition to the certification by the CQA officer, a separate certification by the
Design Engineer is required in accordance with NCAC Rule .0540 and .0541. The Design Engineer will certify that the work has been completed in accordance with the approved plans and specifications and the facility is ready to begin operation.
F. REFERENCE

Portions of this Quality Assurance Plan were based or excerpted from the EPA Technical Guidance
Document: Construction Quality Assurance for Hazardous Waste Land Disposal Facilities, OSWER Report No. EPA/530-SW-86-031.

Orange County Eubanks Road C&D Landfill – Phase 2 & 3 Permit to Construct – Construction Quality Assurance Plan August 21, 2020 Section 3 - 17

END OF CQA PLAN

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020

ORANGE COUNTY EUBANKS ROAD C&D LANDFILL

PHASE 2 AND 3 PERMIT TO CONSTRUCT APPLICATION

SECTION IV

CLOSURE AND POST-CLOSURE PLAN

Orange County Eubanks Road C&D Landfill
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Table of Contents – Page IV-i

TABLE OF CONTENTS

1.0 Introduction ............................................................................................................................... 1

2.0 Closure Plans ............................................................................................................................ 2
2.1 Cap System ................................................................................................................... 2
2.1.1 Cap Components .............................................................................................. 2
2.1.2 Closure Activities ............................................................................................ 2
2.1.3 Closure of Disposal Units ................................................................................ 3
2.1.4 Cover System Stability .................................................................................... 7
2.1.5 Construction Specifications ............................................................................. 8
2.1.6 Landfill Gas Management ............................................................................... 8
2.1.7 Leachate Management ..................................................................................... 9
2.2 Extent of Closure ........................................................................................................ 10
2.3 Maximum Inventory of Waste ................................................................................... 10
2.4 Closure Schedule ........................................................................................................ 11
2.4.1 Closure Time Frame ...................................................................................... 11
2.4.2 Schedule for Closure ...................................................................................... 11
2.5 Closure Cost Estimate ................................................................................................ 12
2.6 Closure Certification .................................................................................................. 12
2.7 Recordation ................................................................................................................. 13

3.0 Post-Closure Plan .................................................................................................................... 14
3.1 Post-Closure Contact .................................................................................................. 14
3.2 Inspection.................................................................................................................... 14
3.3 Environmental Monitoring ......................................................................................... 15
3.3.1 Groundwater and Surface Water Monitoring ............................................... 15
3.3.2 Landfill Gas Monitoring ................................................................................ 16
3.4 Maintenance ............................................................................................................... 16
3.4.1 Security Control Devices ............................................................................... 16
3.4.2 Erosion Damage Control ............................................................................... 16
3.4.3 Correction of Settlement, Subsidence and Displacement ............................. 17
3.4.4 Run-on and Runoff Control Structures ......................................................... 17
3.4.5 Leachate Collection System .......................................................................... 17
3.4.6 Landfill Gas Collection / Venting System .................................................... 17
3.4.7 Groundwater Monitoring Wells .................................................................... 17
3.5 Leachate Management System .................................................................................. 18
3.6 Post-Closure Certification .......................................................................................... 18
3.7 Post-Closure Uses ...................................................................................................... 18

Orange County Eubanks Road C&D Landfill
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Table of Contents – Page IV-ii

4.0 Closure and Post-Closure Cost Estimates .............................................................................. 19
4.1 Closure Costs .............................................................................................................. 19
4.2 Post-Closure Care Costs ............................................................................................. 19
4.3 Financial Assurance ................................................................................................... 19

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-1

1.0 INTRODUCTION

The narrative, plans, and specifications for the Orange County Eubanks Road C&D Landfill
are prepared in compliance with the North Carolina Solid Waste Management Rule .0543. This plan
supersedes the plan prepared by Joyce Engineering, Inc. (JEI) dated May 2003 that was included in
the “Construction Plan Application for the Orange County Eubanks Road C&D Landfill”. The
drawings, appendices, tables and figures from the “Construction Plan Application” should be
considered incorporated by reference as part of this closure and post-closure plan.

The facility operates under Permit 68-04. A permit to operate Phase 1 of the facility was
issued on December 14, 2005 by the North Carolina Department of Environment and Natural
Resources (DENR), which is now called the North Carolina Department of Environmental Quality
(NCDEQ). This plan addresses the closure and post-closure care of Phases 1 through 5 of the facility.
Phase 1 covers approximately 7.7 acres. Phases 2 and 3 are projected future phases, approximately
4.7 acres in size. Phases 4 and 5 will be a vertical extension of Phases 1 through 3. Execution of
this plan will minimize maintenance through proper construction of a permanent cap, erosion and
sediment control features, and drainage features, which will reduce the potential of the landfill
becoming a hazard to the environment through the post-closure period.

These documents were prepared by Draper Aden Associates pursuant to a contract between
Draper Aden Associates and Orange County with respect to the project described in said contract.
Reuse of said documents without written verification or adaptation by Draper Aden Associates for
the specific purpose intended will be at the sole risk of the individual or entity utilizing said
document, drawings, specifications, reports, and studies and such use is without the authorization of
Draper Aden Associates. Draper Aden Associates shall have no legal liability resulting from any
and all claims, damages, losses, and expenses, including attorney's fees arising out of the
unauthorized use of these documents, drawings, specifications, reports and studies prepared as a
result of the aforesaid contract.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-2

2.0 CLOSURE PLANS

2.1 CAP SYSTEM

2.1.1 Cap Components

The closure cap shall consist of the following components to be placed above the
intermediate/weekly cover:

1. Geocomposite gas collection layer

2. Eighteen (18) inch soil infiltration barrier layer.

3. Twelve (12) inch erosion/vegetation support layer.

4. Minimum six (6) inch layer of top soil.

2.1.2 Closure Activities

Closure activities will consist of the following actions:

1. Placement and/or upgrading final drainage and erosion/sedimentation control
measures prior to and during construction activities;

2. Placement and compaction of intermediate cover soil in order to achieve
required slopes;

3. Final grading and placement of geocomposite gas collection layer, soil
infiltration layer, erosion/vegetative support layer, and topsoil;

4. Surface roughening, liming, fertilizing, seeding and mulching of disturbed
areas;

5. Placement and/or upgrading final drainage and erosion/sedimentation control
measures;

6. Preparing a construction quality assurance report to certify that closure
occurred in accordance with this closure plan;

7. Recording a notation on the deed to the landfill facility property that the
property has been used as a C&D landfill and its use is restricted under the
closure plan approved by NCDEQ.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-3

Specifications for the construction activities are contained in Attachment II-B of the
Engineering Plan
.
2.1.3 Closure of Disposal Units

The Permit Amendment Drawings illustrate the proposed closure activities and the
following discussion describes these actions.

1. Plan Sheets

Final grading of the site will be in accordance with the contours indicated on
Drawing 6 (Phase 1 – Final Grading Plan) in the Construction Plan Application. The
landfill will be brought to the final grades shown using the appropriate landfilling
methods. The final cap and vegetative layer will be installed after the final grades
are reached.

Stockpiled earthen material previously used for various construction
activities may be used during final closure. Topsoil stripped from the intermediate
cover will be stockpiled for use during final closure. Topsoil stripped from the
intermediate layer shall not reduce the thickness of the intermediate layer below 12
inches. The stockpiles will be graded so as to minimize erosion and prevent ponding
of water on site. Erosion and sediment control measures will be installed and
properly maintained.

The side slopes of the closed landfill will be approximately 28.6 percent
(3.5:1). Positive drainage will be maintained at the top of the landfill to reduce
pooling of water on the fill. The minimum top slope is to be 5 percent after
construction. This minimum top slope will be maintained during the post-closure
period.

Diversion berms will be installed on top of the soil cap cushion layer to
decrease the slope length for stormwater runoff. The exterior slopes of the
diversion berms will exceed 33 percent. Slope drains will convey stormwater to the
perimeter ditches. On the flatter top and bottom slopes, positive drainage will be
maintained to reduce pooling of water on the fill. If necessary, erosion control
matting may be installed along the slopes of the landfill to reduce erosion after final
grading. Localized areas exceeding a 33 percent slope such as the outer slopes of
the diversion berms or road tie-ins will receive further erosion control measures as
necessary to reduce erosion.

The layers of the final cover will be placed in accordance with the plans and
specifications. The specifications and the Construction Quality Assurance Manual
contain information for quality control and quality assurance for the final cover
construction.
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-4

2. Cap Description

Rule .0543 (c)(1) requires that the cap has “a permeability less than or equal
to soils underlying the landfill, or the permeability specified for the final cover in
the effective permit, or a permeability no greater than 1.0 x 10-5 cm/sec, whichever
is less.” As a part of the Site Plan Application submitted by Joyce Engineering,
Inc. dated October 1999 and amended September 12, 2002, slug testing data was
obtained. Laboratory testing results are included in Attachment V-3 to this plan
along with a map that indicates the location of testing points. Based on the borings
beneath the landfill (PZ-207 and PZ-208), the soil foundation has a permeability
ranging from 1.89 x 10-4 cm/sec to 5.79 x 10-4 cm/sec. Undisturbed soil samples
were not collected and tested for permeability. Based on this information, the soils
underlying the landfill have permeabilities greater than 1 x 10-5 cm/sec. Therefore,
the cap should have a permeability of no greater than 1 x 10-5 cm/sec.

a. Description of Layers

The final cover for the landfill will consist of the system shown on
the details on Sheet 8 of the Permit Amendment Drawings. The total overall
thickness of the cap will be three feet, exclusive of the intermediate/weekly
cover. The intermediate/weekly cover immediately underlying the
geocomposite drainage net shall be a minimum of 12 inches in thickness as
measured perpendicularly to the slope. This layer shall be smooth and free
of protruding rocks, sticks, roots, etc. The cover will include the following
from bottom to top:

(i) Geocomposite gas collection medium. This layer consists of
an HDPE geonet material with a nonwoven geotextile on
each side. The geocomposite material will allow for landfill
gas to travel more freely below the infiltration barrier and to
landfill gas vents.

(ii) Eighteen (18) inch soil infiltration barrier layer. This layer
will be off-site soil, placed and compacted to have a
permeability of 1 x 10-5 centimeters per second (cm/sec) or
less.

(iii) Twelve (12) inch soil erosion/vegetative support layer. This
layer will be off-site soil. The twelve-inch cushion will
protect the infiltration barrier layer from mechanical damage
from vehicles on the cover, from burrowing animals, from
taproots, and from freeze-thaw stresses.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-5

(iv) Minimum six (6) inch layer of topsoil or organically
amended soil. This layer will be off-site soil. The layer will
support vegetated growth to stabilize the completed landfill
slopes.

b. Description of Protective Materials

The cap will be placed on top of the intermediate cover in order to
provide a base to compact the infiltration barrier layer soil. Prior to
placement of the cap, the vegetative cover that has been established on the
intermediate soil will be stripped.

The infiltration barrier layer will be protected above from punctures,
mechanical damage, and freeze-thaw damage by the twelve (12) inch
erosion/vegetation support layer and a six (6) inch topsoil or amended soil
layer.

c. Soil Cap Construction Plan

The cap will be constructed in accordance with the specifications
and tested in accordance with the Construction Quality Assurance Manual.
The soil for the soil infiltration barrier layer (permeability less than or equal
to 1 x 10-5 cm/sec) will come from an off-site borrow source approved by
the CQA Engineer. The location of the borrow source, the location of the
samples taken to determine the suitability of the material, and the soil
characteristics will be documented. The documentation will be submitted
to NCDEQ as part of the certification of closure.

Soil infiltration barrier layer material will be placed on prepared
intermediate/weekly cover. Surface preparation will consist of removal of
vegetation and smooth grading to fill in ruts and rills, and may consist of
removal of roots, stones, and foreign matter, and rolling to provide a
compacted surface.

Soil infiltration barrier layer material will be placed in no greater
than six (6) inch thick compacted lifts. The actual allowable lift thicknesses
will be determined during construction of a cap test pad. The material will
be compacted to a density and moisture content determined by laboratory
testing and verified by the test pad to achieve a minimum permeability of 1
x 10-5 cm/sec or less. The lifts will be compacted to break up clods, bond
lifts together, and eliminate cracks during placement. If cracks are observed
once the material is placed, that area will be reworked and retested.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-6

Particular care will be taken in the placement of the
erosion/vegetation support layer material to reduce damage to the cap. The
soil will be discharged from trucks at the base or top of the slope, and the
material pushed onto the slope.

Layers of the final cover will be placed in accordance with the
specifications and Construction Quality Assurance Manual. The
specifications also contain detailed information for quality control and for the
final cover construction.

d. Erosion Control Layer

The topsoil layer will be a minimum of six (6) inches of topsoil or
amended soil, vegetated with an approved seeding mixture depending upon
the time of year when seeded. The cover crop will be seeded in accordance
with the mixture specified in Section 02480. The facility may modify the
seed mixture or seed schedule.

3. Final Slopes

The side slopes of the closed landfill will be a maximum of 28.6 percent
(3.5:1). Berms will be installed on the slopes to decrease drainage lengths. Positive
drainage will be maintained at the top of the landfill to reduce pooling of water on
the fill. A minimum top slope of 5 percent will be maintained during the post-
closure period. If necessary, erosion control matting may be installed along the
slopes of the landfill to reduce erosion after final grading.

4. Maintenance Needs

The cover system will be graded and seeded to establish a low maintenance
final cover system. Slopes should require infrequent repairs of erosion problems
once the vegetative cover is established. Covers that are low maintenance will be
used, such as tall fescue, lespedeza, ryegrass or other approved seeding mixture.
While the vegetative cover is being established, erosion will be controlled by mulch.
Erosion control matting will be installed where required.

5. Construction Quality Assurance Plan

The Construction Quality Assurance Plan is included as a Section III in this
Permit Amendment Application.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-7

6. Alternate Final Cover Systems

An alternate final cover system is not proposed for use at this facility at this
time.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-8

2.1.4 Cover System Stability

1. Stability of Final Cover System

To evaluate slope veneer stability, an “infinite slope” failure was considered.
The friction angles between components in the landfill cap were evaluated against the
slopes with maximum gradient. The maximum slope is 28.6 percent, or about 15.9
degrees. The maximum slope is compared to angles of friction between various
components of the cap, and internal friction angles of each applicable component. The
following table lists the angles of friction and factors of safety for each component.
The friction angles used are conservative values found in published data or from
engineering judgment. Testing requirements for internal friction angles of soils are
described in the CQA Manual and include a minimum factor of safety of 1.3. Testing
requirements for interface friction angles between soils and geocomposite are
specified in Construction Quality Assurance Plan, and include a minimum factor of
safety of 1.5.

Interface Friction Angles

Interface Friction Angle,
Degrees
Factor of
Safety
Waste internal angle of friction 30 1.9
Waste to intermediate cover 28 1.8
Intermediate cover internal angle of friction 30 1.9
Intermediate cover to geocomposite 28 1.8
Geocomposite to infiltration barrier soil 28 1.8
Infiltration barrier soil internal angle of friction 30 1.9
Infiltration barrier soil to erosion/support layer 28 1.8
Erosion support layer internal angle of friction 28 1.8
Erosion support layer to topsoil 26 1.6
Topsoil internal angle of friction 26 1.6

The previously permitted maximum slope was 4H:1V. Because an increase
in final slope is proposed, a slip-circle analysis has been performed. A copy of the
analysis can be found in the approved Life of Site Application (NCDEQ FID
1360719).

A profile was selected for modeling that runs through the maximum fill height
and presents the greatest height versus shortest base section). Soil parameters were
selected based on general soil types anticipated for use. These parameters are as
follows.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-9

Slip Circle Analysis Parameters

Earthquake acceleration factors of 0.16g (horizontal) and 0.08g (vertical) are
based on 2008 USGS earthquake hazard maps. The section was modeled using
StablPro V3.0 using waste cohesions of both 0 psf, and 500 psf. Because cohesion of
waste can vary greatly, the analysis using a cohesion of 0 psf was done in order to
analyze the degree that the cohesion affected the results. A cohesion of 500 psf is
more accurate, and its results should be used in evaluating slope stability. The model
using a waste cohesion of 500 psf exhibited a minimum factor of safety in the analysis
of 1.20 under seismic conditions for deep-seated rotational failure within the waste
mass. Under static conditions, the factor of safety is 2.16. The acceptable factor of
safety for static analysis is 1.5. It is likely that localized rotational failure within the
cover veneer will have a lower factor of safety than deep-seated failure. However,
failure in localized areas of the cover will be considered a maintenance item and will
be repaired promptly. The acceptable factor of safety for seismic analysis is 1.0.
Based on this analysis, it can be concluded that the design is stable.

2. Erosion Control

An Erosion and Sediment Control Plan was prepared by JEI and included in
the Construction Plan Application. The side slopes of the closed landfill will be a
maximum of 28.6% (3.5:1). Since regular maintenance will be a part of the post-
closure activities, the integrity of the cap system should remain intact during the
post-closure care period.

Temporary silt fencing will be installed as required during the closure
construction.

Erosion control matting may be used on the face of the disposal unit after
final grades have been established. The County will determine the need for the
matting at the time of seeding.

Permanent diversion berms will be used to reduce erosion on the slopes of
the landfill. The diversion berms will be placed to keep the overland flow from
exceeding 200 feet, with most slope lengths less than 150 feet. The diversion berms
empty into channels around the perimeter of the landfill. The channels will carry
flow to the sediment basin. Diversion berm channels are to be lined with soil
Layer Cohesion,
psf
Unit
Weight, pcf
Internal Angle
of Friction
Cap 1000 120 30
Waste 500 55 30
Underlying Soil 1000 120 26
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-10

stabilization matting; perimeter channels will be either grass/matting or
riprap/erosion control matting as appropriate.

Stormwater will be collected in channels around the perimeter of the
landfill. The channels will carry runoff to the sediment basin. Channel design data
is included on Sheet 8 of the Permit Amendment Drawings. Some channels are to
be grass lined. Riprap or erosion control matting will be used in channels wherever
the velocity of the runoff would erode vegetative linings. Remnants of temporary
erosion control measures, such as siltation fences, that will not be necessary once
the site is stabilized will be removed.

2.1.5 Construction Specifications

Construction specifications for components of the landfill cap are included in
Attachment II-B of the Engineering Plan.

2.1.6 Landfill Gas Management

Due to methane concentrations above the lower explosive limit (LEL) being
detected in various probes, a landfill gas interception trench has been installed at the
facility. Initially, methane concentrations in GP-CD4 through GP-CD8, and GP-CD13
exceeded the LEL. During additional investigation of landfill gas migration limits,
monitoring of newly-constructed probes GP-CD6R and GP-CD8R indicated the presence
of methane, with GP-CD5R in exceedance of the LEL. Through the installation and
monitoring of probes GP-14 through GP-18 and a subsequent landfill gas migration study,
a landfill gas interception trench was designed along the western perimeter of the waste
disposal area. This trench was installed since the 2012 Permit Modification submittal and
approval. The location of trenching and vents are shown on the Permit Amendment
Drawings. The “Landfill Gas Remediation Plan” developed by Draper Aden Associates,
dated December 16, 2009 contains additional background information regarding the
landfill gas interception trench.

Landfill gas monitoring probes have been constructed around the perimeter of the
landfill unit. The Permit Amendment Drawings show the location of the probes as well as
a gas probe construction detail. Specification Section 13322 is included in Appendix V.

A landfill gas venting system will be installed at the time of closure. The system
includes landfill gas vents within the waste footprint and a landfill gas collection layer below
the low-permeability component of the landfill cap. Gas vent locations are shown on Sheet
6 of the Permit Amendment Drawings. The gas venting system is described in the Gas
Control Plan included as part of the Operations Report included in the approved Life of Site
Application (NCDEQ FID 1360719). Additional venting may be necessary as determined
in accordance with the Gas Control Plan. A landfill gas vent detail, to be used for future gas
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-11

vent construction, is included in the Permit Amendment Drawings. Specification Section
13320 is included in Appendix V.

Passive landfill gas vents will consist of six (6) inch Schedule 80 PVC pipe installed
within a horizontal gas collection trench/pit located below the final cover. The trench/pit will
be approximately 8 feet by 8 feet in horizontal dimensions and approximately 3 feet in
thickness. Waste will be excavated from the trench area, a 6 ounce geotextile will be laid in
the pit/trench and wrapped up the sides, and a lift of stone bedding will be placed in the
bottom of the trench/pit. The geotextile will help to separate the waste from the newly
added stone. Horizontal perforated piping will be installed as shown on the detail on Sheet
8 of the Permit Amendment Drawings. Vertical vent piping will be installed at each vent
location. The remaining gravel pack shall be installed carefully so as to avoid damaging
the piping. The gravel pack will provide a uniform blanket of stone around the central vent
piping. Layers above the vent trench/pit will be installed identical to the landfill cap design
around the vent. The top of the vent shall be capped as shown in the plans. Additional
information is included in Specification Section 13320 in the Engineering Plan.

2.1.7 Leachate Management

The landfill does not have a leachate collection system. If leachate control is
needed, the County will submit a plan to NCDEQ for review and approval prior to
implementation of control.

2.2 EXTENT OF CLOSURE

The footprint of each Phase with projected intermediate and final grades is shown on Sheets
3 through 6 in Appendix I. The surface area of Phase 1 is 7.7 acres. The surface area of Phases 2
and 3 is 4.7 acres. The Closure and Post-Closure cost estimates are included in Appendix VI.

2.3 MAXIMUM INVENTORY OF WASTE

The volumes of each phase in cubic yards and estimated tons are as follows:
Phase Capacity
(cubic yards)
Remaining
Airspace
(cubic yards)
Area
(Acres)
Remaining
Site Life
(years)
Projected Date
Filled
Phase 1 (active) 282,000 29,300 7.7 1.1 2021
Phases 2 142,000 142,000 3.3 8.7 2029
Phases 3 113,800 113,800 1.4 6.4 2036
Phases 4 & 5 191,450 191,450 N/A 8.6 2044
Final Cover 60,000 60,000 12.4 0.00 N/A
Total
(Gross Capacity) 789,250 536,550 12.4 24.8

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-12

Phase capacities shown do not include final cover. The gross capacity of the landfill is
789,250 cubic yards, which includes the volume of the final cap system. Conversion to tonnage
assumes a 9:1 waste to soil ratio and a waste compaction of 1,500 pounds per cubic yard. Final
cover tonnage is based on a compacted soil density of 120 pounds per cubic foot, or 3,240 pounds
per cubic yard. The tonnage numbers will vary depending upon soil cover use and waste compaction.
Net remaining airspace is from the April 2020 aerial mapping.

2.4 CLOSURE SCHEDULE

2.4.1 Closure Time Frame

Prior to the closure of each phase, Orange County will notify NCDEQ that a notice
of intent to close has been placed in the operating record. The owner and operator must
begin closure activities for that portion of each C&D landfill unit meeting one or more of
the following requirements, unless an extension has been granted by the Division.
Extensions beyond the deadline for beginning closure may be granted by the Division if
the owner or operator demonstrates that the portion of the C&D landfill unit has the
capacity to receive additional wastes and the owner and operator has taken and will
continue to take all steps necessary to prevent threats to human health and the environment
from the unclosed C&D landfill unit:

a. No later than thirty (30) days after the date on which the C&D landfill unit
receives the known final receipt of wastes;
b. No later than thirty (30) days after the date that a 10-acre or greater area of
waste is within 15 feet of final design grades; or
c. No later than one (1) year after the most recent receipt of wastes, if the C&D
landfill unit has remaining capacity.

Final closure of the landfill will take approximately 6 months to complete. A
professional engineer representing the facility will provide NCDEQ with certification of
closure.

2.4.2 Schedule for Closure

The estimated time for the closure activities may generally be summarized as
follows. The time schedule is shown pertaining to final receipt of waste.

a. Notice of intent to close to NCDEQ ..................................... prior to closure
b. Mobilization of contractor ................................................................4 weeks
c. Final grading .....................................................................................8 weeks
d. Placement of final cap .....................................................................21 weeks
e. Final establishment of erosion and sedimentation structures .........22 weeks
f. Final seeding ...................................................................................23 weeks
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-13

g. Completion of closure construction ................................................25 weeks
g. Certification of closure ...................................................................30 weeks
h. Record deed notation ......................................................................42 weeks

2.5 CLOSURE COST ESTIMATE

The closure cost for the facility is included as Appendix VI of this Plan, Closure and Post-
Closure Cost Estimate.

2.6 CLOSURE CERTIFICATION

Following completion of the cap, a professional engineer representing the facility will certify
the closure. The certification will document that the closure of the landfill was in accordance with
the following:
 The CQA Plan.
 The conditions of the permit to construct.
 The requirements of NCAC Rule .0541.
 The requirements of NCAC Rule .0543.
 The approved closure plan
 Acceptable engineering practices.

The Construction Quality Assurance report must be prepared according to Rule .0541(c) and
(d) and submitted to NCDEQ with the closure certification and shall include the following:

 Quality control testing results, including results of failed tests, a description of corrective
procedures in the case of failed testing, and results of retesting.

 As-built drawings noting any deviation from the approved engineering plans.

 A comprehensive narrative that includes daily reports from the QAE, color photographs
of major features, and documentation of progress and troubleshooting meetings.

2.7 RECORDATION

In order to comply with NCAC Rule .0543(c)(8)(B), within 3 months after capping
activities are completed, the facility will record a notation on the deed to the facility property that
would notify a potential purchaser of the property that the land was used as a C&D facility and its
use is restricted under the closure plan approved by the Division. The document will be recorded
with Orange County and copies submitted to NCDEQ.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-14

3.0 POST-CLOSURE PLAN

3.1 POST-CLOSURE CONTACT

Agency: Orange County
Person: Mr. Robert Williams, Solid Waste Management Director
Address: 1207 Eubanks Road
Chapel Hill, North Carolina 27516
Phone: [phone]

3.2 INSPECTION

After the initial closure construction ceases, maintenance and care for the property will be
needed to provide the necessary erosion control and site upkeep. Monitoring activities will continue
for a period of 30 years after closure of the landfill. Orange County will be responsible for routine
monitoring of the closed facility. Such monitoring includes not only the ground and surface water
monitoring but also periodic visual inspections to review the condition of the vegetative cover and
grading. In addition, inspections will also be made to check for leachate seeps or other problems. If
major problems are identified that could affect the health or welfare of the adjacent property owners,
NCDEQ will be contacted. However, for routine maintenance, the work required will be completed
without notification to NCDEQ.

An inspection program will be established that will inspect the vegetative cover, erosion
control measures, and other physical aspects of the site. Initially, these inspections will be made on
a monthly basis, or more frequently as necessary by Orange County. For the remainder of the normal
post closure period, the site will be inspected quarterly by the County. The County will keep a log
of inspections and resulting maintenance work on file.

Post-closure maintenance will include a program of mowing of the grass cover as necessary.
This will be done to improve the stand of grass being developed on the landfill cap. During the
normal post-closure period, the site will be mowed as needed to maintain the grass cover. It is
expected that the frequency of mowing will diminish as the cover becomes better established.

In addition to the mowing operations, post-closure care activities will include a program of
annual reseeding. In the fall of the year, the vegetative cover will be evaluated during a regular
inspection. A plan for reseeding will be developed based on the needs of the site during that year.
The necessary seeding will be applied during the fall planting season.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-15

Two inspection forms have been prepared for use in the post-closure period. One form is for
the first two-year post-closure period and the second form is for the remainder of post-closure
inspection. The forms are included as Appendix VII of this plan, Post Closure Inspection Report
Forms.

The following post-closure inspection and maintenance schedule is suggested for the site but
could be modified as experience dictates:

1. Initial Two Years of Post-Closure

a. Monthly, a complete inspection of the site will be made by the County to
include, but not be limited to, security control devices, erosion damage,
cover settlement, subsidence and displacement, leachate seeps, vegetative
cover, run-on and run-off control measures, landfill gas probes, and
groundwater monitoring wells. Repairs shall be made as necessary.

b. Annually, or more frequently if necessary, mow the site. Annually, reseed
areas as necessary.

2. After First Two Years of Closure

a. Monthly, inspect the security gate, lock, fencing and other barriers.

b. Quarterly, a complete inspection of the site will be made by Orange County
and repairs made as necessary. The inspection will include, but not be
limited to, security control devices, erosion damage, cover settlement,
subsidence and displacement, leachate seeps, vegetative cover, run-on and
runoff control measures, landfill gas probes, and groundwater monitoring
wells.

c. Annually, or more frequently if necessary, mow the site. Fertilize, lime and
reseed as necessary.

3.3 ENVIRONMENTAL MONITORING

3.3.1 Groundwater and Surface Water Monitoring

A Groundwater Monitoring Plan was previously approved as part of the Life of Site
Application (NCDEQ FID 1360719). The plan represents the controlling document for
obtaining and analyzing representative groundwater samples from the uppermost aquifer
underlying the existing facility.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-16

The compliance well network is described in the water quality monitoring plan.
Sampling and reporting must occur at least semi-annually. Analytical requirements,
including a list of volatile organic compounds (VOC’s), are included in the water quality
monitoring plan. Water quality monitoring will continue through the post-closure period.

Maintenance of the groundwater monitoring system will include quarterly
inspections. Signs of damage or contamination will be recorded. Minor damages will be
repaired promptly. If a major damage or contamination is suspected, a professional geologist
will be retained to evaluate the condition of the monitoring well. If the well must be replaced,
the old well will be abandoned in accordance with the specifications contained in the water
quality monitoring plan. New well construction will also be in accordance with the detail
and specifications contained in the plan.

During monitoring and maintenance activities, the wells shall be inspected. The
inspection should review the well casing, the lock, the identification tag, the concrete pad
surrounding the casing and any bollards that are installed to protect the well casing. Any
deficiencies should be noted and brought to the attention of the landfill supervisor.
Corrective actions should be taken to repair any noted issues.

3.3.2 Landfill Gas Monitoring

A series of landfill gas monitoring probes are located around the perimeter of the
landfill unit. These probes will be monitored during the active life of the landfill and during
the post-closure care period. A Gas Control Plan was included as part of the Life of Site
Application (NCDEQ FID 1360719).

During monitoring and maintenance activities, the probes shall be inspected. The
inspection should review the outer casing, the lock (if so equipped), the identification tag or
label, the concrete pad surrounding the casing and any bollards that are installed to protect
the probe casing. Any deficiencies should be noted and brought to the attention of the landfill
supervisor. Corrective actions should be taken to repair any noted issues.

3.4 MAINTENANCE

Post-closure maintenance will consist of the following preventive and corrective
maintenance activities:

3.4.1. Security Control Devices

No waste is to remain exposed after closure. Locked gates and fencing will block the
entrances. The remaining property boundaries have wooded buffers or other natural
obstructions. Orange County will be able to closely monitor the closed landfill through
routine inspections by Orange County personnel. If security does become a problem,
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-17

additional fencing and/or other access preventing measures will be installed where
necessary.

3.4.2. Erosion Damage Control

The landfill will be inspected at least quarterly, and after every major storm event for
signs of erosion damage. Areas to be inspected will include the landfill slopes, diversion
ditches, sediment basins, access roads, and culverts. Erosion gullies will be filled,
compacted, and reseeded. Ditches and culverts filled with sediment will be cleaned as
needed. The sediment basin will be cleaned as required. Damage to berms, slope drains, or
access roads will be repaired promptly. Additional erosion control measures will be installed
if the proposed measures prove to be inadequate. Access roads/paths to monitoring locations
must be of all-weather construction and maintained in good condition.

3.4.3. Correction of Settlement, Subsidence and Displacement

The landfill cover will be inspected quarterly. It is not expected that major portions
of the landfill will be subject to excessive settlement. However, if areas appear to have settled
to create ponding of stormwater, the cap will be repaired. Small areas of ponding will be
filled with soil to promote positive drainage. The final surface will be seeded and mulched.
The side slopes of the closed landfill will generally not exceed 28.6 percent (3.5:1). On
the flatter top slopes, positive drainage will be maintained to reduce ponding of water on
the fill. Erosion control matting will be placed, as needed, along the slopes of the landfill
to reduce erosion after final grading. The minimum top slope is to be 5 percent after
construction. This minimum top slope will be maintained during the post-closure period.

3.4.4. Run-on and Runoff Control Structures

Erosion and sediment control devices will be inspected at least quarterly, as discussed
in 3.4.2. above.

3.4.5. Leachate Collection System

The landfill does not have a leachate collection system. However, every landfill
will experience leachate seeps at one time or another. During facility inspections, the
landfill operator should observe the side slopes and note any areas where there is dead
vegetation, excessively green vegetation, wet areas while the surrounding area is dry, the
presence of flies and other vectors, and areas where there is a leachate odor. The
occurrence of one or any number of these issues, to name the most common, are indicators
of a possible leachate seep. Seeps should be investigated and remediated appropriately.

Remediation may require the landfill operator to excavate the area of the seep to
determine why the leachate has migrated to the area of the seep. Addressing leachate seeps
is typically best addressed by the operator that has been working in the landfill. The operator
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-18

will have knowledge of how the cell was constructed and what confining layer or possible
highly porous layer may have been placed that could be contributing to the leachate seeping
in that area. Remedies may be as simple as adding additional soil to the outer slope to push
the leachate back into the waste, or more complex such as excavating out waste in the area
and penetrating through the layer contributing to the leachate moving horizontally. Poking
through that layer may facilitate the vertical movement of the leachate to the waste mass
below and may alleviate the side slope seeps.

The operator should also inspect the slope and top areas above the seep to check for
areas of settlement. Low areas that can trap runoff can contribute to the increase generation
of leachate, and removing such low spots may correct the problem, or prevent one from
happening in the future.

3.4.6. Landfill Gas Collection/Venting System

A landfill gas interception trench is located along the western perimeter of the waste
disposal area. Section 2.1.6 above describes the background on the interception trench. The
“Landfill Gas Remediation Plan” developed by Draper Aden Associates dated December
16, 2009 contains additional background information, plans and specifications for the
interception trench. Landfill gas vents will be installed within the waste mass at the time of
closure, and if monitoring results determine that additional passive venting of gas from the
waste is needed. Should the interception trench remain in use through the active life of the
facility, collection/venting components will be inspected quarterly.

3.4.7. Groundwater Monitoring Wells

Groundwater monitoring wells will be inspected quarterly. Signs of damage or
contamination will be recorded. Minor damages will be repaired promptly. If major damage
or contamination is suspected, a professional geologist will be retained to evaluate the
condition of the monitoring well. If the well must be replaced, the old well will be abandoned
in accordance with the specifications contained in the water quality monitoring plan. New
well construction will be in accordance with the detail and specifications contained in the
water quality monitoring plan.

3.5 LEACHATE MANAGEMENT SYSTEMS

This facility does not have a leachate collection system.

3.6 POST-CLOSURE CERTIFICATION

Following completion of the post-closure care period, the facility will notify the Solid Waste
Division of NCDEQ that a certification, signed by a registered professional engineer, verifying that
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-19

post-closure care has been completed in accordance with the post-closure plan, has been placed in
the operating record.

3.7 POST-CLOSURE USES

The site is planned for use as an open green space during and after the post-closure care
period. This site will not be open or accessible to the public.

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Page IV-20

4.0 CLOSURE AND POST-CLOSURE CARE COST ESTIMATES

4.1 CLOSURE COSTS

The closure cost estimate for the facility is included as Appendix VI of this Plan, Closure
and Post-Closure Cost Estimates. Closure costs were estimated for a third party to perform closure
of the C&D landfill. The estimates will be revised when Phases 4 and 5 are constructed.

4.2 POST-CLOSURE CARE COSTS

The estimated post-closure cost for the facility is included as Appendix VI of this Plan,
Closure and Post-Closure Cost Estimates. Post-closure costs were estimated for closure of the C&D
Landfill. Post closure care costs assume a 30-year post-closure care period.

4.3 FINANCIAL ASSURANCE

Orange County must provide financial assurance (FA) for the closure and post-closure care
at this facility. Per N.C.G.S. 130A-295.2(h1), the County shall provide FA of at least one million
dollars ($1,000,000) in costs for potential assessment and corrective action (PACA) at the facility.
The County updates the FA annually as required by the State. The updated FA shall take into account
the annual adjustment factor as determined by NCDEQ or shall be based upon an updated and
approved cost estimate.

Closure and Post-Closure Care Costs have been prepared for this facility and are included in
Appendix VI of this Plan, Closure and Post-Closure Cost Estimates. Orange County will provide
the mechanism for financial assurance separate from this document.

Orange County Eubanks Road C&D Landfill – Phase 2 & 3 Permit to Construct – Drawing Sheets, ESC Calculations August 21, 2020 Appendix I APPENDIX I
DRAWING SHEETS
EROSION AND SEDIMENT CONTROL CALCULATIONS
DRAPER ADEN ASSOCIATES REVIEW
SHEET TITLE SHEET No.
LANDFILL
C & D
ROAD
GENERAL NOTES EROSION CONTROL NOTES VICINITY MAP
DRAWING INDEX
EROSION CONTROL LEGEND
DUKE FOREST
DESIGNED BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NUMBER:
REVISIONS
P:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_COVER.DWG August 21, 2020 1:55:20 PMR00592-226N
8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILLORANGE COUNTY, NORTH CAROLINAPERMIT 68-04 PH2&3 PERMIT TO CONSTRUCTEngineering Surveying Environmental Services114 Edinburgh South Drive, Suite 200Cary, NC 27511919-873-1060 Fax: [phone]www.daa.comNC Firm License # F-1429Virginia Beach, VAHampton Roads, VAFayetteville, NCCharlottesville, VABlacksburg, VARichmond, VANorthern VirginiaFOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTIONNONE
APM
APM
CTC JR
CCOVER SHEETEUBANKS
480
LEGEND
ORANGE COUNTY EUBANKS ROAD
C & D LANDFILL
PERMIT 68-04 PHASE 2&3
PERMIT TO CONSTRUCT
ORANGE COUNTY, NORTH CAROLINA
X X X X
THESE PLANS HAVE BEEN SUBJECTED TO TECHNICAL AND QUALITY REVIEWS BY:
PROJECT DESIGNER
PROJECT MANAGER
QUALITY REVIEWER
XX
X
X
X X
X
X
X
X
X
X
X
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X X X X X X X XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX X
X
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X
X
X
200' BUFFER EASEMENT FROM
D
U
K
E

F
O
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E
S
T
200' BUFFER
CULVERT 220' BUFFER FROM PROPERTY LINE200' BUFFER
15" CORRUGATED
PLASTIC PIPE
INV = 525.61'
15" CORRUGATED
PLASTIC PIPE
INV = 525.80'
PHASE I ACTIVE
CLOSED ORANGE
COUNTY SOUTH MSW
LANDFILL (PERMIT
68-01)
EUBANKS
ROAD
C & D
LANDFILL
PHASE I ACTIVE
20
0
'
BUFFER

(DEQ
)
PHASE
1

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GRAPHIC SCALE
0100 100 200
100
50
CLOSED ORANGE COUNTY
LANDFILL UNIT
CLOSED ORANGE COUNTY
LANDFILL UNIT
CEMETARY
200.0'
DUKE
FOREST
EASEMENT
1 inch = ft.
( IN FEET )
0200 200 400
200
100
GRAPHIC SCALE NAD27DESIGNED BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NUMBER:
REVISIONS
P:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_EXISTING.dwg August 21, 2020 1:55:51 PMR00592-226N
8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILLORANGE COUNTY, NORTH CAROLINAPERMIT 68-04 PH2&3 PERMIT TO CONSTRUCTEngineering Surveying Environmental Services114 Edinburgh South Drive, Suite 200Cary, NC 27511919-873-1060 Fax: [phone]www.daa.comNC Firm License # F-1429Virginia Beach, VAHampton Roads, VAFayetteville, NCCharlottesville, VABlacksburg, VARichmond, VANorthern VirginiaFOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTION1" = 100'
CTC JR.
CTC JR.
CGD
1EXISTING CONDITIONS480
LEGEND
X
X
X
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200' BUFFER
EASEMENT FROM
DUKE FOREST
200' BUFFER
CULVERT 220' BUFFERFROMPROPERTY LINE100'PIEDMONTE.M.CEASEMENT(CENTEREDON POLES)68
'

D
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)
50' BUFFER200' BUFFER
15" CORRUGATEDPLASTIC PIPE
INV = 525.61'
15" CORRUGATEDPLASTIC PIPEINV = 525.80'
PHASE I ACTIVE
CLOSED ORANGE
COUNTY SOUTH MSW
LANDFILL (PERMIT
68-01)
EUBANKS
ROAD
C & D
LANDFILL
PHASE I ACTIVE
2
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'
BUFFER

(DEQ
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PHASE 1

C
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BORROW SOURCE AND
STOCKPILE AREA
CLOSED ORANGE COUNTY
LANDFILL UNIT
CLOSED ORANGE COUNTY
LANDFILL UNIT
1 inch = ft.
( IN FEET )
0200 200 400
200
100
GRAPHIC SCALE
OLD INACTIVE HHW BUILDING.
PAINT MIXING AND STORAGE
CEMETARY
MATCHLINE
200.0'
DUKE
FOREST
EASEMENT NAD27OCSW C&D SOIL
BORROW SOURCE AND
STOCKPILE AREA
MATCHLINE
DESIGNED BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NUMBER:
REVISIONS
P:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_EXISTING.dwg August 21, 2020 1:56:08 PMR00592-226N
8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILLORANGE COUNTY, NORTH CAROLINAPERMIT 68-04 PH2&3 PERMIT TO CONSTRUCTEngineering Surveying Environmental Services114 Edinburgh South Drive, Suite 200Cary, NC 27511919-873-1060 Fax: [phone]www.daa.comNC Firm License # F-1429Virginia Beach, VAHampton Roads, VAFayetteville, NCCharlottesville, VABlacksburg, VARichmond, VANorthern VirginiaFOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTION1" = 150'
CTC JR.
JAJ
CTC JR.
2OVERALL SITE PLAN480
LEGEND
515515505520519518517516516517518519520PROPERLY ABANDON EXISTINGPIZOMETERXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX200' BUFFER EASEMENT FROM DUKE FORESTCULVERT 220' BUFFER FROM PROPERTY LINE15" CORRUGATEDPLASTIC PIPEINV = 525.61'15" CORRUGATEDPLASTIC PIPEINV = 525.80'PHASE I ACTIVEEUBANKSROAD C & DLANDFILLPHASE I ACTIVE200' BUFFER (DEQ)PHASE 1
CELLACCESS ROADPROPOSEDLIMITS OFWASTE (TYP.)EXISTINGGRAVEL ROADPROPOSEDEDGE OFGRAVEL(TYPICAL)EXISTING LANDFILL GASINTERCEPTION TRENCH(APPROXIMATE LOCATION)EXISTING CULVERT 172 L.F. 30" RCP @ 0.57%INV.IN= 528.10INV.OUT= 527.69INITIAL PHASE 2SITE ACCESS90LF 15" RCP @ 1.1% (TEMP)INV IN:529.0INV.OUT:528.0TO BE INSTALLED WHEN PHASE2 BEGINS ACCEPTING WASTEQ25=4.4 CFSQCAP=6.8 CFSAABBNOTES:1.PHASE 2 AND PART OF PHASE 3 BASE GRADESTO BE ESTABLISHED DURING INITIAL PHASE OFCELL BASE GRADING AS SHOWN.2.EXPORT SOILS FROM CELL CONSTRUCTION TOBE STOCKPILED WITHIN THE EXISTING ORANGECOUNTY SOLID WASTE BORROW SITE ON THESOUTH SIDE OF EUBANKS ROAD. (SEE SHEET 2FOR LOCATION)3.STOCKPILED SOILS MAY BE USED FOR WEEKLYCOVER.4.DRAINAGE SWALES TO BE SEEDED ANDSTABILIZED IMMEDIATELY UPON COMPLETION.5.PHASE 1 TO RECEIVE TEMPORARYINTERMEDIATE COVER FINAL CLOSURE TOOCCUR AT A LATER DATE. (SEE DETAILS FORCAP SYSTEM)PHASE 1/PHASE 2BOUNDARYPHASE 2/PHASE 3BOUNDARYTEMP CULVERTDA=1.55 ACi=8.05Q25=4.5CFSCULVERT 1 OSUPPER WIDTH = 7.5'LOWER WIDTH = 18.5'LENGTH = 16'd50=0.5'IPTSPSTSPSTSPSIPCDCDCDDESIGNED BY:DRAWN BY:CHECKED BY:SCALE:DATE:PROJECT NUMBER:REVISIONSP:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_PHASE 2-3 BASE GRADE.DWG August 21, 2020 2:02:11 PM
R00592-226N8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILL
ORANGE COUNTY, NORTH CAROLINA
PERMIT 68-04 PH2&3 PERMIT TO CONSTRUCT
Engineering Surveying Environmental Services
114 Edinburgh South Drive, Suite 200
Cary, NC 27511
919-873-1060 Fax: [phone]
www.daa.com
NC Firm License # F-1429 Virginia Beach, VA
Hampton Roads, VA
Fayetteville, NC
Charlottesville, VA
Blacksburg, VA
Richmond, VA
Northern Virginia
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1 inch = ft.
( IN FEET )
GRAPHIC SCALE
060 60 120
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30 XXX
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CULVERT 220' BUFFER FROM PROPERTY LINE15" CORRUGATED
PLASTIC PIPE
INV = 525.61'
15" CORRUGATED
PLASTIC PIPE
INV = 525.80'
PHASE I ACTIVE
EUBANKS
ROAD
C & D
LANDFILL
PHASE I ACTIVE
2
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(DEQ
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CULVERT
PROPERLY
ABANDON
PIEZOMETER
NEW GRAVEL ROAD
NEW TREELINE
NEW GRAVEL ROAD
PROPOSED EDGE OF
GRAVEL (TYPICAL)
TIE NEW GRAVEL ROAD INTO
EXISTING GRAVEL ROAD
EXISTING
GRAVEL ROAD
PROPOSED
EDGE OF
GRAVEL
(TYPICAL)
EXISTING LANDFILL GAS
INTERCEPTION TRENCH
(APPROXIMATE LOCATION)
TIE NEW GRAVEL ROAD INTO
EXISTING GRAVEL ROAD
PROPOSED CULVERT 1
100 L.F. 30" RCP @ 0.50%
INV.IN= 529.5
INV.OUT= 529.0
Q25=16.6CFS
QCAP=29.1 CFS
EXISTING
STRUCTURES TO BE
REMOVED DURING
PHASE 3
EXISTING CONCRETE PAD
ON GRADE TO BE REMOVED
BY OTHERS
A A
PROPOSED CULVERT 2
80 L.F. 30" RCP @ 4.4%
INV.IN= 521.0
INV.OUT= 517.5
Q25=47.4 CFS
QCAP=86.3CFS
B
B
PHASE 1/
PHASE 2
BOUNDARY
PHASE 2/
PHASE 3
BOUNDARY
515515
505
520
519
518
517
516
516517
5
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CULVERT 1
DA=5.16 ACRES
i=8.05
C=0.4
Q25=16.6CFS
PH2 INT. SOUTH DITCH
DA=3.06AC
i=8.05
C=0.35
Q25=8.6CFS
CULVERT 2 OS
UPPER WIDTH = 7.5'
LOWER WIDTH = 24.5'
LENGTH = 22'
d50=0.75'
CULVERT 1 OS
UPPER WIDTH = 7.5'
LOWER WIDTH = 18.5'
LENGTH = 16'
d50=0.5'
REMOVE EXISTING
CULVERT
CD
TYP.
CD
TYP.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NUMBER:
REVISIONS
P:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_PH2 INT PH3 BASE.dwg August 21, 2020 1:56:51 PMR00592-226N
8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILLORANGE COUNTY, NORTH CAROLINAPERMIT 68-04 PH2&3 PERMIT TO CONSTRUCTEngineering Surveying Environmental Services114 Edinburgh South Drive, Suite 200Cary, NC 27511919-873-1060 Fax: [phone]www.daa.comNC Firm License # F-1429Virginia Beach, VAHampton Roads, VAFayetteville, NCCharlottesville, VABlacksburg, VARichmond, VANorthern VirginiaFOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTION480
LEGEND
PH 2 INTERMEDIATE, PH 3 BASE GRADES1" = 60'
CGD
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CTC JR.
4
CD
1 inch = ft.
( IN FEET )
GRAPHIC SCALE
060 60 120
60
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A A
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PHASE 2 & 3
INTERMEDIATE
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200' BUFFER EASEMENT FROM DU
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CULVERT 220' BUFFER FROM PROPERTY LINE15" CORRUGATED
PLASTIC PIPE
INV = 525.61'
15" CORRUGATED
PLASTIC PIPE
INV = 525.80'
PHASE I ACTIVE
EUBANKS
ROAD
C & D
LANDFILL
PHASE I ACTIVE
2
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5165175
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PROPOSED CULVERT 1
100 L.F. 30" RCP @ 0.50%
INV.IN= 529.5
INV.OUT= 529.0
Q25=16.6CFS
QCAP=29.1 CFS
PROPOSED CULVERT 2
80 L.F. 30" RCP @ 4.4%
INV.IN= 521.0
INV.OUT= 517.5
Q25=47.4 CFS
QCAP=86.3CFS
PROPERLY
ABANDON
PIEZOMETER
PHASE 1/
PHASE 2
BOUNDARY
PHASE 2/
PHASE 3
BOUNDARY
NORTH DITCH
DA=7.64 AC
i=8.05
C=0.35
Q25=21.5CFS
SOUTH DITCH
DA=8.03AC
i=8.05
C=.04
Q25=25.9CFS
CULVERT 2 OS
UPPER WIDTH = 7.5'
LOWER WIDTH = 24.5'
LENGTH = 22'
d50=0.75'
CULVERT 1 OS
UPPER WIDTH = 7.5'
LOWER WIDTH = 18.5'
LENGTH = 16'
d50=0.5'
CD
TYP.
CD
TYP.
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TYP.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NUMBER:
REVISIONS
P:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_PHASE 2-3 INT GRADE.DWG August 21, 2020 1:57:12 PMR00592-226N
8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILLORANGE COUNTY, NORTH CAROLINAPERMIT 68-04 PH2&3 PERMIT TO CONSTRUCTEngineering Surveying Environmental Services114 Edinburgh South Drive, Suite 200Cary, NC 27511919-873-1060 Fax: [phone]www.daa.comNC Firm License # F-1429Virginia Beach, VAHampton Roads, VAFayetteville, NCCharlottesville, VABlacksburg, VARichmond, VANorthern VirginiaFOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTION480
LEGEND
PHASES 2&3 INTERMEDIATE GRADES1" = 60'
CGD
CTC JR.
CTC JR.
5
GV-CD61 inch = ft.( IN FEET )GRAPHIC SCALE060601206030ßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßßß ß ß ß ß
ß ß ß ß ß ß ß ßßßßßßß ßßßßßßßßßßßßßßßßßßßßßßßßßßßß ß ß ß ß ß ßßßßßßßß ß ß ß
ßßßßßß ß ß ß ß ß ß ß ß ß ßB BGV-CD2GV-CD5GV-CD11GV-CD10GV-CD9GV-CD3GV-CD1GV-CD4GV-CD7GV-CD8AAXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX
XXXXXXXXXX
XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXX200' BUFFER EASEMENT FROM DUKE FORESTCULVERT 220' BUFFER FROM PROPERTY LINE15" CORRUGATEDPLASTIC PIPEINV = 525.61'15" CORRUGATEDPLASTIC PIPEINV = 525.80'PHASE I ACTIVEEUBANKSROAD C & DLANDFILLPHASE I ACTIVE200' BUFFER (DEQ)PHASE 1
CELLACCESS ROADDDDDDDDDDDDDDDDDDDPSMUPSMUPSMUIPIPOSOSCULVERT 1 OSUPPER WIDTH = 7.5'LOWER WIDTH = 18.5'LENGTH = 16'd50=0.5'PROPOSED CULVERT 1100 L.F. 30" RCP @ 0.50%INV.IN= 529.5INV.OUT= 529.0Q25=16.6CFSQCAP=29.1 CFSPROPOSED CULVERT 280 L.F. 30" RCP @ 4.4%INV.IN= 521.0INV.OUT= 517.5Q25=47.4 CFSQCAP=86.3CFSCULVERT 2 OSUPPER WIDTH = 7.5'LOWER WIDTH = 24.5'LENGTH = 22'd50=0.75'CDTYP.CDTYP.CDTYP.ELEV:606DA:0.53ACDA:0.64ACDA:0.53ACDA:0.54ACDA:0.52ACDA:0.40ACDA:0.13ACDA:0.65ACDA:0.34ACDA:0.16ACDA:0.21ACDA:0.48ACDA:0.39ACDA:0.50ACDA:0.39ACDA:0.50ACDA:0.50ACDA:0.43ACDOWNCHUTE #1DA = 2.07ACC = 0.30i = 8.05Q25 = 5.0 CFSDOWNCHUTE #2DA = 2.1ACC = 0.30i = 8.05Q25 = 5.1 CFSDOWNCHUTE #3DA =1.95ACC = 0.30i = 8.05Q25 = 4.7 CFSDOWNCHUTE #4DA =1.72ACC = 0.30i = 8.05Q25 = 4.2 CFSDRAINAGE CALCULATIONSWORST CASE SLOPE DIVERSIONDA = 0.65ACi = 8.05C = 0.3Q25 = 1.6 CFSWORST CASE DOWNCHUTEDA = 2.07 ACi = 8.05C = 0.3Q25 = 5.0 CFSDESIGNED BY:DRAWN BY:CHECKED BY:SCALE:DATE:PROJECT NUMBER:REVISIONSP:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_FINAL GRADES.DWG August 21, 2020 1:57:30 PM
R00592-226N8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILL
ORANGE COUNTY, NORTH CAROLINA
PERMIT 68-04 PH2&3 PERMIT TO CONSTRUCT
Engineering Surveying Environmental Services
114 Edinburgh South Drive, Suite 200
Cary, NC 27511
919-873-1060 Fax: [phone]
www.daa.com
NC Firm License # F-1429 Virginia Beach, VA
Hampton Roads, VA
Fayetteville, NC
Charlottesville, VA
Blacksburg, VA
Richmond, VA
Northern Virginia
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N 480LEGENDPROPOSED FINAL GRADES - FUTURE CONDITION
1" = 60'CGDCTC JR.CTC JR.6…
CROSS SECTION A-1 (1) - Scale: H: 1"=30', V: 5.00:149550050551051552052553053554054555055556056557057558058559059560060561049550050551051552052553053554054555055556056557057558058559059560060561010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5019+75CROSS SECTION B-2 (1) - Scale: H: 1"=30', V: 5.00:149550050551051552052553053554054555055556056557057558058559059560060561049550050551051552052553053554054555055556056557057558058559059560060561010+0010+5011+0011+5012+0012+5013+0013+5014+0014+5015+0015+5016+0016+5017+0017+5018+0018+5019+0019+5019+75PHASE 23.5 HORIZ. 1 VERT. MAX5% GRADE5% GRADE5% GRADE5% GRADE3.5

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DIVERSION BERM(TYP.)DIVERSION BERM(TYP.)PHASE 2 & 3EXISTING CONDITIONS (2020)FINAL GRADEPHASE 3PHASE 1FINAL GRADE3.5 HORIZ. 1 VERT. MAX3.
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3.5 HORIZ. 1 VERT. MAX3.5 HORIZ. 1 VERT. MAX5% GRADEPHASE 2 & 3PHASE 4 & 5(FUTURE)PHASE 4 & 5SEASONAL HIGH GROUND WATER BASEDON HISTORICAL DATA AND RECENTWELL/PIEZOMETER READINGS BYDRAPER ADEN ASSOCIATESLOCATION OF BEDROCK BASED ONHISTORICAL BORING DATAPHASE 3PHASE 2LOCATION OF BEDROCK BASED ONHISTORICAL BORING DATASEASONAL HIGH GROUND WATER BASEDON HISTORICAL DATA AND RECENTWELL/PIEZOMETER READINGS BYDRAPER ADEN ASSOCIATESEXISTING CONDITIONS (2020)DESIGNED BY:DRAWN BY:CHECKED BY:SCALE:DATE:PROJECT NUMBER:REVISIONSP:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_SECTIONS.dwg August 21, 2020 1:57:50 PM
R00592-226N8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILL
ORANGE COUNTY, NORTH CAROLINA
PERMIT 68-04 PH2&3 PERMIT TO CONSTRUCT
Engineering Surveying Environmental Services
114 Edinburgh South Drive, Suite 200
Cary, NC 27511
919-873-1060 Fax: [phone]
www.daa.com
NC Firm License # F-1429 Virginia Beach, VA
Hampton Roads, VA
Fayetteville, NC
Charlottesville, VA
Blacksburg, VA
Richmond, VA
Northern Virginia
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CROSS SECTIONSH: 1" = 60' V: 5:1CGDCTC JR.CTC JR.7
DESIGNED BY:DRAWN BY:CHECKED BY:SCALE:DATE:PROJECT NUMBER:REVISIONSP:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_DETAILS.DWG August 21, 2020 1:58:03 PM
R00592-226N8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILL
ORANGE COUNTY, NORTH CAROLINA
PERMIT 68-04 PH2&3 PERMIT TO CONSTRUCT
Engineering Surveying Environmental Services
114 Edinburgh South Drive, Suite 200
Cary, NC 27511
919-873-1060 Fax: [phone]
www.daa.com
NC Firm License # F-1429 Virginia Beach, VA
Hampton Roads, VA
Fayetteville, NC
Charlottesville, VA
Blacksburg, VA
Richmond, VA
Northern Virginia
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N TYPICAL SECTIONCAP DETAILOUTLET STABILIZATIONLANDFILL GAS PROBELANDFILL GAS VENTPLAN VIEWDETAILS
NONECGDCTC JR.CTC JR.8C & DWASTE®STORMWATER CHANNEL SCHEDULECULVERT SCHEDULEPERIMETER ROAD DETAIL
DESIGNED BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
PROJECT NUMBER:
REVISIONS
P:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_DETAILS.DWG August 21, 2020 1:58:05 PMR00592-226N
8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILLORANGE COUNTY, NORTH CAROLINAPERMIT 68-04 PH2&3 PERMIT TO CONSTRUCTEngineering Surveying Environmental Services114 Edinburgh South Drive, Suite 200Cary, NC 27511919-873-1060 Fax: [phone]www.daa.comNC Firm License # F-1429Virginia Beach, VAHampton Roads, VAFayetteville, NCCharlottesville, VABlacksburg, VARichmond, VANorthern VirginiaFOR REVIEW PURPOSES ONLY - NOT RELEASED FOR CONSTRUCTIONESC DETAILSNONE
CGD
CTC JR.
CTC JR.
9
MATERIALS
1.USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS OR
POLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER AS
CONFORMING TO THE REQUIREMENTS IN ASTM D 6461, WHICH IS SHOWN IN PART IN
TABLE 6.62B. SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAY
INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED
USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0 TO 120º F.
2.ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT STEEL WITH A
MINIMUM LENGTH OF 5 FEET. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TO
FACILITATE FASTENING THE FABRIC.
3.FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCE
WITH A MINIMUM 14 GAUGE AND A MAXIMUM MESH SPACING OF 6 INCHES.
CONSTRUCTION
1.CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRA
STRENGTH SYNTHETIC FILTER FABRICS.
2.ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHES
ABOVE THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OF
WATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)
3.CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OF
THE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTEN
THE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TO
THE NEXT POST.
4.SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENED
SECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORT
TO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRIC
ON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULD
HAVE MINIMUM 50 POUND TENSILE STRENGTH.
5.WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEET
APART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND A
MINIMUM OF 24 INCHES.
6.EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIRE
WIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TO
POSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILE
STRENGTH.
7.EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONG
THE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER (FIGURE 6.62A).
8.PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.
9.BACKFILL THE TRENCH WITH COMPACTED SOIL PLACED OVER THE FILTER FABRIC.
THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCE
PERFORMANCE.
10.DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.
SEDIMENT FENCE INSTALLATION USING THE SLICING METHOD
INSTEAD OF EXCAVATING A TRENCH, PLACING FABRIC AND THEN BACKFILLING TRENCH,
SEDIMENT FENCE MAY BE INSTALLED USING SPECIALLY DESIGNED EQUIPMENT THAT
INSERTS THE FABRIC INTO A CUT SLICED IN THE GROUND WITH A DISC.
INSTALLATION SPECIFICATIONS
1.THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THE
MIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY.
2.INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARD
APPLICATIONS.
3.INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, AND
AS CLOSE AS POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE FABRIC
FROM UPSTREAM WATER PRESSURE.
4.INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.
5.ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP
8 INCHES OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THE
FABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY APART. ALSO, EACH TIE
SHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENT
SAGGING.
6.WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECURE
WITH 3 TIES.
7.NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.
8.THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONS
BEFORE COMPACTION.
9.COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOIL
IMMEDIATELY NEXT TO THE SILT FENCE FABRIC WITH THE FRONT WHEEL OF THE
TRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQUARE
INCH. COMPACT THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR A
TOTAL OF 4 TRIPS.
MAINTENANCE
1.INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.
MAKE ANY REQUIRED REPAIRS IMMEDIATELY.
2.SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE OR
BECOME INEFFECTIVE, REPLACE IT PROMPTLY.
3.REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGE
VOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARE
TO AVOID UNDERMINING THE FENCE DURING CLEANOUT.
4.REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRING
THE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREA
HAS BEEN PROPERLY STABILIZED.
SEDIMENT FENCE DETAIL
NOT TO SCALE
PERSPECTIVE VIEW
SECTION THRU BASIN, FILTER AND CULVERT PIPE
ROCK PIPE INLET PROTECTION MAINTENANCE:
ROCK PIPE INLET PROTECTION USE:
ROCK PIPE INLET PROTECTION (TEMPORARY)
TEMPORARY RECP LINERS
DESIGNED BY:DRAWN BY:CHECKED BY:SCALE:DATE:PROJECT NUMBER:REVISIONSP:\R00\500\R00592\R00592-226N\CAD\R00592-226N\R00592-226N_DETAILS.DWG August 21, 2020 1:58:10 PM
R00592-226N8.21.20ORANGE COUNTY EUBANKS ROAD C&D LANDFILL
ORANGE COUNTY, NORTH CAROLINA
PERMIT 68-04 PH2&3 PERMIT TO CONSTRUCT
Engineering Surveying Environmental Services
114 Edinburgh South Drive, Suite 200
Cary, NC 27511
919-873-1060 Fax: [phone]
www.daa.com
NC Firm License # F-1429 Virginia Beach, VA
Hampton Roads, VA
Fayetteville, NC
Charlottesville, VA
Blacksburg, VA
Richmond, VA
Northern Virginia
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ESC DETAILS
NONECGDCTC JR.CTC JR.10TEMPORARY SEEDING SCHEDULESHOULDERS, SIDE DITCHES, SLOPESDATE:TYPE:PLANTING RATES:Aug 15 - May 1Rye (grain)200 lbs./acreMay 1 - Aug 15German Millet40 lbs./acreConsult the Conservation Engineer or the Soil Conservation Service for additional informationconcerning other alternative for vegetation of denuded areas.Ground cover must be installed on exposed slopes within 7 days following completion of any phaseof grading.* Omit annual lespedeza when duration of temporary cover is not to extend beyond June.**Temporary - Reseed according to optimum season for desired permanent vegetation, Do not allowtemporary cover to grow over 12" in height before mowing, otherwise fescue may be shaded out.SEEDBED PREPARATION1.Chisel compacted areas and spread topsoil 3" deep over adverse soil conditions, ifavailable.2.Rip the entire area to 6" depth.3.Remove all loose rock, roots, and other obstructions leaving surface reasonably smoothand uniform.4.Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with soil (seebelow*).5.Continue tillage unit a well-pulverized, firm, reasonably uniform seedbed is prepared4" to 6" deep.6.Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment orcultipack after seeding.7.Mulch immediately after seeding and anchor mulch.8.Inspect all seeded areas and make necessary repairs or reseeding within the plantingseason, if possible. If stand should be over 60% damaged reestablish followingoriginal lime, fertilizer and seeding rates.9.Consult the Conservation Inspector on maintenance treatment and fertilization afterpermanent cover is established.*Apply: Agricultural Limestone - 2 tons/acre or 3 tons/acre in clay soils.Fertilizer - 750 lbs/acre (10-20-10)Mulch - 2 tons/acre (small grain straw)Anchor - asphalt emulsion at 450 gal./acre is straw is not crimped inplace.PERMANENT SEEDING SCHEDULEALL AREAS UP TO SLOPES OF 3:1DATE:TYPE:PLANTING RATES:Aug 15 - Nov 1Tall Fescue300 lbs./acreNov 1 - Mar 1Tall Fescue and300 lbs./acreAbruzzi Rye25 lbs./acreMar 1 - Apr 15Tall Fescue300 lbs./acreApr 15 - Aug 15Hulled Common Bermudagrass25 lbs./acreand Tall Fescue200 lbs./acreSlopes (3:1 to 2:1)Mar 1 - Oct 1Centipede SodFull Coverage-Staked -OR-(Mar 1 - Oct 1)Tall Fescue200 lbs./acre -OR-(Mar 1 - Oct 1)Hulled Common Bermudagrass 75 lbs./acreConsult the Conservation Engineer or the Soil Conservation Service for additional informationconcerning other alternative for vegetation of denuded areas.Permanent ground cover must be installed on all disturbed areas within 15 working days or 90calendar days (whichever is shorter) following completion of construction or development.**Temporary - Reseed according to optimum season for desired permanent vegetation, Do notallow temporary cover to grow over 12" in height before mowing, otherwise fescue may be shadedout.SEEDBED PREPARATION1.Chisel compacted areas and SPREAD TOPSOIL OR AMENDED SOIL 6" DEEP.2.Rip the entire area to 6" depth.3.Remove all loose rock, roots, and other obstructions leaving surface reasonablysmooth and uniform.4.Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with soil(see below*).5.Continue tillage unit a well-pulverized, firm, reasonably uniform seedbed is prepared4" to 6" deep.6.Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment orcultipack after seeding.7.Mulch immediately after seeding and anchor mulch.8.Inspect all seeded areas and make necessary repairs or reseeding within the plantingseason, if possible. If stand should be over 60% damaged reestablish followingoriginal lime, fertilizer and seeding rates.9.Consult the Conservation Inspector on maintenance treatment and fertilization afterpermanent cover is established.*Apply: Agricultural Limestone - 2 tons/acre or 3 tons/acre in clay soils.Fertilizer - 1000 lbs/acreSuperphosphate - 500 lbs/acre (20%)Mulch - 2 tons/acre (small grain straw)Anchor - asphalt emulsion at 450 gal./acreROADSIDE CHANNEL DETAIL FLEXAMAT ®DOWNCHUTE CHANNEL DETAIL (FLEXAMAT®)SLOPE DIVERSION DITCH DETAILNOT TO SCALESPECIFICATIONS1.PLACE STRUCTURAL STONE (CLASS A) TO THE LINES ANDDIMENSIONS SHOWN ON THE PLAN ON A FILTER FABRICFOUNDATION. THE CREST WIDTH OF THE DAM SHOULD BEA MINIMUM OF 1.5 FEET.2.KEEP THE CENTER STONE SECTION AT LEAST 6 INCHESBELOW THE END WHERE THE DAM ABUTS THE CHANNELBANKS.3.PLACE SEDIMENT CONTROL STONE (#57) ON THEUPSTREAM SIDE OF THE DAM THAT IS A MINIMUM OF 1FOOT THICK.4.EXCAVATE SEDIMENT STORAGE AREA TO THEDIMENSIONS SHOWN ON THE PLAN.MAINTENANCEINSPECT CHECK DAMS AND CHANNELS AT LEAST WEEKLYAND AFTER EACH SIGNIFICANT (1/2 INCH OR GREATER)RAINFALL EVENT AND REPAIR IMMEDIATELY. CLEAN OUTSEDIMENT, STRAW, LIMBS, OR OTHER DEBRIS THAT COULDCLOG THE CHANNEL WHEN NEEDED.ANTICIPATE SUBMERGENCE AND DEPOSITION ABOVE THECHECK DAM AND EROSION FROM HIGH FLOWS AROUNDTHE EDGES OF THE DAM. CORRECT ALL DAMAGEIMMEDIATELY.REMOVE SEDIMENT ACCUMULATED BEHIND THE DAMS ASNEEDED TO PREVENT DAMAGE TO CHANNEL VEGETATION,ALLOW THE CHANNEL TO DRAIN THROUGH THE STONECHECK DAM, AND TO PREVENT LARGE FLOWS FROMCARRYING SEDIMENT OVER THE DAM. ADD STONES TODAMS AS NEEDED TO MAINTAIN DESIGN HEIGHT ANDCROSS SECTION.NOTES:1) STONE SHOULD BE PLACED OVER THE CHANNEL BANKS TOKEEP WATER FROM CUTTING AROUND THE DAM.2) STONE CHECK DAMS SHOULD BE SPACED IN A CHANNEL SOTHAT THE CREST OF THE DOWNSTREAM DAM IS AT THE SAMEELEVATION OF THE TOE OF UPSTREAM DAM.AACLASS 'A' STONEMIN. 12" #5 WASHED STONEUPSTREAM SIDEFILTER FABRICFILTER FABRICCHECK DAM DETAILNOT TO SCALE
Culvert 1 and Temporary Culvert
Outlet Protection Sizing
Upper Width = 7.5'
Lower Widtch = 18.5
Length = 16'
d50 = 6"
Culvert 2 Outlet Protection Sizing
Upper Width = 7.5'
Lower Width = 24.5'
Length = 22'
d50 = .75'
8/17/2020 ECMDS 7.0
https://ecmds.com/project/145151/channel-analysis/187934/show 1/1
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Northern ditch worst case
Name Northern ditch worst case
Discharge 21.5
Channel Slope 0.0175
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam (CL)
SC150
Phase Reach Discharge Velocity
Normal
Depth Mannings N Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor Remarks Staple
Pattern
SC150
Unvegetated
Straight 21.5 cfs 3.71 ft/s 0.98 ft 0.039 2 lbs/ft2 1.07 lbs/ft2 1.88 STABLE D
Underlying
Substrate
Straight 21.5 cfs 3.71 ft/s 0.98 ft 0.039 2.18 lbs/ft2 0.69 lbs/ft2 3.17 STABLE D
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal
Depth Mannings N Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 21.5 cfs 3.01 ft/s 1.12 ft 0.052 4 lbs/ft2 1.23 lbs/ft2 3.26 STABLE --
Underlying
Substrate
Straight 21.5 cfs 3.01 ft/s 1.12 ft 0.052 2.53 lbs/ft2 0.77 lbs/ft2 3.27 STABLE --
Northern Ditch Capacity and
Stabilization Calculations
8/17/2020 ECMDS 7.0
https://ecmds.com/project/145151/channel-analysis/187935/show 1/1
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Southern ditch Final
Name Southern ditch Final
Discharge 25.9
Channel Slope 0.01
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam (CL)
SC150
Phase Reach Discharge Velocity
Normal
Depth Mannings N Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor Remarks Staple
Pattern
SC150
Unvegetated
Straight 25.9 cfs 2.96 ft/s 1.28 ft 0.043 2 lbs/ft2 0.8 lbs/ft2 2.51 STABLE D
Underlying
Substrate
Straight 25.9 cfs 2.96 ft/s 1.28 ft 0.043 2.18 lbs/ft2 0.49 lbs/ft2 4.43 STABLE D
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal
Depth Mannings N Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 25.9 cfs 2.33 ft/s 1.49 ft 0.059 4 lbs/ft2 0.93 lbs/ft2 4.31 STABLE --
Underlying
Substrate
Straight 25.9 cfs 2.33 ft/s 1.49 ft 0.059 3.28 lbs/ft2 0.56 lbs/ft2 5.88 STABLE --
Final Southern Ditch Capacity
and Stabilization Claculations
8/17/2020 ECMDS 7.0
https://ecmds.com/project/145151/channel-analysis/187936/show 1/1
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Southern Ph2 Intermediate
Name Southern Ph2 Intermediate
Discharge 8.6
Channel Slope 0.03
Channel Bottom Width 3
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam (CL)
SC150
Phase Reach Discharge Velocity
Normal
Depth Mannings N Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor Remarks Staple
Pattern
SC150
Unvegetated
Straight 8.6 cfs 3.53 ft/s 0.53 ft 0.038 2 lbs/ft2 0.99 lbs/ft2 2.02 STABLE D
Underlying
Substrate
Straight 8.6 cfs 3.53 ft/s 0.53 ft 0.038 2.18 lbs/ft2 0.72 lbs/ft2 3.04 STABLE D
Unreinforced Vegetation
Phase Reach Discharge Velocity
Normal
Depth Mannings N Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor Remarks Staple
Pattern
Unreinforced
Vegetation
Straight 8.6 cfs 2.89 ft/s 0.61 ft 0.051 4 lbs/ft2 1.15 lbs/ft2 3.48 STABLE --
Underlying
Substrate
Straight 8.6 cfs 2.89 ft/s 0.61 ft 0.051 2.44 lbs/ft2 0.81 lbs/ft2 3.01 STABLE --
Phase 2 Intermediate Southern Ditch
Capacity and Stabilization
Calculations
8/17/2020 ECMDS 7.0
https://ecmds.com/project/145151/channel-analysis/187995/show 1/1
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Worst Case Slope Diversion
Name Worst Case Slope Diversion
Discharge 1.6
Channel Slope 0.08
Channel Bottom Width 2
Left Side Slope 2
Right Side Slope 3.5
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Mix (Sod and Bunch)
Vegetation Density Good 65-79%
Soil Type Clay Loam (CL)
SC250
Phase Reach Discharge Velocity
Normal
Depth Mannings N Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor Remarks Staple
Pattern
SC250
Unvegetated
Straight 1.6 cfs 3.36 ft/s 0.19 ft 0.036 3 lbs/ft2 0.94 lbs/ft2 3.18 STABLE E
Underlying
Substrate
Straight 1.6 cfs 3.36 ft/s 0.19 ft 0.036 3.27 lbs/ft2 0.76 lbs/ft2 4.28 STABLE E
SC250
Reinforced
Vegetation
Straight 1.6 cfs 2.7 ft/s 0.23 ft 0.049 10 lbs/ft2 1.13 lbs/ft2 8.88 STABLE E
Underlying
Substrate
Straight 1.6 cfs 2.7 ft/s 0.23 ft 0.049 6.34 lbs/ft2 0.89 lbs/ft2 7.15 STABLE E
Slope Diversion Worst Case Capacity
and Diversion Calculations
8/17/2020 ECMDS 7.0
https://ecmds.com/project/145151/channel-analysis/187996/show#1/1
North American Green
5401 St. Wendel-Cynthiana Rd.
Poseyville, Indiana 47633
Tel. [phone]
>Fax [phone]
www.nagreen.com
ECMDS v7.0
CHANNEL ANALYSIS
> > > Downchutes
Name Downchutes
Discharge 5
Channel Slope 0.286
Channel Bottom Width 2
Left Side Slope 3
Right Side Slope 3
Low Flow Liner
Retardence Class C 6-12 in
Vegetation Type Bunch Type
Vegetation Density Good 65-79%
Soil Type Clay Loam (CL)
Shoremax
Phase Reach Discharge Velocity
Normal
Depth Mannings N Permissible
Shear Stress
Calculated
Shear Stress
Safety
Factor Remarks Staple
Pattern
Shoremax w/
P300
Unvegetated
Straight 5 cfs 5.11 ft/s 0.33 ft 0.06 8.5 lbs/ft2 5.84 lbs/ft2 1.46 STABLE F
Underlying
Substrate
Straight 5 cfs 5.11 ft/s 0.33 ft 0.06 6.54 lbs/ft2 4.28 lbs/ft2 1.53 STABLE F
Shoremax w/
P300 Reinforced
Vegetation
Straight 5 cfs 5.11 ft/s 0.33 ft 0.06 14 lbs/ft2 5.84 lbs/ft2 2.4 STABLE F
Underlying
Substrate
Straight 5 cfs 5.11 ft/s 0.33 ft 0.06 10.13 lbs/ft2 4.28 lbs/ft2 2.37 STABLE F
Worst Case Downchute Capacity
and Stability Calculation
Project
DAA #
Date:
25 YEAR STORM SEWER COMPUTATIONS NUMBER:21585
CA INVERT ELEV.TO POINTDRAINAGE AREA (acres)RUNOFF COEFF. CINCRACCUMINLET TIME (min.)RAINFALL INTENSITY (in/hr)RUNOFF Q (cfs)UPPER ENDLOWER ENDLENGTH (ft)SLOPE (ft/ft)DIA. (in)CAPACITY (cfs)FLOW VELOCITY (fps)FLOW TIME (min)REMARKSCulvert 1 5.16 0.4 2.06 2.06 5.00 8.05 16.6 529.5 529.00 100 0.0050 30 29.1 6.1 0.27 RCP
Culvert 2 15.67 0.38 5.89 5.89 5.00 8.05 47.4 521 517.50 80 0.0438 30 86.0 18.0 0.07 RCP
5.16
C:\Users\americle\OneDrive - Draper Aden Associates\Documents\Excel Files\[Proposed Storm Sewer Calcs..xlsx]STORM
Orange County C&D Landfill
R00592-226N
8.17.20
PROPOSED CONDITIONS
Orange County Eubanks Road C&D Landfill – Phase 2 & 3 Permit to Construct – Airspace Analysis August 21, 2020 Appendix II

APPENDIX II
DESIGN GEOLOGIC AND HYDROGEOLGIC REPORT
ORANGE COUNTY SOLID WASTE
EUBANKS ROAD C&D LANDFILL
PERMIT NO 68-04

Geologic and Hydrogeologic Report – Phase 2 and 3
1514 Eubanks Road, Orange County, NC

DAA Project Number: R00592-226N

PREPARED FOR:
Orange County Solid Waste Management Department
Robert Williams, Director
1207 Eubanks Road
Chapel Hill NC 27516

Date July 28, 2020

7/28/2020

7/28/2020

3RD PARTY REVIEW

This Report has been subjected to technical and quality reviews by:

Luke Baker, GIT 7/28/2020 Name: Printed Signature Date Staff Technician C. Tyrus Clayton, Jr., PE 7/28/2020 Name: Printed Signature Date Principal Matthew C. Burnette, PG, CFM 7/28/2020 Name: Printed Signature Date Quality Reviewer
i
TABLE OF CONTENTS

GENERAL ....................................................................................................... 1
1.1 Site Description ................................................................................................................................ 1
1.2 Historic Hydrogeologic and Geologic Studies ...................................................................... 1
REGIONAL CONDITIONS ............................................................................. 2
2.1 Regional and Local Geology ........................................................................................................ 2
2.2 Hydrogeologic Conditions ........................................................................................................... 2
FIELD OBSERVATIONS ................................................................................. 3
3.1 Subsurface Investigations and Testing .................................................................................... 3
3.2 Aquifer Investigations .................................................................................................................... 4
3.3 Bedrock Investigations ................................................................................................................... 4
CONCLUSIONS ............................................................................................. 5
4.1 Upper Soil Surface ........................................................................................................................... 5
4.2 Identification of Other Geologic and Hydrogeologic Features ...................................... 5
4.3 Surface Water Hydrology and Discharge Features ............................................................. 5
4.4 Site Groundwater Flow Regime .................................................................................................. 6
SUMMARY .................................................................................................... 6

ii

APPENDICES

SECTION A ............................................................................................................. A
Historical Boring Location Plan – Draper Aden Associates, 2020 SECTION B ............................................................................................................. B
Site Plan Application – Joyce Engineering, 1999 SECTION C .............................................................................................................. C
Site Plan Application Amendment – Joyce Engineering, 2002 SECTION D ............................................................................................................. D
Historic Gas Probe Well Logs – Draper Aden Associates, Varies SECTION E .............................................................................................................. E
Historic Static Water Elevations – Draper Aden Associates, 2019 SECTION F .............................................................................................................. F
Orange County Eubanks Road C&D Landfill Permit Renewal Drawings – Draper Aden Associates, 2019

1
GENERAL
This Site Geologic and Hydrogeologic Report has been prepared to compile and present findings
following a review of historical data related to the Orange County Eubanks Road Construction and
Demolition (C&D) Landfill. The purpose of this report is to summarize previously completed subsurface
investigations and evaluate the subsurface conditions for the proposed expansion of Phases 2 and 3 of
the permitted facility.
1.1 Site Description
The Orange County Eubanks Road C&D Landfill is located approximately 2.5 miles northwest of Chapel
Hill. The landfill is owned by Orange County. The facility operates under Permit No. 68-04. A permit to
operate Phase 1 of the facility was issued on December 14, 2005 by the North Carolina Department of
Environment and Natural Resources (DENR), now the North Carolina Department of Environmental
Quality (NCDEQ). Phase 1 began receiving waste on June 1, 2006. The Phase 1 area encompasses
approximately 7.7 acres. Together, phases 2 and 3 are 4.9 acres and are planned for the area East of
Phase 1 and West of the recycling processing pad.
1.2 Historic Hydrogeologic and Geologic Studies
Additional information concerning geologic and hydrogeologic conditions at the facility have been
presented in a series of reports previously submitted to NCDEQ-Division of Waste Management (DWM):
♦ Westinghouse Environmental and Geotechnical Services, Inc. April 1991. Geologic and hydrogeologic study for Orange County Regional Landfill expansion. Orange County, North Carolina. Westinghouse Job. No. CHW-C-003.
♦ Westinghouse Environmental and Geotechnical Services, Inc. September 1991. Orange County Regional Landfill (Eubanks Road Landfill). Proposed monitoring plan. Orange County, North Carolina. Westinghouse Project CHW-A076.
♦ Draper Aden Associates. November 1991. Report of subsurface exploration and geotechnical evaluation. Orange County regional landfill expansion. DAA Project No. 6216-E.
♦ Ballentine, Ayers and Neville, P.A., April 6, 1981. Information for Solid Waste Site Approval, Orange Regional Landfill Phase 2.
♦ Draper Aden Associates. September 18, 1997 Orange Regional Landfill Permit Renewal Application, Permit No. 68-01.
2
♦ Draper Aden Associates. August 8, 1994. Orange Regional Landfill Transition Plan: Existing Facility, Orange County, North Carolina, Section XII Water Quality Management Plan.
♦ Draper Aden Associates. January 1997 (Revised March 2010). Orange County Solid Waste Management – Orange County Landfill – North Facility Groundwater Monitoring Program, Water Quality Management Plan, Permit No. 68-01.
♦ Joyce Engineering, Inc. October 1999 Site Plan Application for CD-8. JEI Project 229, Task 47
♦ Draper Aden Associates. October 2008. Orange County Landfill – North Facility. Assessment of Corrective Measures. DAA Project No. R00592-49B.
♦ Draper Aden Associates. March 2010. Orange County Solid Waste Management – Orange County Landfill – North Facility Groundwater Monitoring Program – Corrective Action Plan. Permit No. 68-01. DAA Project No. R00592-82.
♦ Draper Aden Associates. September 16, 2010 (Revised May 2012) Orange County Eubanks Road C&D Landfill Permit Amendment Application for Continued Operation of Phase I, Permit No. 68-04. DAA Project No. R00592-95.
REGIONAL CONDITIONS
2.1 Regional and Local Geology
The facility is located within the Piedmont Physiographic Province and within the Carolina Slate Belt
(North Carolina Geological Survey, 1985). The Carolina Slate Belt contains volcanic rocks with associated
sediments and subvolcanic plutonic rocks, all broadly folded and metamorphosed to greenschist facies.
The most recent published regional geologic map for the area is that by Allen and Wilson (1969) in
Geology and Mineral Resources of Orange County, North Carolina. This 1:62,500-scale map shows the
site area to be underlain by dacitic to rhyolitic lithic tuffs (Unit III) and by volcaniclastic epiclastics, such
as light to medium greenish-gray conglomerates, graywackes, and argillites (Unit IV). Most foliations in
the site area strike northeast and have near-vertical dips, mostly to the southwest.
2.2 Hydrogeologic Conditions
Based upon studies conducted by Draper Aden Associates and others, the uppermost aquifer
underlying the facility consists of severely to partially weathered metamorphic rock. There is no clear
distinction between an upper saprolitic layer and underlying bedrock aquifer as the two intervals are
not separated by a confining layer. As depth increases, the contribution of intra-granular porosity (as
produced by weathering) on permeability decreases, and virtually all the permeability may be attributed
to joint sets or other fractures. As is typical in the Piedmont geologic province, the distribution of
3
drainages is likely to reflect geologic features having greater susceptibility to weathering, such as large-
scale compositional differences (e.g., zones of increased feldspar content) or fractures.
FIELD OBSERVATIONS
3.1 Subsurface Investigations and Testing
As submitted within the Site Plan Application (Joyce Engineering, 1999), subsurface investigations were
performed to install five (5) groundwater monitoring wells (MW-201, MW-204S, MW-204D, MW-209,
and MW-210) and four (4) piezometers (PZ-205, PZ-206, PW-207, and PW-208). All borings were
performed to auger refusal, ranging from 8.5 to 36 feet below ground surface (BGS). In addition to
boring, fractured rock cores were obtained from MW-204D, MW-204S, and MW-209. Installation details
and screening depths of wells are discussed within the Site Plan Application (Joyce Engineering, 1999).
The Site Plan Application is included as Appendix Section B.
Samples recovered from the borings were subject to testing, including:
♦ Standard penetration testing (ASTM D1586)
♦ Particle size analysis (ASTM D422)
♦ Soil classification (ASTM D2487)
♦ Standard Moisture Density Relationship (ASTM D698)
♦ Remolded Permeability (ASTM D5084)
Laboratory test results and recovery quality designation (RQD) values of cores recovered were also
submitted in the Site Plan Application.
An addendum to the original Site Plan Application was provided on September 12, 2002 by Joyce
Engineering. This addendum included supplemental data included bore logs detailing subsurface
explorations for the installation of two additional monitoring wells and two additional piezometers. This
addendum is provided in Appendix Section C. While additional monitoring wells and piezometers were
installed, no changes were made to the original Site Plan Application findings.
Additional borings have been performed since submittal of the Site Plan Application. Available gas
probe installation logs are provided in Appendix Section D. Draper Aden Associates also installed GP-
CD1 through GP-CD13 on January 26th, 2009. Borings were performed by air rotary, with depths
ranging from 10 to 20 feet BGS. GP-CD-14 through GP-CD-18 were installed on March 29th, 2009, by
4
Michael Meagher. Borings were performed using a skid steer with an 8 inch auger attachment with
depths ranging from 7’9” to 8’3” BGS. Additional borings for monitoring wells and gas probes have
been performed around the closed landfill unit to the East and the closed municipal solid waste (MSW)
landfill to the South, but are not discussed within this report. Locations of gas probe and monitoring
wells are also identified on the Overall Site Plan, presented in Sheet 2 – Overall Site Plan within
Appendix Section F. Soil samples recovered were visually classified in the field.
Locations of all subsurface borings discussed are presented on the Historical Boring Location Plan
within Appendix Section A.
3.2 Aquifer Investigations
As part of the initial Site Plan Application, two piezometers (PZ-207, PZ-208) and three monitoring wells
(MW-204S, MW-204D, MW-209) were subject to single well aquifer testing to assess hydraulic
conductivity of the saturated subsurface. Generally, groundwater flows North and East, towards the
perimeter drainage system of the closed sanitary landfill. Joyce Engineering performed in-situ falling
and rising head tests on August 30-31, 1999. Estimates of saturated hydraulic conductivity range from
9.27 x 10-6 cm/sec to 5.88 x 10-3 cm/sec, with an average of 9.23 x 10-5 cm/sec. However, estimates of
saturated hydraulic conductivity obtained from slug tests are only useful for estimating relative
hydraulic properties of different zones of the weathering profile.
Since performing the initial aquifer investigation, numerous monitoring wells have been installed
surrounding the active Phase 1 and proposed Phases 2 and 3. Groundwater measurements have been
taken with each sampling event. As such, a history of static groundwater elevations is included within
Appendix Section E. A potentiometric surface is available, superimposed on Sheet 1 within Appendix
Section F.
3.3 Bedrock Investigations
Bedrock conditions were investigated below the proposed Phases during the initial investigation for the
Site Plan Application. Local boulders, split-spoon samples, and recovered rock cores indicate that most
of the bedrock below the site is a light gray metamorphosed felsic tuff as interpreted by others (Joyce
Engineering, 1999). Fresh rock samples were described as containing chlorite and epidote alteration and
5
silicification. These effects were believed to be attributable to nearby intrusive rocks. Relict foliation
within recovered split-spoon samples were interpreted to exhibit consistent 70 to 90 degree dips.
However, metamorphic foliation was not readily visible within most of the rock cores recovered. A
bedrock cross-section and a potentiometric cross-section are included within Sheet 7 of Appendix
Section F.
Weathering profiles are relatively abrupt, occurring over several inches to a few feet, as observed by
Joyce Engineering (Site Plan Application, 1999). Completely to severely weathered soils were observed
to depths of 7 to 21 BGS.
CONCLUSIONS
4.1 Upper Soil Surface
Based on subsurface investigations performed by Draper Aden Associates and others, the upper 4 feet
of the soil surface is generally characterized as reddish-brown silt with varying amounts of sand and
clay. Standard penetration readings varied from 20 to 50+ blows per foot (BPF). Surface soils showcase
relict foliation of the parent material.
4.2 Identification of Other Geologic and Hydrogeologic Features
The subgrade of the proposed Phases consists of stiff residual soils, transitioning to weathered bedrock
with depth. No manmade features or events that may result in subsequent failure of containment
structures are present on the site. The proposed site does not contain geologically unstable soils,
sinkholes, caverns or mines.
4.3 Surface Water Hydrology and Discharge Features
Within the foot print of the proposed Phases 2 and 3, an area of perched water was observed between
PZ-205, MY-204S, and MW-204D during the initial Site Plan Application investigation (Joyce
Engineering, 1999). An area of perched water retained by fat clay within the upper 6 inches of soil
profile was observed in this area, by others. Recovered soils below this area of fat clay were observed as
dry by others.
6
4.4 Site Groundwater Flow Regime
Generally, groundwater flows North and East towards the perimeter drainage system of the closed
sanitary landfill. From the perimeter drainage system, groundwater flows to an unnamed tributary of
Old Field Creek. Groundwater at the extreme southern portion of the site flows to the South and
Southeast. Groundwater within the site flows within two interconnected aquifers: a surficial regolith
aquifer and a fractured bedrock aquifer. During drilling, groundwater was present within the regolith at
the southeastern portion of the site. Throughout the remainder of the site, the water table was
observed within the underlying bedrock. The water table fluctuates seasonally in response to higher
precipitation rates within the winter months. Flow within the regolith aquifer has been interpreted to be
primarily through relict fractures and weathering joints. As discussed above, groundwater elevations
have been measured with each sampling event. As such, historical data for groundwater elevations and
a potentiometric surface are provided within Appendix Sections E and F, respectively. Seasonal high
groundwater elevations are greater than 4 feet from the proposed landfill subgrade elevations for
Phases 2 and 3 of the C&D Landfill.
SUMMARY
While a specific subsurface investigation has not been performed for the construction of Phases 2 and
3, several investigations surrounding the proposed expansion have been performed. As such,
anomalous conditions are not anticipated within the proposed Phases 2 and 3. With the original Site
Plan Application (Joyce Engineering, 1999), nine borings were performed and later supplemented by
four additional borings. As well, subsequent subsurface investigations and borings have been
performed to install numerous groundwater and gas probe monitoring wells. Historic blow counts
indicate a stiff subgrade capable of supporting the proposed expansion. Historic groundwater
elevations are provided and are not anticipated within 4 feet of the proposed landfill subgrade.
A
APPENDIX Section A Historical Boring Location Plan – Draper Aden Associates, 2020
HISTORICAL BORING LOCATIONSORANGE COUNTY EUBANKS ROAD C&D LANDFILLA
A
A
A
A
A
A
A
AA
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
GP-CD9
GP-CD7
GP-CD6
GP-CD5
GP-CD4
GP-CD3
GP-CD2
GP-CD1
MW-214
PZ-213
PZ-212
MW-211
MW-210 MW-209
PZ-208
PZ-207
PZ-206
PZ-205
MW-201
MW-204D
GP-CD12
GP-CD11GP-CD10
GP-CD13
GP-CD-8
MW-204S
Boring-203
Boring-202GP-CD16
GP-CD17
GP-CD14
GP-CD18
GP-CD15
Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community
¯ORANGE COUNTY, NORTH CAROLINASCALE: 1"=150'PROJECT: R00592-226N
Path: P:\R00\500\R00592\R00592-226N\WORK\Hydro Geo Report\GIS\MAP Historical Boring Location Plan - OCSW Phase 2 and 3 PTC - LAB.mxdDESIGNED:DRAWN:CHECKED:DATE:
FIGURE1
CTC JrLABCTC Jr07/09/20Richmond, VABlacksburg, VACharlottesville, VAHampton Roads, VAFayetteville, NCNorthern VirginiaVirginia Beach, VA""Draper Aden AssociatesEngineering Surveying Environmental Services114 Edinburgh South Dr, Suite 200Cary, NC 27511919-827-0864 Fax: [phone]NC Firm License # C-08610 125 250 375 50062.5
Feet

A 

A 



¯
125 0 125 250 375 50062.5
Feet
B
APPENDIX Section B Site Plan Application – Joyce Engineering, 1999
C
APPENDIX Section C Site Plan Application Amendment – Joyce Engineering, 2002
D
APPENDIX Section D Historic Gas Probe Well Logs – Draper Aden Associates, Varies
Draper Aden Associates
8090 Park Drive
Richmond, Virginia 23228
www.daa.com
Client: OCSWM
Project: Eubanks Road C&D Landfill
location: Orange County, NC
North: 807429.37
East: 1974731.77
Total Depth: 20
Reference: Ground Surface
DESCRIPTION (USCS)
Ground Surface
Red, silty CLAY; moist. (CH)
Tan, inelastic SILT; moist. (ML)
Boring terminated at 20 feet.
No: GP-CD1
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
logged by: JCN
Com letion Date: 1-27-09
WELL LOG
546.49
534.49
526.49
-0 (!) ...... (1j ,.__
0 't: (l)
0..
¼ --.....
(l)
C .B
(j)
!'--I.()
0 z
D .,
a
" D
" " ,,
" D
"' D
D
a
"' " " Cl
C .B C (l) ro
(!)
0..
0::
0 > 0...
0
-s:j"
~ ::;
-0 (l) ..c 0
(j)
0
i:n
ci
-0 (l) m '-.g
(l.)
0..
~ --..-
Gas probe GP-CDi appears to have been
constructed in accordance ,1vith applicable
plans and specifications.
Draper Aden Associates
8090 Park Drive
Richmond, Virginia 23228
www.daa.com
Client: OCSWM
Project: Eubanks Road C&D Landfill
Location: Orange County, NC
North: 807101.82
East: 197 4668.16
Total Depth: 10
Reference: Ground Surface
DESCRIPTION (USCS)
Ground Surface
Red brown, silty CLAY; moist. (CH)
Tan, inelastic SILT; moist. (ML)
Damp at 9.5 feet.
Boring terminated at 10 feet
Boring No: GP-CO2
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
Logged by: JCN
Com letion Date: 1-27-09
540.41
533.41
530.41
.,
" "' " D
"' D
"' C .,
C
"' "'
WELL LOG
Bentonite
-.~---+--0.5'' i.D.
Schedule 40
PVC Pipe
: --'c-----+--1 /4" Perforated
"' "' " <I
Cl
" a
"' D
0 .,
D
" a
--+-No. 57 Stone
equivalent
Gas probe GP-CO2 appears to have
been constructed in accordance with
applicable plans and specifications.
Draper Aden Associates
8090 Villa Park Drive
Richmond, Virginia 23228
W'MiV.daa.com
Client: OCSWM
Project: Eubanks Road C&D Landfill
location: Orange County, NC
North: 807020.76
East: 1974385.20
Total Depth: 10
Reference: Ground Surface
DESCRIPTION (USCS)
Ground Surface
Red brown, silty CLAY; moist. (CH)
Tan, inelastic SILT; moist. (ML)
Damp at 9 feet.
Boring terminated at 10 feet.
No: GP-CD3
Project No: R00592-70
Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
Logged by: JCN
Com letion Date: 1-27-09
536.73
529.73
526.73
" "' " "' "' D
"' " " " D
" " " "' a
" D .,
"' " " IC
D .,
D
I: D
WELL LOG
Bentonite
Schedule 40
PVC Pipe
.,.__-----'---'--1/4" Perforated
<0-----1-----No. 57 Stone
Gas probe GP-CD3 appears to have
been constructed in accordance with
applicable plans and specifications.
Associates
Park Drive
Richmond, Virginia 23228
W\J\JW.daa.com
Client: OCSWM
Project: Eubanks Road C&D Landfill
location: Orange County, NC
North: 806907 .96
East: 1974169.17
Total Depth: 18
Reference: Ground Surface
J:: ....
C.
(I) a
10.0~
15.0
20.0
DESCRIPTION (USCS)
Ground Surface
Red , silty CLAY; moist. (CH)
Tan, inelastic SILT; moist.
Becoming gray.
Boring terminated at 18 feet
Boring No:
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
Logged by: JCN
Com letion Date: 1-27-09
WELL LOG
u © ...., ro ,_ .g
© 0...
~ -,..-
C
.8 C (1) m
a
" a
" a
" D ..
Cl
lCI
" " " D ..
"' " "' D
.,
D
" D
"' a
C, ..
C:
.8 C: Q.) co
"O Q.) ..c (.)
(f)
0
: 14-----'~
© C 0 w
r---l()
0 z
" C!
"' " "' " " " "'
Gas probe GP-CD4 appears to have
been constructed in accordance with
applicable pians and specifications.
(I)
0.
E
Draper Aden Associates
8090 Villa Park Drive
Richmond, Virginia 23228
www.daa.com
Client: OCSWM
Project: Eubanks Road C&D Landfill
Location: Orange County, NC
North: 806825.67
East: 1973919.39
Total Depth: 10
Reference: Ground Surface
(J) :::,,.
:l al
"ii .s:: .£ .,
C. 0 DESCRIPTION {USCS) > l'il • ' (I) ffl ro9 (!) z 0
Ground Surface
Red brown, silty CLAY; moist (CH)
Tan, inelastic SILT; moist. (ML)
Boring terminated at 10 feet.
Boring No: GP-CD5
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
logged by: JCN
Com letion Date: 1-27-09
539.37
532.37
529.37
" "' " "' "' ,, .,
" " " 12 ., ,,
" " ::,
D
" "' "' " " " " a
"' D
" "'
WELL LOG
Bentonite
Schedule 40
1 PVC Pipe
-~,+--1 /4" Perforated
4---+--No. 57 Stone
Gas probe GP-CD5 appears to have
been constructed in accordance with
applicable plans and specifications.
Draper Aden Associates
8090 Park Drive
Richmond, Virginia 23228
www.daa.com
Client: OCSWM
Project: Eubanks Road C&D Landfill
location: Orange County, NC
North: 806917 .58
East: 1973789.24
Total Depth: 10
Reference: Ground Surface
DESCRIPTION (USCS)
Ground Surface
Red brown, silty CLAY; moist. (CH)
Damp at 9 feet.
Boring terminated at 10 feet.
Boring No: GP-CD6
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
Logged by: JCN
Com letion Date: 1-27-09
540.58
530.58
"' ..
" " " " .,
"' "' Cl
"' D
"
WELL LOG
Bentonite
Schedule 40
PVC Pipe
: ..,___-1---1 /4" Perforated .,
D
D
a
"' "' a
" " a
" a
" "
.,____,__ No. 57 Stone
Gas probe GP-CD6 appears to have
been constructed in accordance with
applicable plans and specifications.
Draper Aden Associates
8090 Villa Park Drive
Richmond, Virginia 23228
vvvvw.daa.com
Client: OCSWM
Project: Eubanks Road C&D landfill
location: Orange County, NC
North: 807167.54
East: 1973763.28
Total Depth: 10
Reference: Ground Surface
DESCRIPTION (USCS)
Ground Surface
Red brown, silty CLAY; moist. (CH)
Damp at 9 feet
Boring terminated at 10 feet
Boring No: GP-CD7
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
logged by: JCN
Com letion Date: 1-27-09
539.82
529.82
WELL LOG
Bentonite
0.5" i.D.
Schedule 40
"' PVC Pipe
" ., .,
" " a
a
D
" " "' "' D 1 /4" Perforated Cl
"' Cl
"' "' " " "' tl
" C
D
a
" C
.....,___,____ No. 57 Stone
Gas probe GP-CD? appears to have
been constructed in accordance with
applicable plans and specifications.
(l)
0.. E
Draper Aden Associates
8090 Villa Park Drive
Richmond, 23228
www.daa.com
Client: OCSWM
Project: Eubanks Road C&D landfill
Location: Orange County, NC
North: 807416.47
East: 1973737.03
Total Depth: 10
Reference: Ground Surface
© >-Ol ::I J: .2 iii ,.., a. 0 DESCRIPTION (USCS) > !IS • ' (l) © w9 C) z 0
Ground Surface
Red brown, silty CLAY; moist. (CH)
Damp at 9 feet.
Boring terminated at 10 feet.
Boring No: GP-CD8
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
Logged by: JCN
Com letion Date: 1-27-09
537.29
527.29
" a
a
::
C .,
a
" 0
C
" "' D
WELL LOG
Bentonite
..,.___--+---0.5" I.D.
Schedule 40
PVC Pipe
~ "'-----'---'---'l-----1/4" Perforated
C
JC
C
C
" ., .,
C
Cl
D
a
" D
"'
..,____,__ No. 57 Stone
Gas probe GP-C08 appears to have
been constructed in accordance with
appiicable plans and specifications.
Draper Aden Associates
8090 Park Drive
Richmond, Virginia 23228
wvw1.daa.com
Client: OCSWM
Project: Eubanks Road C&D landfill
location: Orange County, NC
North: 807665.66
East: 19737 47 .32
Total Depth: 10
Reference: Ground Surface
DESCRIPTION (USCS)
Ground Surface
Red brown, silty CLAY; moist. (CH)
Damp at 9 feet.
Boring terminated at 10 feet.
Boring No: GP-CD9
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
Logged by: JCN
Com !etion Date: 1-27-09
535.22
525.22
WELL LOG
Bentonite
0.5'' 1.0.
Scheduie 40
" PVC Pipe
" " " C
a
" " " " " C .,
"" i /4" Perforated "' "' "' " "' "' " C
C
" 0
"' a
" a
,....._--1--No. 57 Stone
Gas probe GP-CD9 appears to have
been constructed in accordance with
applicable plans and specifications.
(!)
0.
E
Draper Aden Associates
8090 Villa Park
Richmond, Virginia 23228
iNWW.daa.com
Client: OCSWM
Project: Eubanks Road C&D landfill
location: Orange County, NC
North: 1973973.65
East: 807713.75
Total Depth: 10
Reference: Ground Surface
<l> >,
O'l ::l .c: -2 iij -0. 0 DESCRIPTION (USCS) > Ill • ' (I) Q)
(I) 9 C, z 0
Ground Surface
Red brown, silty CLAY; moist. (CH}
Boring terminated 10 feet.
No: GP-CD10
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
logged by: JCN
Com letion Date: 1-27-09
532.14
522.14
" C
"' " ,, .,
"' a
"' D
"' C
"
WELL LOG
Bentonite
Schedule 40
PVC Pipe
~ K--'---+---1/4" Perforated
D
" .,
D .,
"' n
" " 0
" D
r.,
D
,.____,___ No. 57 Stone +
>5/8" Gravel
Gas probe GP-CD10 appears to have
been constructed in accordance with
applicable plans and specifications.
Draper Aden Associates
8090 Villa Park Drive
Richmond, Virginia 23228
¼WW.daa.com
Client: OCSWM
Project: Eubanks Road C&D Landfill
Location: Orange County, NC
North: 807742.10
East: 1974223.87
Total Depth: 10
Reference: Ground Surface
DESCRIPTION (USCS}
Ground Surface
Red brown, silty CLAY; moist. (CH)
Boring terminated at 10 feet.
No: GP-CD11
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
Logged by: JCN
Com letion Date: 1-26-09
527.72
517.72
"' " a
" " 0
a
" ..
"' C
D
Cl
WELL LOG
Concrete
Bentonite
!.<-'-~--1----0. 5" I. D.
Schedule 40
PVC Pipe
~ ~~+--1/4" Perforated
ti
"' "' "' "' C
" C
"' D
" " a
"'
<11-----+-Gravel > 5/8"
Gas probe GP-CD11 appears to have
been constructed in accordance with
applicable plans and specifications.
Draper Aden Associates
8090 Park Drive
Richmond, Virginia 23228
vvwvv.daa.com
Client: OCSWM
Project: Eubanks Road C&D landfill
Location: Orange County, NC
North: 807774.00
East: 197 4472.47
Total Depth: 10
Reference: Ground Surface
DESCRIPTION (USCS)
Ground Surface
Red brown, silty CLAY; moist. (CH)
Boring terminated at 10 feet
Boring No: GP-CD12
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
logged by: JCN
Com letion Date: 1-26-09
524.32
514.32
" .. .. ..
" ,,
" "' D
C
0
"' D
WELL LOG
Concrete
Bentonite
Schedule 40
PVC Pipe
: M-C~---+--1/4" Perforated
" a
0
a
"' "' C
" " Q
" 0
"' "'
-<1---+-Grave! > 5/8"
Gas probe GP-CD12 appears to have
been constructed in accordance with
applicable plans and specifications.
Draper Aden Associates
8090 Park Drive
Richmond, Virginia 23228
vvww.daa.com
Client: OCSWM
Project: Eubanks Road C&D landfill
Location: Orange County, NC
North: 807799.57
East: 1974723.08
Total Depth: 15
Reference: Ground Surface
20.0
DESCRIPTION (USCS)
Ground Surface
Red, silty CLAY; moist. (CH)
Red-brown, mlcaceous, elastic
moist. (MH)
Boring terminated at 15 feet
Boring No: GP-CD13
Project No: R00592-70
Drilling Contractor: Richard Simmons
Driller: Marty
Drilling Method: 6 in Air Rotary
Logged by: JCN
Com letion Date: 1-26-09
525.53
517.53
510.53
~
C .9 C (l)
a:l I
WELL LOG
" " "' " C ..
" .,
D
" " C
ll
D .,
D
a ..
"
C
D
D
"' Cl
C
" " " "' "' a
!:!
" a
D
" D
D .,
a
Cl .,
D
C
D
"'
Q)
0.
0:::
0 > 0..
0 "<:I"
SQ
::::J u
Q) ..c ()
(/)
ci
in
ci
Gas probe GP-CD13 appears to
have been constructed in
accordance with applicable plans
and specifications.
APPENDIX2
NON RESIDENTIAL WELL CONSTRUCTION RECORDS
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELLCONTRACTORCERTIFICATION# ;)3,)). -f}
Well Contractor Company Name
STREET ADDRESS to D~-,( 111 f)J?t'v-t. /3 u<2/-i 1-1 n(h--, LIA .) 'I 6 <Pc
City or Town State Zip Code
( f'<-/0 }-J::.4:. :) Jiei
Area code-Phone number
2. WELL INFORMATION: p b P-CD I
SITE WELL ID #(if applicable) ____________ _
WELL CONSTRUCTION PERMIT#(if applicable}, __ t-J'_I\-____ _
OTHER ASSOCIATED PERMIT#(if applicable) __ fi_V_l\-'------
3. WELL USE (Check Applicable Box} Monitoring• Municipal/Pub!icO
Industrial/Commercial[] Agricultural• Recovery[] lnjectionD
lrrigatioril Othe~ (list use) l <XriJf; I I {2CL'S M0 '1~+.:,,; -11
DATE DRILLED / -2 7 -0 9
TIME COMPLETED ~u 3 S:: AMO PMµ(
4. WELL LOCATION:
CITY: C!--iA;f2.-L HI I ( COUNTY {)rl\.~ e__
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING:
br Slope • Valley O Flat • Ridge • Other.=======-. f'\ (Check appropriate box) . . . i
LATITUDE ~:) 5 ° 5 <i5. \l 9 I
LONGITUDE W Q 19 ° Q 5 ~ \ Qt,
May be in degrees,
minutes, seconds or
in a decimal format
Latitude/longitude source: ~PS • Topographic map
(location of well must be shown on a USGS topo map and
attached to this form if not using GPS)
5. FACILITY-is the name of the business wher:_ t~e well is located , I
FACIUTYID#(ifapplicable} (e{n1,f NO .. 6 <3-0'i
NAMEOFFACIUTYOf"o_,>11e Ceu,,·it'j C. "4--D tA,.,-0[,'II
sTREET ADDREss I s:, 4 E:u &A» ks Ro,
f~ldf\P6L t:tiL-t-, NC.. 21514>-e,i.;4
City or Town I State Zip Code
CONTACTPERSON_k\C M;~c...d MtC1....9~e./.
MA1uNGADDREss_i:1o7 c-uoAMl<S fZD.
Ck:'0afel H:11 fl/L. 2 75/£-7/77
City or Town State Zip Code
<qlq )-tfkS·-2$92 ~\(T"; .:z.,17
Area code -Phone number
6. WELL DETAILS: 2 Q C
a. TOTAL DEPTH: 1-ee-/-
b. DOES WELL REPLACE EXISTING WELL? YES• N~
c. WATER LEVEL Below Top of Casing: -~tJ_.,..A~_FT.
(Use"+" if Above Top of Casing}
d. TOP OF CASING IS 3 FT.Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (gpm): N' A METHOD OF TEST Af' ~
NA. _N___c.....-
t. DISINFECTION: Type _____ Amount ___ '\-'--_
g. WATER ZONES (depth): l\J A
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
From~ To_b_Ft. 1/z. f'({<:..
From~ To_j_J__ Ft. __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth Material Method
From O To 0,Sft. Bo4'<t:fe.
From IV To / 6 :5Ft. &V\.~ ;-le ___ _
From ___ To ___ Ft. ____ _
9. SCREEN:.-Depth Diameter Slot Size
From 2..-T~ t. ?5' Ft. i( '2-. in. Q.Z.S in.
From Ii To fj-!15' Ft. '/2= in. 6. 2.S in.
Material
'/2" PV(
'l-z.." Pvc.....
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth
From()< 5
From 10.$
Size Material
To lo Ft. Alo. '$'"'7
To 20 Ft. > 5/5" ~ (;,;ro..ve/
From ___ To ___ Ft. _________ 1-1_b,. 51/
11.DRILLING LOG
From To Formation Description
12. REMARKS: xn~
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. (919} 733-7015 ext 568. FormGW-1b
Rev.12/07
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# ,). 3 .J ;2 ' ,4
~ntractor {lndividy-1) Name ~ ~cii4 rd ~ln->vncv-5 _JJR;(/,'1--5
Well Contractor Company Name . . . :
STIJrET ADDRESS lo D )),, . I I f'-s J),e,
!l UC hflriq_V' Lil} ;) y (){p '
,.... . City or Town State ,, Zip Code
< ~/lo)-rQ s,r ,;iJ.~ 1
Area code-Phone number
2.WELLINFORMATION: U/ p D
SITEWELLID#(ifapplicable) Lt7 -( L
WELL CONSTRUCTION PERMIT#(if applicable), ______ _
OTHER ASSOCIATED PERMIT #(if applicable) ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/Public!]
lndustriat/Coinmercial• Agricultural• Recovery• Injection[]
lrrigatiortl Other• {list use) __________ _
DATE DRILLED / -27-0<j
TIME COMPLETED 3 ~ l 0
4. WELL LOCATI.ON: . I
c1w C1.,,-,. °' \Qe I ff, l
AMO P~
couNTY Drtwgt,
(Street Name, Numbers, Community, Subdivis,on, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING:
0 Slope • Valley~lat • Ridge a Other.========.
(check approprla~ box)8 '.(; I May be in degrees,
LATITUDE "-J '3 5 5 " 0 7 minutes, seconds or
LONGITUDE tJ () l 9 c O 5 c } S 3 I in a decimal format
Latitude/longitude source: 'J[ GPS • Topographic map
(location of well must be 'Shown on a USGS topo map and
attached to this form if not using GPS)
5. FACILITY-is the name of the business where the well is located
FACILITY ID #(if applicable) kJ O. & 8-D4-
NAME OF FACILITY (5[c.._v-,.¥ Ccu"'-ry C,_4 D ~ti (
STREET ADDRESS g; 14 G v 6'A >J kS RV.
CHAA;t..\:tlkk Df c.. :ZJ5il'1-6k U.\
City or Town State Zip Code
coNTAcT PERsoN MR. M; eilAft-N\.GAG-l-lG"&
MAILING ADDRESS I z..o, Eu&,tJk.s BJ,,
C.J-1:AJ'.3fL.. H1LL-r-,IC.... 27£:(t,,-?177
City or Town State Zip Code
< q1q >-(}lg£}-Zfbo Gltr:· ..217
Area code -Phone number
6. WELL DETAILS:
a. TOTAL DEPTH:. __ __.(_.().,<.____ , /
b. DOES WELL REPLACE EXISTING WELL? YES• ~•
c. WATER LEVEL Below Top of Casing: --~-'-ft~_FT.
(Use"+" if Above Top of Casing)
d. TOP OF CASING !S _3 FT.Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
u-A_ e. YIELD (gpm): _,_!_Y.::...__ __ METHOD OF TEST ____ _
f. DISll'<IFECTION: Type. ______ Amount ____ _
g. WATER ZONES (depth}:
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
L:> ~ 1/zH From_"'T __ To..k.2_ Fl __ _
From ___ To ____ Fl. __ _
From ___ To ___ Ft.. __ _
8. GROUT: Depth Material
From_Q__ To O 5 Ft. &nfonJ<.
Method
From ___ To ___ Ft. _____ _
From ___ To ___ Ft _____ _
9. SCREEN: Depth Diameter Slot Size Material
From 7:.·5" To Ft. l/J57n. 0, 25 in. ?'\/ (,,,
From ~ii!) [o 7 Ft. ~ ~in. ~
FromQ.2_ To-=z._ Ft. C ~--in. -WC::
10. SAND/GRAVEL PACK:
Depth Size Material J _
From6-5 To ID Ft. __ No.S-7 .5~
From. ___ To ___ Ft ________ _
From To ___ Ft. ________ _
11.DRILLING LOG
From To 0 7 7 ,co
r I Formati .. on Description
f<..-E'c C.{C<... f.
12. REMARKS: 3 f?T 51 uC<..r-.<
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt.,
1617 Mail Service Center-Raleigh, NC 27699-1617 -Phone No. [phone] ext 568. FormGW-1b
Rev.12/07
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# d: 3);) -f?r
1.~0NTRACTOR: t , (] fl
'J:J:i1...:;>f-1 l. '-"CJ(} r1t rz
~Contrfctor (lndividf!I~ Name , / i ~ 'CA!h-d ~ •m lno~ ])p_/ , ~
Well Contractor Company Name ;\ , {
STREET ADDRESS lo O .JJR, ( f J?,5 _j}k, 3 LK!/v,n-t:>v-() 0 d--1/-0 G:> C
City or Town State Zip Code , ~c/o 1-JS~Y. ;) :JY7
Area code-Phone number
2. WELL INFORMATION: F) b P-C D 3
SITE WELL ID #(if applicable) ____________ _
WELL CONSTRUCTION PERMIT#{if applicable) ______ _
OTHER ASSOClATED PERMIT #(if applicable) ______ _
3. WELL USE (Check Applicable Box} Monitoring• Municipal/Public•
Industrial/Commercial• Agricultural• Recovery• lnjectionO
lrrigatioril Other• (list use) __________ _
DATEDRILLED /-2...7-0'j
TIME COMPLETED /: 0 C)
4. WELL LOCATION: .
c1TY: C6evpe ( H:· 1(
AMO P~
COUNTY Ot@9ti
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING: • Slope • Valley ~lat • Ridge • Other.=======..
(Che~!< ~pp3roprslateioxb 8 5 t( I May be in degrees,
LATITUDE •V ._./ • O minutes,secondsor
W 01 GOO 5 /6 7 • in a decimal format LONGITUDE __ I 6 .
Latitude/longitude source: ti GPS • Topographic map
(location of well must befshown on a USGS topo map and
attached to this form if not using GPS)
5. FACILITY-is the name of the business where the well is located;/'
FACILITY ID #(if applicable) No. f>f;' -0 't
NAMEOFFACIUTY Oro...>'\'?= Coui1!J; C.c::f.. D Lf:'
STREET ADDRESS I 5t 4-~V~Nl<.S 'RS>·
C-t-lA-(?a-H:lLL I NC J]5{4, -6214
City or Town State Zip Code
CONTACT PERSON Mg. M 1C.H,4E;:L NlGAG:it--~
MAILING ADDREss 1w1 1=11eAvks {?..-0,
C,~ A-PG::k l-h u...., A.JC.. .::215 I lo-clJ 7
City or Town State Zip Code
( q 11 >-qfaB-zsw t@<G zn
Area code -Phone number
6. WELL DETAILS: /c)
a. TOTAL DEPTH: _______ _
b. DOES WELL REPLACE EXISTING WELL? YES•
c. WATER LEVEL Below Top of Casing: AJ 4
(Use"+" if Above Top of Casing)
NO•
FT.
d. TOP OF CASING IS .:5 FT.Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (9pm): ____ METHOD OF TEST ____ _
f. DISINFECTION: Type ______ Amount ____ _
g. WATER ZONES (depth):
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
From-f? To 2 7 Ft. 1/iL' ..5sJa!k> f t/L--,-
From ___ To ___ Ft. __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth Material Method
0 0 q_ ___ :-l, __ i+e_ From_:___ To ____:___L_ Ft. 1:,1? M!!!:!_, ,-
From ___ To ___ Ft. _____ _
From ___ To ___ Ft. _____ _
9. SCREEN: Depth Diameter Slot Size
From':Z 5 Tob.7S-;,:t. __ in.
Material
in. ___ _
From ___ To ___ Ft. __ in. in. ___ _
From ___ To ___ Ft __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth Size V L Material L
From O•STo /0 Ft. __ vo.5175~
From ___ To ___ Ft. ________ _
From. ___ To ___ Ft. ________ _
11.DRILUNG LOG
From To Formation Description
0 ·7
7
12. REMARKS:
3 fc:< 5ivcy-e
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt.,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. [phone] ext 568. FormGW-1b
Rev.12/07
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# ;)3 ;}:)-A
ontractor (lndivi a!} Name
,t/,!4trd r I mo 1-. 5
Weil Contractor Company N~me '\.
STREET ADDRESS {p D ..J.)/? ,'( I
fu/4~1" ~ U/J
City or Town State
< J.rc./o >-;)i:~-dd29
Zip Code
Area code-Phone number
2.WELLINFORMATION: p~ p CD 4·
SITE WELL ID #(if applicable)_!_('--! ___ .,... __ \_~-----
WELL CONSTRUCTION PERMIT#(if applicable) ______ _
OTHER ASSOCIATED PERMIT #(rf applicable) ______ _
3. WELL USE (Check Applicable Box} Monitoring• Municipal/Public[)
Industrial/Commercial• Agricultural• Recovery• lnjectionD
lrrigatioril Other• (list use) __________ _
DATE 0RILLE0 I -2. 7 ~ oC,
TIME COMPLETED IZ: '2-0
4. WELL LOCATION: .
CITY:~€...(
AM• PMr
couNTY Own~u
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING:
0 Slope • Valley ~lat • Ridge • Other.========-.
(check appropriate box) r) i.( t May be in degrees,
LATITUDE N 3 5 ° 5 C,. O 3 minutes, seconds or
i • l -Q-5 223 1 in a decimal format LONGITUDE VJ () l I O O · ,
Latitude/longitude source: )(GPS • Topographic map
(location of well must be shown on a USGS topo map and
attached to this form if not using GPSJ
5. FACILITY-is the name of the business where the well is located 4
FACILITY ID#(if applicable) for0<'I-Alo. 68~ 6
NAMEOFFACIUTY0ro...vi% G.JV1.+7 c~JJ LC\l'IJfl/
STREETADDRESS t:5{1: &U8Atv\<S lg,. ___ _
CH:M?a.. tf\ L.L--I N C. ;z_, ]5{ & -t3;;2.14
City or Town State Zip Code
CONTACT PERSON MA-fi.4.. 1d--l-l1J,'i-M"t\C'1'1-:Wg_,
MAILING ADDRESS t Jl.iY1 t;;v&wi<s &D
9-l:AP€t-H:tu..... NC dt5l(,e-7t11
City or Town I State Zip Code
( CC I Cf l-1 bfo -:lf3t10 g,:r . .1.17
Area code -Phone number
6. WELL DETAILS: /g
a. TOTAL DEPTH:________ ~
b. DOES WELL REPLACE EXISTING WELL? YES• /\O•
c. WATER LEVEL Below Top of Casing: -~/Vi--=--'-A-_,__FT.
(Use"+" if Above Top of Casing}
cl. TOP OF CASING IS ____ FT.Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (gpm): ____ METHOD OF TEST ____ _
f. DISINFECTION: Type ______ Amount ____ _
g. WATER ZONES (depth):
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thicimess/Weight Material
From -f-3 To '2-Ft. __ _
From + ;3 To IO Ft __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth Material Method
From O To O • S Ft. 'be ,i~;k_
From~ To.;t. ~ .fu __ ; fi,f;
From___!__:j._ To~Ft. lie_v2._~C-'•k..._.,._ __ _
9. SCREEN: Depth Diameter Slot Size ~e~('_at
From 2-To 6.'15Ft. 1/ 'l... in. ~ in. -t-'V
From iO To /tf,72Ft. 1/2. in . .:i!:J_ in. -c-Y=-V~c_..-
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth Size
From e, · '5 To~ Ft. __ _
From~ __ To Ft. ___ -~--~~
From 9:£:ro If:, Fl. __ Alo -z75/z,y,p
11.DRILLING LOG
From To
O 7
'1 IE"
IS LB
12. REMARKS:
Submit the original to the Division of Water Quality within 30 days. Attn: lnfonnation Mgt.,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. [phone] ext 568. FormGW-1b
Rev.12/07
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# ,2 5 c/.,J -4
Well Contractor Company Name ).
=:ADDRESS &, )>R.'// (\ .u<',
_n_ !Jf!.bfk~ U P :2 c/oto c..
City or Town State Zip Code
, S"c/,o )-JSi~J <21
Area code-Phone number
2. WELLINFORMATION: lJ/ .p CD 5
SITE WELL ID#(if applicable)_t_ '_<.;:' __ ~ __ · _______ _
WELL CONSTRUCTION PERMIT#(if applicable) ______ _
OTHER ASSOCIATED PERMIT #(if applicable) ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/PublicO
Industrial/Commercial• Agricultural• Recovery• lnjectionO
lnigatiorll Other• (list use)_~---------
DATE DRILLED ( -7_7._ c)]
TIME COMPLETED / I .-0 C) AMI%' PM!J
f{: \ ( couNTY Or~
4. WELL LOCATION:
c1w Cl.-..0. fe l
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING:
0 Slope • Valley .l!("'Flat O Ridge • Other.========-.
(Check appropriate box) l i I May be in degrees,
LATITUDE (\J 3 5 ° 5 8., O 2 I minutes, seconds or
t, \ 0 7Cl 005 2.,,..., 1 in a decimal format LONGITUDE VV t t . • IV
Latitude/longitude source: J{ GPS • Topographic map
(location of well must be shown on a USGS topo map and
attached to this form if not using GPS)
5. FACILITY-is the name of the business where the well is located.
FACIUTYID#(ifapplicable) Per111,f ll/o. bfg~Otf
NAMEOFFAcIuTY Or~?}; co< c.4-P La...,,d-r:;-(/
srnEET ADDREss t z; 1 4 Gt! &iJ~,S R..n
CHAP@-. Jd I L--L--1 N c_ o? 151 I, -B:tl4
City or Town State Zip Code
CONTACT PERSON M~-t11tCJ./A€L Me-A @E'£
MAILINGADDRESS /;LQJ ~t.J6A:lllk-5 M
Cµ AP@--l+tt ... t--1 N Cr #15/ fR ... 11? 7
City or Town State Zip Code
< cuq >-£1/eE ~2£h, ~xr.,jt7
Area code -Phone number
6. WELL DETAILS:
a. TOTAL OEPTH: ___ /_D ___ _
b. DOES WELL REPLACE EXISTING WELLi / YES• N~
c. WATERLEVELBelowTopofCasing: 1vll-FT.
(Use"+" if Above Top of Casing)
d. TOP OF CASING IS f 3 FT.Above Land Surface*
*Top of casing terminated atlor below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (gpm): ____ METHOD OF TEST ____ _
f. DISINFECTION: Type ______ Amount ____ _
g. WATER ZONES (depth):
From ___ To ___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
From~ To Z.'?" Ft. 1/z..'' S'c'1 t/,o Pvc.,,
From ___ To ___ Ft. __ _
From ___ To ___ Ft __ _
8. GROUT: Depth Material Method
From~ To.f2..:5_ Ft. (3e...,/2,,,.,, './e_-=~--
From ___ To ___ Ft. _____ _
From ___ To ___ Ft. _____ _
9. SCREEN: Depth Diameter Slot Size Material
From 2? To,.75:, Ft. f /z. in. ~ in. PVC.....
From6-7S To 7 Ft. '('2-in. -==... in. c...A?
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth Size Material
From o .. s To lo Ft. ___ No,5''7 S{o->re_
From ___ To ___ Ft. ________ _
From To ___ FI. ________ _
11.DRILUNG LOG
From To
0 7
7 to
12. REMARKS: I
'3 FT 5? C. 0710e'R!.
Formation Description
Cfc.1
I
AS CONSTRUCTED IN ACCORDAfJCEWITH
ARDS AND THAT A COPY OF THIS
LO ER.
DATE
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. {919) 733-7015 ext 568. FormGW-1b
Rev.12/07
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# r/ 3 ;}.)_ -?)
Wen Contractor Company Name l'\ , . ";\
STREET ADDRESS 06 0 R, 't ! l?:9 ],Iii<_ ' J?J uc ha r 1tv, U 1+ :J fo ~?.
City or Town State, Zip Code
< S:1o r JS q -;) d-¥9
Area code-Phone number
2.WELLINFORMATION: 9/p. "D 6
SITE WELL JD #(if applicable)_f_ 1L?_· _-_L ______ _
WELL CONSTRUCTION PERMIT#(if applicable) ______ _
OTHER ASSOCIATED PERMltt{if applicable} ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/Public0
Industrial/Commercial• Agricultural• Recovery• lnjection0
lrrigatiorO Other~ ~list use) __________ _
DATE DRILLED . 2 7-OCj
TIMECOMPLETED /0 30
4. WELL LOCATION:
c1:Y: Cbo.,pe ( 1-{;t(
AM(PM•
COUNTY O,~
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LA)'JD SETTING: • Slope • Valley 'I(' Flat • Ridge • Other.=======-.
(check appropriate box) f
LATITUDE f\] 35 o si .. 038
LONGITUDE WO 7'1°05~ 3001
May be in degrees,
minutes, seconds or
in a decimal format
Latitude/longitude source: )&--Gps • Topographic map
(location of well must be sffown on a USGS topo map and
attached to this form if not using GPS}
5. FACILITY-is !he name of t-.e business where the :"ell is located. CJ l./
FACILITYID#(ifapplicable) ffrrvt• f fvo. bv~O
NAMEOFFACIUTY0rC<..o/ co. C sf-D Lo..vtc}{.'I/
STREETADDRESS / 51'-/-GV&:iotkS flD,
CHAPGL--i-/Jll,, /If/:.,. .:l 751(;-Silt'+
City or Town State Zip Code
CONTACT PERSON y\,tf.l. MICt-/A &IJ1G11G:tlGll-
MA~ ADDRESS /J_b'7 e-Ud/bJ{L S /2f2
~fJGt-: J .. itu., /\IC-rt75tfa-7117
City or Town ~ State Zip Code
< cv er >-q l&3 ~ 20a:> c,x-r. ,1.., 1
Area code -Phone number
6. WELL DETAILS:
a. TOTAL DEPTH:_~/~{)~---
b. DOES WELL REPLACE EXISTING WELL 7::s• NO•
c. WATER LEVEL Below Top of Casing: __ {Y/j_,._~_FT.
(Use"+" if Above Top of Casing}
d. TOP OF CASING IS ,5 FT.Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (gpm}: f\/4 METHOD OF TEST -----
f. DISINFECTION: Type ______ Amount ____ _
g. WATER ZONES (depth}:
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
From f 3 To 2-~Ft Vz... ,r Sc..l, l/o
From ___ To ___ Ft. __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth Material Method
From_Q__ To O -5Ft. ___ ~&rb,:le
From ___ To ___ FL _____ _
From ___ To ___ Ft _____ _
9. SCREEN: Depth ,... Diameter Slot Size Material
...tf!II,;. ,5,,. '.k,i" '-i' From 'i To ~ Ft. in. '~ in. ___ _
From 2.... s= To (; . 7 s Ft. 1/2= in. , l't in. Pvc.
From (;.7s To_:z__Ft.~in. --in. CAf>
10. SAND/GRAVEL PACK:
Depth Size Material
From fte,=--To ~ Ft___ d,-¾4J, f..:
From O, r To_LQ_ Ft. NO-5 '7 :s 6z!::yz_
From ___ To ___ Ft. ________ _
11.DRILLING LOG
From To Formation Description
0 /0
12. REMARKS: J Fr .5f vO-fe. G:rr!C-rde-
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. (919} 733-7015 ext 568. FormGW-1b
Rev.12/07
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# d 5;).) -ff-
1. WELL f9NTRACTOR: r' //' /(A-L?fl l. ~(!_~e furl
~ontractor (lndivijual} Name '),. _ ~ k:th erd c) /m fn([nJ ,U/l.•Ylh; .J., 1"'1..
Well Contractor Company Name 'll.
STREET ADDRESS 6 6 ):;/1,'fl R.~ U/?..
Bv.~h11v-~o UA ()'/o(oC,
City or Town State Zip Code
< '{:4 o }-JS{ :> a Y 9
Area code-Phone number
2. WELL INFORMATION: P/P-co 7 SITE WELL ID #{if applicable),_--'(;')"------------
WELL CONSTRUCTION PERMIT#(jf applicable) ______ _
OTHER ASSOCIATED PERMIT #{if applicable) ______ _
3. WELL USE {Check Applicable Box) Monitoring• Municipal/Public•
Industrial/Commercial• Agricultural• Recovery• Injection[]
lrrigatiorll Other• (list use} __________ _
DATE DRILLED {-L 7-09
TIME COMPLETED Cj .· Lf 5
4. WELL LOCATION; {-{ ~ l ,·
c1TY: 0/\ope-f , ' __
~PM•
COUNTY()(~
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING:
D Slope • Valley ~-Flat a Ridge • Other
(check appropriate bOX) ,=======-,
& 1 3 S C:. 8 7 g / May be in degrees,
LATITUDE •~ _ <> J .,, D minutes, seconds or
L I 0-79 0 Q 5 308 I in a decimal format LONGITUDE~ _ ,
Latitude/longitude source: )( GPS • Topographic map
(location of well must be shown on a USGS topo map and
attached to this form if not using GPS)
5. FACILITY-is the name oft'le business where th~well is located. _ ; f
FACILITYID#(ifapplicable} Per,,....,.+ I\Jo. b8~o\
NAME OFFACILITY O VC<.v\."j,g Ccv'll.-\.-i <:.-~ D l.A~t-\1
STREET ADDRESS J 5 I 4 EV~ tJkS Ro,
C--H!lPG~ /-lilt-. tJe,, .? 15/ It -,Pi¥:
City or Town ' State Zip Code
CONTACT PERSON (¥11<. ffltt:J-IIUft--i11Gltfklkil?
MAILINGADDRESS /)-07 f;-t}f,4.nJ5 @,
Cl-l-tl/¥'-H1u. 1vc..-.2.1511£-1177
City or Town I State Zip Code
< Cft Of }-1b<cr ..z93ca · Gg-c.:217
Area code -Phone number
6. WELL DETAILS:
a. TOTAL DEPTH: __ /,_O __ _
b. DOES WELL REPLACE EXISTING WELL? YES•
c. WATER LEVEL Below Top of Casing: A/ :A::
(Use"+" if Above Top of Casing)
~•
FT.
d. TOP OF CASING IS ~ t 3 FT Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (gpm): METHOD OF TEST
f. DISINFECTION: Type Amount
g. WATER ZONES (depth):
From ___ To ___ From ___ To ___
From ___ To ___ From ___ To ___
From ___ To ---From ___ To ___
7. CASING: Depth Diameter Thickness/Weight Material
A 2 ~ {~If :ScJ,!/o Pvc From~ To_·_,_Ft~~~-
From ___ To ___ Ft. __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth Material Method
From~ To~t. _____ _
From O To O -5 Ft. {3--4?,de-n~'-K_.~~~--
From ___ To ___ Ft. _____ _
9. SCREEN: Depth Diameter Slot Size Material
From2.• 5 To '-15 Ft.J!L.in. !/.£ in. ?Ve__
From£1...2. To_:J__Ft.~n. -in. cA£
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth Size 4 10Ma
5
te~ <'.L
0 From C2· 5 To~Ft. ___ f"' f ....-".T071(.._
From. ___ To ___ Ft. ________ _
From To ___ Ft. ________ _
11.DRILLING LOG
From To Formation Description
0 /0
I
12. REMARKS:
~ FT .5qvc:;:,J,Ul
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt., FormGW-1b
Rev.12/07 1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. {919) 733-7015 ext 568.
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# J :3:J;). -J4-
Well Contractor Company Name ,
STREET ADDRESS 0 6 OR/(/ /(,1~ })I'!.
h uclie:n Av-. <J A d Y-tJ & (o
City or Town State
( ;;-t}o )-$</--;J Jf 1
Area code-Phone number
Zip Code
2. WELL INFORMATION: p/ p ✓']) 8
SITE WELL ID #{if applicable) . l7 -L
WELL CONSTRUCTION PERMIT#{if applicable) ______ _
OTHER ASSOCIATED PERMIT #(if applicable} ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/Public0
Industrial/Commercial• Agricultural[] Recovery[] Injection•
lnigatioril Other• (list use)_~---------
DATE DRILLED I ·-2 7 ·-0 9
TIME COMPLETED_9-<-=O~5~---A~ PM•
4. WELL LOCATION;. , (
CITY: Cho-.pel H:1 COUNTY O(@!f'
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LA)'JD SETTING:
0 Slope O Valley 'fi"Flat • Ridge O Other,========,
(Check appr.oprlate bas I 1. \ Q c. o (<) I \ C, May be in degrees,
LA TlTUDE N .:::> -.J O ' I minutes, seconds or
LONGITUDE w O 7'f o O 5,. 3 j \ I .__in_a_de_c_im_al_fo_rm_a_t __,
Latitude/longitude source: !YGPS • Topographic map
(location of well must be shown on a USGS topo map and
attached to this form if not using GPS)
5. FACILITY-is the name of the business where thewetl is located
FACIUTYID#(ifapplicable) /Jo ~~-() '{-
NAME OF FACILITY o_ t ~J)::;.J~j C: lAN'f>Flu...
STREET ADDRESS 15'! _ J..i3frd~ <; _
CJ.MP~ J./JiL-1 ;Vt--;2751(f-el21f
City or Town State Zip Code
coNTAcT PERSON rna. m, 6-lat::t J11df-1t(i-H6t2
MAILING ADDRESS /,J.,t:J7 £-U J311fll/{(;@
(!_HqP,5-1,,, I../ Uk -A I~ .z. 151 b -7171
City or Town I State Zip Code
( q,q )-q4?t3-~ ~:1-17
Area code -Phone number
6. WELL DETAILS: l o a. TOTAL DEPTH:. __ --"-------
b. DOES WELL REPLACE EXISTING WELL? YES• Ne/{.
c. WATER LEVEL Below Top of Casing: _____ FT.
(Use"+" if Above Top of Casing)
d. TOP OF CASING IS ____ FT.Ab ove Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (gpm}: ____ METHOD OF TEST ____ _
f. DISINFECTION: Type. ______ Amount ____ _
g. WATER ZONES (depth}:
From ___ To___ From ___ To __ _
From ___ To ___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
From+ 3 To 2.S-Ft. ½ if ~ I/{) fife_
From~ To__:z_Ft. __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth Material Method
From__Q__ To 0-5 Ft. ___ ~6e4,f<L
From ___ To ___ Ft. _____ _
From ___ To ___ Ft. _____ _
9. SCREEN: Depth Diameter Slot Size Material
From c,!fj-To • Ft. in. in. ~---
From 2 -S To G.75"Ft. '/-z_.. in. '/4 in.~~--
From-6..:15. To--1_ Ft....L.s::._~
10. SAND/GRAVEL PACK:
Depth Size Material
FromO TolO Ft. __ ~/1/4,575~
From. ___ To ___ Ft. ________ _
From To ___ Ft. ________ _
11.DRILUNG LOG
From To Formation Description
t€ed Clect
J
12. REMAJiKS: i . D / 2 Fr <2 07i c f'<:TT?' ?c..cf
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt.,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. {919) 733-7015 ext 568. FormGW-1b
Rev.12/07
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# _________ _
Well Contractor Company Name ---,....,_
sTREET ADDREss &>o Vtf .'1( tf_,7 L>R.
3 ur:J,njt\ (hA Ue ;J Y.o 6 ,
City or Town State Zip Code
< ,9/o 1-J_ c~ -j J Y 9
Area code-Phone number
2. WELL INFORMATION: P/ 1) C j) Q
SITE WELL ID#(if appiicable} __ U' __ T" ______ / ___ _
WELL CONSTRUCTION PERMIT#(il applicable) ______ _
OTHER ASSOCIATED PERMIT #(if applicable) ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/Public•
Industrial/Commercial• Agricultural• Recovery• Injection[!
!rrigatiorO Other• (list use)-----=---------
DATE DRILLED 1~-27-0j .
TIME COMPLETED / A~ PM~
4. WELL LOCATION: fZZ
CITY: C.,i,"\.D::(d 1--\; I ( COUNTY Orruist>
(Street Name, Numbers, Communrty, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHJC 1.1:A)ID SETTING: • Slope D Valley ~lat • Ridge O Other.========..
( check appropriate box) 1 . 1
LATITUDE N 3 5 ° 5 '6"' \ b \ --I
LONGITUDE \JJ O i""fl:(0 0 5,310
May be in degrees,
minutes, seconds or
in a decimal format
Latitude/longitude source: ~ GPS • Topographic map
(location of well must be shown on a USGS topo map and
attached to this form if not using GPS)
5. FACILITY-is the name of the business where the well is located.
FACIUTYID#(ifapplicable) /JO, 68 ~01-
NAMEOFFACIUTY o,~;;: Cou(\+1 l~B/4~
STREET ADDRESS 15'1 !J t:: 't5(Mlk5, /?J). ~,,
{!,J/f!Pf4. /.l11..,1e ;{c_ a. 151 I.,, -<(!:;;z Jlf
City or Town ' State Zip Code
coNTACT PERSON Me . rn I CJ-+tu:·L M GBG-tltr£
MAILING ADDRESS / dD7 &u&titks R,£>.
CflA.t2G:L-141 L-t--NC a775f k-z127
City or Town ?itate Zip Code
< q I 1 >-4'{p¥1)-:Z<&>o GxJ:. :Z17
Area code -Phone number
6. WELL DETAILS:
a. TOTAL DEPTH: __ -11,/0._.. __ -___ _
b. DOES WELL REPLACE EXISTING WELL? YES•
c. WATER LEVEL Below Top of Casing: A/-A:
(Use "+" if Above Top of Casing)
¥•
FT.
d. TOP OF CASING IS -S FT.Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in acc~rdrnce with 15A NCAC 2C .0118.
e. YIELD (gpm}: tJ A-METHOD OF TEST A.f'/t-
f. DISINFECTION: Type ______ Amount ____ _
g. WATER ZONES {depth):
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
From f? To z_ S-~t. •/2" __ W-
From ___ To ___ Ft.. __ _
From ___ To ___ Fl. __ _
8. GROUT: Depth Material Method
From~ To 5. c:;-Ft ____ ~ .. -&--,,,:fe
From ___ To ___ Ft. _____ _
From ___ To ___ Ft. _____ _
9. SCREEN: Depth Diameter Slot Size Material
From~ To 6. 75 Ft. l /-1.,, in_ ~ in. fvc_
From & ,7 5 To--=r_ Ft. 1 f'L in. ~i~
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
De_,pth
From O • 5 To.l!l__ Ft. __ _
Size _ Material ~~ ·M r-rz~ ne_
From ___ To ___ Ft. ________ _
From To ___ Ft. ________ _
11.DRILLING LOG
From To Formation Description
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt.,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. [phone] ext 568. FormGW-ib
Rev.12/07
NON RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# d 5;};)._~ A
Well Contractor Company Na~ ,I) A
ST~T ADDRESS (c:6 .J>R.'f/ «•) u,f'
_D_'IICIYJ//)ft'v't lfp d 'I Oto(,
City or Town State Zip Code (Si• )-JS"</: );;-Sq
Area code-Phone number
2. WELL INFORMATION: p 0 P-CD I 0
SITE WELL ID#(ifapplicable) ____________ _
WELL CONSTRUCTION PERMIT#(if applicable) ______ _
OTHER ASSOCIATED PERMIT #(if applicable) ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/Public•
Industrial/Commercial• Agricultural• Recovery• Injection•
lrrigatioril Other• (list use) __________ _
DATE DRILLED / ~ 2__'] •-DC,
TIME COMPLETED '7 5 0 AM?( PM•
4. WELL LOCATION: . /if'~
CITY: ChP--P?--1 ,{ IL COUNTY Dro.ruy;
(Street Name, Numbers, Community, Subdivision, Lot No .. Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING:
[i(""stope • Valley • Flat • Ridge • Other.========-.
(check appropriate box) 1 May be in degrees,
LATITUDE N 3 5 ° 5 g ' \ fJ O minutes, seconds or
W O 1 0 ° 5 2 I' 2, f in a decimal format LONGITUDE I O • 'O
Latitude/longitude source: )(GPS • Topographic map
(location of well must be shown on a USGS topo map and
attached to this form if not using GPS)
5. FACILITY-is the name of the business where t'1ewell is located
FACILITY ID #(if applicable) tJerun, r No. t,9 ·-otf
NAME OF FACILITY Df¾tnlt!& Q>v;1; Cf D ltt@R~
STREET ADDRESS / 5i ,q W ti/!$ R.Q t!Haea,, J-1,u. Ii[{!__ ,;1.1511.,~ qr;1.1tf
City or Town ~ State Zip Code
CONTACT PERSON Af/l. IJIJtt-H6&-M@(;t-Ji;e,_
MAILINGADDRESS / ;J.CJ7 EV6tttvk<; flt.)·
C-HePtfL--Hu&, r✓C-:Z75ll.e-7177
City or Town ' State Zip Code
< q I q >-q(g{3~ 2.fr,t) &xr, JI?
Area code -Phone number
6. WELL DETAILS: /O rr
a. TOTAL DEPTH: _______ _
b. DOES WELL REPLACE EXISTING WELL? .,_Y~ NO•
c. WATER LEVEL Below Top of Casing: ---'-/_V 1 __ FT.
(Use "+" if Above Top of Casing)
d. TOP OF CASING IS -}-3 FT.Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (gpm}: ____ METHOD OF TEST ____ _
f. DISINFECTION: Type ______ Amount ____ _
g. WATER ZONES (depth):
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
f 7 2 ~ j /z_;r 1/fJ:!J.t..lfD /7(/C., From __ To_·_Ft. __ _
From ___ To ___ Ft. __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth
From_Q_ To O.") Fl.
From~ To_l_ Fl.
Material
From ___ To ___ Ft. _____ _
Method
9. SCREEN: Depth Diameter Slot Size Material
From 2, 5 To C.75' Ft. i/,-z_ in. 1/'-/ in. fVc
From 6-75 To__J__Ft. '/2...Jn. in. PVc Cu...p
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth Size Material . /
From / To /D Ft. > % tr &YC.. ve +
From ___ To __ Ft..___ No. '.57 5":
From To ___ Ft.. ________ _
11.DRILLING LOG
From To
CJ (0
p _ fyormation Description
,<eo 13 ra:, f,,<..J YI C I c..7 I
12. REMARKS: k g:::> IJ
3 FT 5%uc-1f-'< Co-,.-, CY-.Q. 1 °'Cl
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt.,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. [phone] ext 568. FormGW-1b
Rev.12/07
N 01V RESIDENTIAL WELL CONSTRUCTION RECORD
North Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# ;; 3J) ~/-f
1. WE~ ONTRACTOR: () /2 _ (!fl
ls:ilLPI-/ L, _)C_y9 tfQZ
Well ontractor Company Name:-/}
~ADDRESS bo ~/// ttJ,;
___/;j_ ue,br+ri 1-w, ---t:t ;; Yo G
City or Town State Zip Code
<S'tP }-;>s'{ dd-fc,
Area code-Phone number
2. WELLINFORMATION: ·p /' P-CD I I
SITE WELL ID#(if applicable) __ L7 __________ _
WELL CONSTRUCTION PERMIT#{ifapplicable) ______ _
OTHER ASSOCIATED PERMIT #(if applicable} ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/Public0
Industrial/Commercial• Agricultural• Recovery• Injection[]
lnigatiorll Other• (list use) __ ~------~-
DA TE DRILLED f -'2-b -0 9
TIME COMPLETED i/ / 5
4. WELL LOCATION: / 1.l
c1TY: C hcy>e, µ, _
AMO~
COUNTY 0Ctl.1J8ll
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING:
~Slope O Valley • Flat O Ridge O Other.=======-.
(check appropriate box½ . / 9 1 May be in degrees,
LATITUDE f\J 3 5 O 5 D • \ 0 minutes, seconds or
LONGITUDE \A) 0 7°{ e O 5, L 01 I in a decimal format
Latitude/longitude source: « GPS • Topographic map
(location of well must be shown on a USGS topo map and
attachect to this form if not using GPS)
5. FACILITY-is the name of the businesswheret;1ewell is localed. t f
FACIUTYID#(ifapplicable}#'fMrt No, 68-DT
NAME OFFACILITYDl<..""J--,.v,Qg_ (ov/1,ff C-1--.D func){: / /
STREET ADDRESS /5f 4 b/64-AJ/L> ~
ewa:L. ii: 11.-0 Ille, r2 1 s-a;, -e;?, <1
City or Town State Zip Code
CONTACT PERSON /J1A • f}1/ (!J./Aft.-f}1tfliGH$
MAILING ADoREss le?o1 &vt3flll} I:. s f<J2
(ld--/ll-(Ja-th U, 1/)c, ,;( 751 f.e -71 7 7
City or Town State Zip Code
c 1t 1 i-1ltB-2W etr :z17
Area code -Phone number
6. WELL DETAILS: '?i
a. TOTAL DEPTH:. __ ;;_. _fJ ____ _
b. DOES WELL REPLACE EXISTING WELL? YES• NO•
c. WATER LEVEL Below Top of Casing: A...IA-FT.
(Use"+" if Above Top of Casing)
d. TOP OF CASING IS ____ FT Ab ove Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118.
e. YIELD (gpm}: ____ METHOD OF TEST ____ _
f. DISINFECTION: Type ______ Amount ____ _
g. WATER ZONES {depth}:
From ___ To ___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
From/-3 To 2. S-Ft. 1/2 .-r .>c.l1 ~ fik_..
From ___ To ___ Ft __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth Material Method
From O To O • ~t. CcM C,rele...__
From O · S To I Ft. ___ l?_e_n/1:n--i: k
From ___ To ___ Ft. _____ _
9. SCREEN: Depth Diameter Slot Size Material
From '2-5" To{;.75 Ft.1/z in. 1/y in. ?f/c_
FromZ•7>To~Ft. __ in. __ in. CAF
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth Size )llaterial t
From o,5To_LQ_ Ft.~r_b~Jr_ei~v~e_"'-+---
From ___ To ___ Ft. ________ _
From ___ To ___ Ft ________ _
11.DRIWNG LOG
From To
0 ·-10 Ee, 1 Formation Descrigtion
• C/ -brown Crc-.....7
I
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt., FormGW-1b
Rev.12/07 1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. [phone] ext 568.
j~, N OJV RESIDENTIAL WELL CONSTRUCTION RECORD f5(~TJ}g ... \ "~ North:=~m~::,=:::::,;:;;:~:~;~•t;:W""Qu,Hty
1. WEL~. NTRACTOR: s• ~ /7/e d. TOP OF CASING IS ·3 FT.Above Land Surface* ~ L?l 1 (_ • /Y n.. _,,, *Top of casing terminated at/or below land surface may require q: fri · 1...: " ., • a variance in accordance with 15A NCAC 2C .0118.
~o~, tr ctor (lndi~-u .I) Name . J) /, N A_ 11. l A
1 ..J . I ,-,, e. YIELD (gpm): --~--METHOD OF TEST f'\l T\
1'\ < --/+-1.£l )/l'hlnH-15 / R,1( '1"'1 _..1-..,,c. f. DISINFECTION: Type. ______ Amoun_t _ ____c. __ _
Well Contractor Company Name';--._ /) !\ -----
STREET ADDRESS /_po !.){f, 1(( K.. • lA l,.)_,-1 • g. WATER ZONES (depth):
~l)C!},1tt-,4~ l) fJ :, 'Id ~/4 :;::== ~:== :~::_ ~:_
City or Town State Zip Code
< S-t/c >-:i )4-d:d Qy
Area code-'5tione number
2. WELL INFORMATION: p G. ?~ (_ D { L.._
SITE WELL ID #(if applicabteL
\/\/ELL CONSTRUCTION PERMIT#(if applicable) ______ _
OTHER ASSOCIATED PERMIT #(if applicable) ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/Public[}
industrial/Commercial• Agricultural• Recovery• Injection•
lrrigatiorll Other• (list use) __________ _
DATE DRILLED 1 -2.b ~ c 9
TIME COMPLETED / :cii~
4. WELL L~9A TION: . 11 -l l
cITY: <.;, •. J:09-fe I n•
AMO Pi'-3 : 0-0
COUNTY 0rD.fl9l/
(Street Name, Numbers, Communijy_ Subdivision, lot No., Parcel, Zip Code}
J;PPOGRAPHIC / LAND SETTING:
:t'J..,_$Iope • Valley O Flat • Ridge • Other.=======,
(check approprl~e box) _ Q t
LATITUDE t-J 3 S 5t3. l oO
LONGITUDE vJ 01qc1 o :> , jfi I i
May be in degrees,
minutes, seconds or
in a decimal format
Latitude/longitude source: .(' GPS • Topographic map
(location of weff must be shown on a USGS topo map and
ciftached to this form if not using GPS)
5. FACILITY-is the name of the business where the well is located
FACILITY IO#{ifappficable}fef M.~ .\-N~ -b8-a \\-
NAME OF FACIUTYor~ Cou/\\-1 c"" v l.A0oF-·t t
sTREET ADDREss 1514-t;u~N'.k5 /lp
&(,ffft..-J..1:11.L, dv 7, ~ -SA, tf:
City or Town State Zip Code
CONTACT PERSON £111< . /111. J(!J./fl:Gi, MGfl{si-Jl:i(l...
MAIuNGAoDREss 1,,zo7 £v&t1r.1kS l<o
CW-ttP£i--Hl'i'-. ,VC-!l-75U.e -7177 City or Town J State Zip Code
\'111>-0{,'o'-2,</;00BtrtX'l7
Area code -Phone number
6. WELL DETAILS: 0
a. TOTAL DEPTH:. ___ / ____ _
b. DOES WELL REPLACE EXISTING WELtitESO
c. WATER LEVEL Below Top of Casing: 'A
(Use "+" if Above Top of Casing)
From ___ To __ _ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight Material
From-1-3 To 2. 5 Ft..Y.z_ .5c4 VO f Ve...
From ___ To ___ Ft __ _
From ___ To ___ Ft. __ _
8. GROUT: Depth Material Method
From () To O · 5 Ft. (}__,"71 C Ye fe._
From~To ( Ft. ___ &,____.n_n_fn;,;fe_
From ___ To ___ Ft. _____ _
9. SCREEN: Depth Diameter Slot Size ~terial
From? :J To (. 75;_ 1/'2. in. 1/'f in. Pt/c_
From G · 75 ro__:J__ Ft. r/7_.jn. == in.CA:p
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth Siz~;/ Material / I ID >~11 &ra. ve From._~ ___ To __ ~ Ft. -~~---''-"-~
From. ___ To ___ Ft. ________ _
From To ___ Ft. ________ _
11.DRILUNG LOG
From To Formation Description
0 /0 12.ed CIC\. i I
12. REMARKS:
3FT =1~
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt.,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. [phone] ext 568. FormGW-1b
Rev.12/07
N Oli/ RESIDENTIAL WELL CONSTRUCTION RECORD
No1ih Carolina Department of Environment and Natural Resources-Division of Water Quality
WELL CONTRACTOR CERTIFICATION# ;; 3;);) -I/
Well Contractor Compan/ Name"\.
1
/ /J; A
~T ADDRESS l..s,o -!)_('1 / ff ,7 Utt.,
J::5_ /A(! Ii 14--4,,, () ,a d-V D b '
City or Town State Zip Code
1 rv.o )-c;)S-y ~;}.) ~1
Area code-Phone number
2. WELL INFORMATION: 'P _ ·.
SITE WELL ID#(ifapplicable) (;_ p cJ) f3
WELL CONSTRUCTION PERMIT#(if applicable) ______ _
OTHER ASSOCIATED PERMIT #(if applicable} ______ _
3. WELL USE (Check Applicable Box) Monitoring• Municipal/Public!]
Industrial/Commercial• Agricultur<J!D R.ecovery[J !njectifnD
lrrigatior{I Other• (listuse)l.c,._>1df:I( 61;.S llrtO>'l1 tor, t"lq
DA TE DRILLED I-2f,-0 1
TIME COMPLETED _/ 3 5 AM• P~
ff; l l COUNTY Oransv 4. WELL LOCATION:
CITY: C'h0-.f e.. f
(Street Name, Numbers, Community, Subdivision, Lot No., Parcel, Zip Code)
TOPOGRAPHIC/ LAND SETTING: • Slope D Va!ley~lat • Ridge • Other-;=======,
(checK appropriate box) 1
LATITUDE u 35° SfL \SI
LONGITUDE vJ O 19°05~ t\ \ i
May be in degrees,
minutes, seconds or
in a decimal format
Latitude/longitude source: l!i(GPS • Topographic map
(location of well must be shown on a USGS topo map and
attached to this form if not using GPSJ
5. FACIUTY-isthenameofthebusin~wheret~ewellislocated. . •
FACILITY ID#{ifapplicabfe) [_("'( M< "t (\JO, .£8· 04
NAME oF FACILITY or 0\.-"~ Q:v.-,-t1 0:i D ~-ti
STREET ADDRESS /Y'-1-EUl°;A11/k5 /ll>
CJ4:!P0c 1-1:t t-1.-, tv e-:z_ 7 51 Ir 8:Zi 'f:
City or Town 7 Slate Zip Code
CONTACT PERSON /J1f?_ · J11 I~ l'J1@(:H-/J!d..,
MAIUNGADDRESs /.:Zf21 &v/3a,vk5,. tlD
C-l+ePet-1-1,u.., t,1e,. ;z7f5'!&-11 z7
City or Town ' State Zip Code
111 1-t'/&er: 1-~ &KC,J..11
Area code -Phone number
6. WELL DETAILS: /5 ~T a. TOTAL DEPTH:~-------
b. DOES WELL REPLACE EXISTING WELL? YES[] ~
c. WATER LEVEL Below Top of Casing: -~ 'fV A FT.
(Use"+" if Above Top of Casing)
d. TOP OF CASING IS f 3 FT.Above Land Surface*
*Top of casing terminated at/or below land surface may require
a variance in accordance with 15A NCAC 2C .0118. A /~
e. YIELD (gpm}: /vA METHOD OF TEST /VJ -~-------f. DISINFECTION: Type ______ Amount ____ _
9-WATER ZONES (depth):
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
From ___ To___ From ___ To __ _
7. CASING: Depth Diameter Thickness/Weight
From±.3._ To L.. Ft. I/~ 11 .).cti qo
From.1:..2__ To~Ft 1/-z._" .Set, '-/0
' From ___ To ___ Ft. __ _
Material
&__
PtC-
8. GROUT: Depth Material Method
From O To 0-:) FL B~;---k._--c-----
Frorn_!}__ To 7. '3 Ft. 0-e•'liP-n; _,_-1...,,e., ___ _
From ___ To ___ Ft _____ _
9. SCREEN: Depth Diameter Slot Size Material
From---2:::_ To l-75""" Ft 1/z__ in. }.lJ_ in. PVc__
From~ To ii.l-'15 Ft. 1/z.. in. _!j..:d__ in. ~P,~·c..~_
From ___ To ___ Ft. __ in. in. ___ _
10. SAND/GRAVEL PACK:
Depth Sizt; /. Material
From O To__:7_ Ft. / '3/8 11 _G=-~"-"'--'--ve-'--'-(~
From '7, 5 To~ Ft. > 5/4" (;re>\ V'e /
From ___ To ___ Ft. ________ _
11.DRllLING LOG
From To Formation Description
0 g
IS
Submit the original to the Division of Water Quality within 30 days. Attn: Information Mgt.,
1617 Mail Service Center-Raleigh, NC 27699-1617 Phone No. [phone] ext 568. FormGW-1b
Rev.12/07
E
APPENDIX Section E Historic Static Water Elevations – Draper Aden Associates, 2019
CLIENT: ORANGE COUNTY SOLID WASTE MANAGEMENT
FACILITY: ACTIVE C&D FACILITY
LOCATION: CHAPEL HILL, NORTH CAROLINAPROJECT: GROUNDWATER MONITORING PROGRAM
HISTORY OF STATIC WATER ELEVATIONS
DATE MW-04 MW-05 MW-110S MW-110D MW-201R MW-204S MW-204D MW-209 MW-210 MW-210D MW-211R
ELEVgs 547.66 522.04 537.91 537.88 529.05 515.78 516.69 513.77 522.48 520.76 536.24
ELEVmp 549.99 523.79 540.24 540.18 531.05 517.99 517.75 515.95 525.17 523.80 539.49
01/03/90 521.61 511.79
04/16/90 523.57 511.66
07/17/90 521.28 506.25
10/29/90 516.65 506.29
01/30/91 518.32 510.41
07/11/91 518.74 506.29
11/14/91 515.07 505.37
05/28/92 516.82 507.62
10/27/92 514.24 505.71
02/23/93 516.82 512.29
06/30/93 520.07 506.37
10/28/93 516.67
01/24/94 516.76 509.97
09/21/94
11/03/94 516.84
12/20/94 516.14 505.78
02/02/95 516.39 505.87
03/13/95 518.02 511.67
03/22/95 512.47 511.13
05/09/95 515.55 509.51
05/18/95 515.39 509.55
07/20/95 516.99 511.08
11/15/95 518.59 509.87
11/28/95 517.31 511.56
02/28/96 520.92 513.65
07/25/96 521.56 505.90
08/07/96 516.69 510.25
08/27/96 515.82 509.34
02/25/97 521.62 511.38 521.55 509.63
09/03/97 519.74 505.84 515.04 507.83
03/25/98 522.77 515.28
05/04/98 524.30 509.76
11/02/98 518.27 504.69 512.93 506.83
04/26/99 519.63 507.19 517.68 511.18
11/22/99 520.70 509.25 517.79 511.26
05/23/00 522.28 509.95 520.63 512.90
11/29/00 518.42 508.48 515.74 508.97
05/30/01 518.04 510.93
06/05/01 519.57 510.52
11/13/01 515.86 506.39 512.84 506.48
06/04/02 515.89 507.87 513.69 507.23
03/13/03 518.74 513.07 519.74 513.23
06/19/03 521.57 514.49 522.04 514.55
12/08/03 519.49 514.04 517.09 510.37
06/22/04 519.56 508.38 517.35 501.48
11/30/04 518.09 512.51 517.64 510.40
06/01/05 518.43 509.88
06/06/05 518.52 510.78
11/02/05 515.43 507.17 512.62 505.66
11/09/05 504.69 509.12 510.91 510.74
05/23/06 516.59 515.04 507.89 509.22 512.46 512.57 515.74
11/17/06 515.12 513.38 512.63 507.07 507.42 513.33 513.20 512.75
06/14/07 517.85 509.06 516.41 508.56 508.27 512.16 512.90 515.81
12/12/07 512.44 512.02 510.13 503.69 504.54 507.64 510.43 508.23
06/11/08 515.55 510.20 514.63 507.73 507.78 511.80 511.89 514.95
11/06/08 514.54 509.48 513.28 506.27 506.59 510.77 512.62 512.80
05/20/09 517.14 512.14 516.76 509.70 510.93 513.84 513.00 516.86
11/19/09 514.85 511.55 513.57 507.46 508.93 507.04 512.17 513.29 510.99
06/24/10 518.72 510.98 516.37 509.58 512.12 509.49 512.65 513.03 515.54
11/17/10 515.04 509.85 513.04 505.93 504.73 505.19 509.83 512.68 509.89
05/24/11 516.54 511.91 515.29 508.66 510.38 509.90 513.34 512.98 515.92
11/17/11 513.17 511.10 504.68 504.84 509.56 512.80 510.10
06/05/12 516.81 515.52 509.06 509.94 513.56 513.09 516.51 520.67
11/12/12 515.97 513.66 506.66 507.72 512.90 514.01 518.50
05/13/13 517.75 517.04 510.85 513.24 513.41 518.53 522.04
11/11/13 518.54 516.72 509.15 511.36 513.24 516.82 519.88
05/13/14 521.11 521.52 512.58 515.42 513.41 519.58 526.40
11/11/14 516.49 514.27 506.98 506.32 512.93 513.05 517.30
05/12/15 520.04 519.42 511.92 513.61 512.70 518.10 524.17
11/10/15 517.67 517.28 510.27 508.26 513.30 514.97 521.81
05/18/16 521.95 521.29 513.89 513.98 512.91 518.85 525.35
11/15/16 519.09 517.10 509.15 508.44 512.54 515.25 519.99
05/30/17 518.69 518.00 510.94 511.19 512.65 516.52 519.52
11/14/17 515.54 512.54 505.01 504.64 512.00 510.56 514.93
05/14/18 517.84 516.32 509.58 509.64 512.25 514.82 519.07
11/12/18 518.94 519.36 512.33 512.05 513.13 516.56 522.71
05/20/19 523.13 521.34 513.43 512.74 512.41 518.40 526.37
MIN 512.44 504.69 510.13 501.48 504.73 504.54 507.64 510.43 508.23 510.56 514.93
MAX 524.30 514.49 522.77 515.28 512.12 515.42 513.84 513.41 518.53 519.58 526.40
MEDIAN 518.06 509.85 516.69 509.58 509.66 508.83 512.17 512.90 514.48 516.54 520.67
RANGE 11.86 9.80 12.64 13.80 7.39 10.88 6.20 2.98 10.30 9.02 11.47
STD 2.52 2.64 2.98 2.82 2.73 3.04 1.84 0.68 2.90 2.47 3.22
Elevations expressed in feet above mean sea level.
Upgradient wells shaded yellow.
All SWE data have been corrected to survey data obtained during May, 1999.
ELEV-mp and ELEV-gs derived from survey performed during May, 1999.
R00592-210C-02
F
APPENDIX Section F Orange County Eubanks Road C&D Landfill Permit Renewal Drawings – Draper Aden Associates, 2019

THESE PLANS HAVE BEEN SUBJECTED TO TECHNICAL AND QUALITY REVIEWS BY:PROJECT DESIGNERPROJECT MANAGERQUALITY REVIEWER Draper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861480AAAAUUUAAAAA
CLOSED ORANGE COUNTYLANDFILL UNIT  CLOSED ORANGE COUNTYLANDFILL UNIT  EUBANKSROAD C & DLANDFILLPHASE IACTIVECLOSED ORANGECOUNTY SOUTHMSW LANDFILL(PERMIT 68-01)EUBANKSROAD C & DLANDFILLPHASE IACTIVE Draper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861480
CLOSED ORANGE COUNTYLANDFILL UNIT  CLOSED ORANGE COUNTYLANDFILL UNIT  EUBANKSROAD C & DLANDFILLPHASE IACTIVECLOSED ORANGECOUNTY SOUTHMSW LANDFILL(PERMIT 68-01)EUBANKSROAD C & DLANDFILLPHASE IACTIVEDraper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861480
EUBANKSROAD C & DLANDFILLPHASE IACTIVEEUBANKSROAD C & DLANDFILLPHASE IACTIVE  Draper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861480
AAPHASES 2 & 3FUTUREPHASE 1ACTIVEPHASE 1INTERMEDIATEDraper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861480
  AABBPHASE 2 & 3INTERMEDIATEDraper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861480
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Draper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861
Draper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861TYPICAL SECTIONCAP DETAILOUTLET STABILIZATIONLANDFILL GAS PROBELANDFILL GAS VENTPLAN VIEWC & DWASTE®STORMWATER CHANNEL SCHEDULECULVERT SCHEDULEPERIMETER ROAD DETAIL
Draper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861MATERIALS1. USE A SYNTHETIC FILTER FABRIC OF AT LEAST 95% BY WEIGHT OF POLYOLEFINS ORPOLYESTER, WHICH IS CERTIFIED BY THE MANUFACTURER OR SUPPLIER ASCONFORMING TO THE REQUIREMENTS IN ASTM D 6461, WHICH IS SHOWN IN PART INTABLE 6.62B. SYNTHETIC FILTER FABRIC SHOULD CONTAIN ULTRAVIOLET RAYINHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTEDUSABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0 TO 120º F.2. ENSURE THAT POSTS FOR SEDIMENT FENCES ARE 1.33 LB/LINEAR FT STEEL WITH AMINIMUM LENGTH OF 5 FEET. MAKE SURE THAT STEEL POSTS HAVE PROJECTIONS TOFACILITATE FASTENING THE FABRIC.3. FOR REINFORCEMENT OF STANDARD STRENGTH FILTER FABRIC, USE WIRE FENCEWITH A MINIMUM 14 GAUGE AND A MAXIMUM MESH SPACING OF 6 INCHES.CONSTRUCTION1. CONSTRUCT THE SEDIMENT BARRIER OF STANDARD STRENGTH OR EXTRASTRENGTH SYNTHETIC FILTER FABRICS.2. ENSURE THAT THE HEIGHT OF THE SEDIMENT FENCE DOES NOT EXCEED 24 INCHESABOVE THE GROUND SURFACE. (HIGHER FENCES MAY IMPOUND VOLUMES OFWATER SUFFICIENT TO CAUSE FAILURE OF THE STRUCTURE.)3. CONSTRUCT THE FILTER FABRIC FROM A CONTINUOUS ROLL CUT TO THE LENGTH OFTHE BARRIER TO AVOID JOINTS. WHEN JOINTS ARE NECESSARY, SECURELY FASTENTHE FILTER CLOTH ONLY AT A SUPPORT POST WITH 4 FEET MINIMUM OVERLAP TOTHE NEXT POST.4. SUPPORT STANDARD STRENGTH FILTER FABRIC BY WIRE MESH FASTENEDSECURELY TO THE UPSLOPE SIDE OF THE POSTS. EXTEND THE WIRE MESH SUPPORTTO THE BOTTOM OF THE TRENCH. FASTEN THE WIRE REINFORCEMENT, THEN FABRICON THE UPSLOPE SIDE OF THE FENCE POST. WIRE OR PLASTIC ZIP TIES SHOULDHAVE MINIMUM 50 POUND TENSILE STRENGTH.5. WHEN A WIRE MESH SUPPORT FENCE IS USED, SPACE POSTS A MAXIMUM OF 8 FEETAPART. SUPPORT POSTS SHOULD BE DRIVEN SECURELY INTO THE GROUND AMINIMUM OF 24 INCHES.6. EXTRA STRENGTH FILTER FABRIC WITH 6 FEET POST SPACING DOES NOT REQUIREWIRE MESH SUPPORT FENCE. SECURELY FASTEN THE FILTER FABRIC DIRECTLY TOPOSTS. WIRE OR PLASTIC ZIP TIES SHOULD HAVE MINIMUM 50 POUND TENSILESTRENGTH.7. EXCAVATE A TRENCH APPROXIMATELY 4 INCHES WIDE AND 8 INCHES DEEP ALONGTHE PROPOSED LINE OF POSTS AND UPSLOPE FROM THE BARRIER (FIGURE 6.62A).8. PLACE 12 INCHES OF THE FABRIC ALONG THE BOTTOM AND SIDE OF THE TRENCH.9. BACKFILL THE TRENCH WITH COMPACTED SOIL PLACED OVER THE FILTER FABRIC.THOROUGH COMPACTION OF THE BACKFILL IS CRITICAL TO SILT FENCEPERFORMANCE.10. DO NOT ATTACH FILTER FABRIC TO EXISTING TREES.SEDIMENT FENCE INSTALLATION USING THE SLICING METHODINSTEAD OF EXCAVATING A TRENCH, PLACING FABRIC AND THEN BACKFILLING TRENCH,SEDIMENT FENCE MAY BE INSTALLED USING SPECIALLY DESIGNED EQUIPMENT THATINSERTS THE FABRIC INTO A CUT SLICED IN THE GROUND WITH A DISC.INSTALLATION SPECIFICATIONS1. THE BASE OF BOTH END POSTS SHOULD BE AT LEAST ONE FOOT HIGHER THAN THEMIDDLE OF THE FENCE. CHECK WITH A LEVEL IF NECESSARY.2. INSTALL POSTS 4 FEET APART IN CRITICAL AREAS AND 6 FEET APART ON STANDARDAPPLICATIONS.3. INSTALL POSTS 2 FEET DEEP ON THE DOWNSTREAM SIDE OF THE SILT FENCE, ANDAS CLOSE AS POSSIBLE TO THE FABRIC, ENABLING POSTS TO SUPPORT THE FABRICFROM UPSTREAM WATER PRESSURE.4. INSTALL POSTS WITH THE NIPPLES FACING AWAY FROM THE SILT FABRIC.5. ATTACH THE FABRIC TO EACH POST WITH THREE TIES, ALL SPACED WITHIN THE TOP8 INCHES OF THE FABRIC. ATTACH EACH TIE DIAGONALLY 45 DEGREES THROUGH THEFABRIC, WITH EACH PUNCTURE AT LEAST 1 INCH VERTICALLY APART. ALSO, EACH TIESHOULD BE POSITIONED TO HANG ON A POST NIPPLE WHEN TIGHTENED TO PREVENTSAGGING.6. WRAP APPROXIMATELY 6 INCHES OF FABRIC AROUND THE END POSTS AND SECUREWITH 3 TIES.7. NO MORE THAN 24 INCHES OF A 36 INCH FABRIC IS ALLOWED ABOVE GROUND LEVEL.8. THE INSTALLATION SHOULD BE CHECKED AND CORRECTED FOR ANY DEVIATIONSBEFORE COMPACTION.9. COMPACTION IS VITALLY IMPORTANT FOR EFFECTIVE RESULTS. COMPACT THE SOILIMMEDIATELY NEXT TO THE SILT FENCE FABRIC WITH THE FRONT WHEEL OF THETRACTOR, SKID STEER, OR ROLLER EXERTING AT LEAST 60 POUNDS PER SQUAREINCH. COMPACT THE UPSTREAM SIDE FIRST, AND THEN EACH SIDE TWICE FOR ATOTAL OF 4 TRIPS.MAINTENANCE1. INSPECT SEDIMENT FENCES AT LEAST ONCE A WEEK AND AFTER EACH RAINFALL.MAKE ANY REQUIRED REPAIRS IMMEDIATELY.2. SHOULD THE FABRIC OF A SEDIMENT FENCE COLLAPSE, TEAR, DECOMPOSE ORBECOME INEFFECTIVE, REPLACE IT PROMPTLY.3. REMOVE SEDIMENT DEPOSITS AS NECESSARY TO PROVIDE ADEQUATE STORAGEVOLUME FOR THE NEXT RAIN AND TO REDUCE PRESSURE ON THE FENCE. TAKE CARETO AVOID UNDERMINING THE FENCE DURING CLEANOUT.4. REMOVE ALL FENCING MATERIALS AND UNSTABLE SEDIMENT DEPOSITS AND BRINGTHE AREA TO GRADE AND STABILIZE IT AFTER THE CONTRIBUTING DRAINAGE AREAHAS BEEN PROPERLY STABILIZED.SEDIMENT FENCE DETAILNOT TO SCALEDIVERSION DITCH DETAILANCHOR TRENCH DETAILNOT TO SCALE
Draper Aden AssociatesEngineering Surveying Environmental ServicesNorthern VirginiaFayetteville, NCHampton Roads, VABlacksburg, VARichmond, VACharlottesville, VANCSU Centennial Campus930 Main Campus Drive, Suite 151Raleigh, NC 27606919-827-0864 Fax: [phone]www.daa.comNC Firm License # C-0861TEMPORARY SEEDING SCHEDULESHOULDERS, SIDE DITCHES, SLOPESDATE:TYPE:PLANTING RATES:Aug 15 - May 1 Rye (grain) 200 lbs./acreMay 1 - Aug 15 German Millet 40 lbs./acreConsult the Conservation Engineer or the Soil Conservation Service for additional information concerning other alternative forvegetation of denuded areas.Ground cover must be installed on exposed slopes within 7 days following completion of any phase of grading.* Omit annual lespedeza when duration of temporary cover is not to extend beyond June.**Temporary - Reseed according to optimum season for desired permanent vegetation, Do not allow temporary cover to grow over12" in height before mowing, otherwise fescue may be shaded out.SEEDBED PREPARATION1. Chisel compacted areas and spread topsoil 3" deep over adverse soil conditions, if available.2. Rip the entire area to 6" depth.3. Remove all loose rock, roots, and other obstructions leaving surface reasonably smooth and uniform.4. Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with soil (see below*).5. Continue tillage unit a well-pulverized, firm, reasonably uniform seedbed is prepared 4" to 6" deep.6. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment or cultipack after seeding.7. Mulch immediately after seeding and anchor mulch.8. Inspect all seeded areas and make necessary repairs or reseeding within the planting season, if possible. If standshould be over 60% damaged reestablish following original lime, fertilizer and seeding rates.9. Consult the Conservation Inspector on maintenance treatment and fertilization after permanent cover is established.*Apply: Agricultural Limestone - 2 tons/acre or 3 tons/acre in clay soils.Fertilizer - 750 lbs/acre (10-20-10)Mulch - 2 tons/acre (small grain straw)Anchor - asphalt emulsion at 450 gal./acre is straw is not crimped in place.PERMANENT SEEDING SCHEDULEALL AREAS UP TO SLOPES OF 3:1DATE:TYPE:PLANTING RATES:Aug 15 - Nov 1 Tall Fescue 300 lbs./acreNov 1 - Mar 1 Tall Fescue and 300 lbs./acreAbruzzi Rye 25 lbs./acreMar 1 - Apr 15 Tall Fescue 300 lbs./acreApr 15 - Aug 15 Hulled Common Bermudagrass 25 lbs./acreand Tall Fescue 200 lbs./acreSlopes (3:1 to 2:1)Mar 1 - Oct 1 Centipede Sod Full Coverage-Staked -OR-(Mar 1 - Oct 1) Tall Fescue 200 lbs./acre -OR-(Mar 1 - Oct 1) Hulled Common Bermudagrass 75 lbs./acreConsult the Conservation Engineer or the Soil Conservation Service for additional information concerning otheralternative for vegetation of denuded areas.Permanent ground cover must be installed on all disturbed areas within 15 working days or 90 calendar days(whichever is shorter) following completion of construction or development.**Temporary - Reseed according to optimum season for desired permanent vegetation, Do not allow temporarycover to grow over 12" in height before mowing, otherwise fescue may be shaded out.SEEDBED PREPARATION1. Chisel compacted areas and SPREAD TOPSOIL OR AMENDED SOIL 6" DEEP.2. Rip the entire area to 6" depth.3. Remove all loose rock, roots, and other obstructions leaving surface reasonably smooth and uniform.4. Apply agricultural lime, fertilizer, and superphosphate uniformly and mix with soil (see below*).5. Continue tillage unit a well-pulverized, firm, reasonably uniform seedbed is prepared 4" to 6" deep.6. Seed on a freshly prepared seedbed and cover seed lightly with seeding equipment or cultipack afterseeding.7. Mulch immediately after seeding and anchor mulch.8. Inspect all seeded areas and make necessary repairs or reseeding within the planting season, ifpossible. If stand should be over 60% damaged reestablish following original lime, fertilizer andseeding rates.9. Consult the Conservation Inspector on maintenance treatment and fertilization after permanent coveris established.*Apply: Agricultural Limestone - 2 tons/acre or 3 tons/acre in clay soils.Fertilizer - 1000 lbs/acreSuperphosphate - 500 lbs/acre (20%)Mulch - 2 tons/acre (small grain straw)Anchor - asphalt emulsion at 450 gal./acreTEMPORARY RECP LINERSROADSIDE CHANNEL DETAIL FLEXAMAT ®DOWNCHUTE CHANNEL DETAIL (FLEXAMAT®)TEMPORARY DIVERSION DITCH DETAILNOT TO SCALE
Orange County Eubanks Road C&D Landfill – Phase 2 & 3 Permit to Construct – Airspace Analysis August 21, 2020 Appendix III

APPENDIX III
AIRSPACE ANALYSIS
PHASE 2
Subject:Orange County C&D PHASE 2 Airspace Analysis DAA Job#:R00592-226N
Client:Orange County, North Carolina Date:8/21/2020
By:C. Tyrus Clayton, Jr., PE
Assume
1.1,500 lbs * of C&D waste = 1 yd3 of landfilled waste under normal compaction2.Weekly Cover Soil Ratio 9:1 for every 9 cyd of C&D, 1 cyd of weekly cover soil9:1 = .1113. Average waste intake for for life of the cell = 11,000 tons/year **
Design Info
Total Airspace Available=142,000 cy
Calculation of Life Expectancy of Existing/Active C&D LF
1) Total waste received per year =11,000 tons
11,000 tons = 22,000,000 lbs
22,000,000 lbs = 14,667 cy of C&D waste
14,667 x .111 =1628 cyds of weekly cover
Total Volume Used Per Year =16,295 cy/year
2) Time left before design grade (minus 3 ft final cover) is met
Airspace Available = 142,000 cyds
Time Left = 142,000 cyds /16,295 cyds/year
Time Left = 8.71 years
*Based on industry standard compaction rates utilizing equipment owned by Orange County**Maximum annual tonnage based on County Scale records from 2015 until 2020 was 11,975 tons.Average annual tonnage from 2015 until 2020 was 9,645 tons.
P:\R00\500\R00592\R00592-226N\WORK\20 0508 Permit to Construct\20 0814 Airspace Calculations
PHASE 3
Subject:Orange County C&D PHASE 3 Airspace Analysis DAA Job#:R00592-226N
Client:Orange County, North Carolina Date:8/21/2020
By:C. Tyrus Clayton, Jr., PE
Assume
1.1,500 lbs * of C&D waste = 1 yd3 of landfilled waste under normal compaction2.Weekly Cover Soil Ratio 9:1 for every 9 cyd of C&D, 1 cyd of weekly cover soil9:1 = .1113. Average waste intake for for life of the cell = 12,000 tons/year **
Design Info
Total Airspace Available=113,800 cy
Calculation of Life Expectancy of Existing/Active C&D LF
1) Total waste received per year =12,000 tons
12,000 tons = 24,000,000 lbs
24,000,000 lbs = 16,000 cy of C&D waste
16,000 x .111 =1776 cyds of weekly cover
Total Volume Used Per Year =17,776 cy/year
2) Time left before design grade (minus 3 ft final cover) is met
Airspace Available = 113,800 cyds
Time Left = 113,800 cyds /17,776 cyds/year
Time Left = 6.40 years
*Based on industry standard compaction rates utilizing equipment owned by Orange County**Maximum annual tonnage based on County Scale records from 2015 until 2020 was 11,975 tons.Average annual tonnage from 2015 until 2020 was 9,645 tons.
P:\R00\500\R00592\R00592-226N\WORK\20 0508 Permit to Construct\20 0814 Airspace Calculations
PHASE 4&5
Subject:Orange County C&D PHASE 4&5 Airspace Analysis DAA Job#:R00592-226N
Client:Orange County, North Carolina Date:8/21/2020
By:C. Tyrus Clayton, Jr., PE
Assume
1.1,500 lbs * of C&D waste = 1 yd3 of landfilled waste under normal compaction2.Weekly Cover Soil Ratio 9:1 for every 9 cyd of C&D, 1 cyd of weekly cover soil9:1 = .1113. Average waste intake for for life of the cell = 15,000 tons/year **
Design Info
Total Airspace Available=191,450 cy
Calculation of Life Expectancy of Existing/Active C&D LF
1) Total waste received per year =15,000 tons
15,000 tons = 30,000,000 lbs
30,000,000 lbs = 20,000 cy of C&D waste
20,000 x .111 =2220 cyds of weekly cover
Total Volume Used Per Year =22,220 cy/year
2) Time left before design grade (minus 3 ft final cover) is met
Airspace Available = 191,450 cyds
Time Left = 191,450 cyds /22,220 cyds/year
Time Left = 8.62 years
*Based on industry standard compaction rates utilizing equipment owned by Orange County**Maximum annual tonnage based on County Scale records from 2015 until 2020 was 11,975 tons.Average annual tonnage from 2015 until 2020 was 9,645 tons.
P:\R00\500\R00592\R00592-226N\WORK\20 0508 Permit to Construct\20 0814 Airspace Calculations

C&D TONNAGE RECORDS
Orange County Solid Waste, Chapel Hill, NC 8/21/2020
Year July August September October November December January February March April May June
2019-2020 1309.28 1118.21 532.28 1008.84 700.91 693.32 851.66 722.44 1108.44 1002.12 993.95 1267.47
2018-2019 2009.7 887.62 890.4 1030.85 916.11 520.06 799.38 898.64 927.25 1038.28 1210.79 846.58
2017-2018 956.99 980.56 716.1 649.95 655.29 780.79 381.26 543.28 1355.54 663.48 747.02 1086.35
2016-2017 490.98 701.03 580.79 837.17 779.84 464.79 652.65 767.34 781.65 597.16 811.66 1057.06
2015-2016 509.38 511.35 820.78 521.86 530 460.18 507.58 567.34 760.3 536.37 523.64 653.41
2014-2015 476.38 427.73 481.42 585.13 537.31 363.4 487.9 325.3 529 735.78 528.15 624.63
2013-2014 490.91 630.85 580.18 538.7 497.96 380.31 367.6 471.59 496.9 640.94 681.13 573.55
2012-2013 656.41 866.68 582.17 674.97 644.05 630.78 613.69 600.26 711.38 522.98 1020.34 593.03
2011-2012 849.37 673.61 627.42 615.42 631.46 593.88 453 523.95 568.22 538.78 570.8 637.6
2010-2011 675.39 693.3 570.26 1023.97 993.34 431.81 359.97 469.78 545.75 584.21 636.22 715.9
2009-2010 749.08 621.28 636.64 812.44 446.41 539.16 514.81 473.59 763.02 804.91 644.77 735.29
2008-2009 1283.85 886.02 1134.31 1279.82 661.54 693.84 772.85 688.12 719.3 597.95 846.52 919.2
2007-2008 1801.88 1862.02 1519.87 2292.45 1088.8 1040.9 1094.11 1158.43 1459.44 989.92 933.74 1052.96
2006-2007 1682.37 1296.64 1140.83 1428.82 1243.21 996.05 1077.58 976.85 2058.61 1217.28 1414.19 1440.09
TOTAL11308.92
11975.66
9516.61
8522.126902.19
6102.13
6350.62
8116.747283.51
7699.9
7741.4
10483.3216294.52
15972.52
Orange County Eubanks Road C&D Landfill – Phase 2 & 3
Permit to Construct – Soil Resource Analysis
August 21, 2020
Appendix IV

APPENDIX IV
SOIL RESOURCE ANALYSIS

Orange County Eubanks Road C&D Landfill– Phase 2 & 3
Permit to Construct - Soil Resource Analysis
August 21, 2020
Apppendix IV-1

Suitable Cover Soils (Rule .0503 (1)(d))

Soil stockpiled from the Phase 2 and Phase 3 construction, as well as additional
excess soil from nearby construction sites have been excavated during operations of the
active Phase 1 and stockpiled within the facility borrow area. In addition, soils excavated
during Phase 2 and Phase 3 construction will be either stockpiled or utilized as weekly
cover. Below is a tabulation of soil resources needed over the life of Phase 2 and Phase 3.
Weekly cover quantities assume a 9:1 waste/soil ratio. Estimated quantities are rounded to
the nearest 100 CY.

Item Soil Quantity (cy)
Excavated soils from Phase 2 Construction (8,900)
Excavated soils from Phase 3 Construction (25,900)
Phase 2 Weekly Cover Soils 15,800
Phase 3 Weekly Cover Soils 12,700
TOTAL (6,300)

As shown above, there will be an excess of 6,300 cubic yards of soil after
construction and operation of Phases 2 and 3. The excess soils will be stockpiled for use
as daily cover for future Phases 4 and 5. If needed due to soil conditions or quality, onsite
soil may be supplemented with approved, imported soils complying with the Construction
Quality Assurance Plan.

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Appendix V

APPENDIX V

TECHNICAL SPECIFICATIONS

Orange County Eubanks Road C&D Landfill Permit to Construct – Technical Specifications August 21, 2020 Appendix V

EUBANKS ROAD C&D LANDFILL
TECHNICAL SPECIFICATIONS Section 01560 Erosion and Sediment Control Section 01580 Project Coordination
Section 01720 Project Record Documents
Section 02110 Sitework Procedures Section 02200 Earthwork Section 02209 Erosion/Vegetative Support Layer (Cap Soil Cushion) Section 02221 Trenching, Backfilling and Compacting
Section 02292 Infiltration Barrier Layer (Compacted Soil Cap)
Section 02420 Surface Runoff Collection System Section 02480 Landfill Seeding Section 13302 Geocomposite Drainage Net Section 13320 Landfill Gas Vents
Section 13322 Landfill Gas Detection Probes
Section 15060 Pipe and Pipe Fittings
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 01560 - 1

SECTION 01560 EROSION AND SEDIMENT CONTROL Part 1 General 1.01. Requirements Include

Provide personnel, equipment, materials, and supplies to prevent erosion and control sediment during the construction period. Comply with local and state erosion control regulations. Comply with erosion and sediment controls as set forth on the construction drawings. CONTRACTOR is solely responsible for control of erosion on site and is
responsible for taking any and all measures to prevent and control erosion. Measures may
be necessary above and beyond those shown on the drawings and CONTRACTOR shall implement those additional measures. The CONTRACTOR shall install additional measures required by the COUNTY but not shown on the plans. The CONTRACTOR shall be entitled to compensation for additional measures that must be installed in the area
of the work shown on the plans, unless they are required solely for the CONTRACTOR’s
convenience or because of improvements or activities by the CONTRACTOR not shown on the plans. Measures installed in conjunction with the development and operations of borrow and stockpile areas shall be considered incidental to construction and additional compensation will not be paid.
1.02. Related Requirements North Carolina Erosion and Sediment Control Planning and Design Manual.
Part 2 Products 2.01. Filter Fabric Siltation Control Fences
Filter fabric used in siltation control fences (silt fence) shall be woven or non-woven
geotextile fabric which is resistant to ultra-violet light and specifically manufactured to be used for silt fences. Acceptable manufacturers include Mirafi, Inc., Amoco, or approved equal. Fence height shall be 36 inches.
2.02. Riprap
Riprap used shall be in accordance with NCDOT specifications.
2.02. Permanent Erosion Control Matting (Flexamat ®)
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 01560 - 2

Permanent waterways where higher flow velocities are anticipated such as stormwater conveyance channels and downchutes will be lined with Flexamat ® concrete block mat where indicated on the drawings. Flexamat is an alternative to rip-rap, and filter fabric or gravel underlining as described in in the North Carolina Erosion and Sediment Control
Planning Design Manual, Spec. 6.15. Flexamat assists in the establishment of permanent vegetation in waterways by reducing soil erosion of newly seeded waterways. Flexamat consists of concrete blocks that are cast into a high strength polypropylene bi-axial geogrid with a maximum spacing of 2". Concrete has a minimum compressive
strength of 4,000 psi at 28 days, and a minimum weight of 3 lb. per block. The polypropylene bi-axial geogrid is designed to have an Ultimate Tensile Strength of 2000 lb/lf, and contains 2% Carbon Black Content for UV Stabilization. Flexamat Plus is backed with degradable Curlex® II erosion control blanket. (www.flexamat.com).
Flexamat will be installed after the application of permanent seed, mulch and fertilizer in accornce with Spec. 6.11 of the NC E&SC Planning Design Manual. 2.03. Erosion Control Blanket
Erosion Control Blanket shall be North American Green S150 or approved equal.
Part 3 Execution
3.01. General Prior to significant disturbance of the site, perimeter erosion control shall be established in
order to prevent uncontrolled drainage from leaving the limits of construction or from
reaching State waters. Sediment barriers shall be constructed as soon as possible. 3.02. Installation
A. CONTRACTOR shall be responsible for the following activities:
B. A continuous siltation barrier shall be down slope from construction activities as indicated on the plans to control sediment runoff. Barriers shall be placed around stockpiled material subject to erosion.

C. Silt fences shall be installed as per the manufacturer's directions. The fence shall be supported by wooden or metal posts driven at least two feet into the ground and spaced no further than eight feet apart. Eight inches of the fabric shall be put in a trench facing the erosion source. The trench shall be backfilled after placing the
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 01560 - 3

fabric. C. Flexamat ® channel lining shall be installed per the manufacturer's specifications. The product shall be placed over the finished channel grade following the
installation of seed, mulch and fertilizer. Panels shall be overlapped and secured per the manufacturers specifications. D. CONTRACTOR shall inspect erosion and sediment control features at least weekly and after each rain storm. Make necessary repairs or clean-up to maintain the
effectiveness of the feature immediately. Part 4 Maintenance
A. In general, erosion and sediment control measures will be checked weekly by the CONTRACTOR and after each significant rainfall. Temporary and permanent seeding shall be completed in accordance with Section 02480. The following will be checked in particular:

1. Silt fences for signs of clogging. 2. Sediment basin to verify adequacy and to make sure the outfalls and connecting existing grades have positive slope away from the disposal unit.

3. Check dams for signs of clogging. 1. Perimeter surface berms for signs of erosion damage and adequacy. 2. Flexamat channels shall be inspected for evidence of bare soil or damage to
the mat structure. Re-apply seed and much if necessary. Damaged sections
shall be replaced with new panels or panel sections as recommended by the manufacturer. B. Upon finding that a measure has failed or filled, the CONTRACTOR shall repair
said measure at no additional cost to the COUNTY.
C. It shall be the sole responsibility of the CONTRACTOR to adequately control dust which is created as a result of their construction activity.
END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Specifications August 21, 2020 Section 01580 - 1

SECTION 01580 PROJECT COORDINATION
Part 1 General
1.01. CONTRACTOR shall be responsible for coordinating construction activities with their
subcontractors and with the COUNTY to maintain the uninterrupted use of the active landfill. 1.02. CONTRACTOR shall coordinate construction activities with other Contractors on the site.

1.03. Additionally, the CONTRACTOR shall cooperate fully with the COUNTY about landfill operating hours, and shall confirm that gates are locked and access to the public controlled after landfill hours.
Part 2 Products Not Used
Part 3 Execution 3.01. Superintendent
CONTRACTOR shall identify personnel as superintendent of the site in writing to the
COUNTY and Engineer. The CONTRACTOR’s superintendent shall maintain a presence at the site during all construction activities related to the project. The superintendent shall not be changed without the consent of the COUNTY unless the superintendent ceases to be employed by the CONTRACTOR. 3.02. Access Every CONTRACTOR, subcontractor, supplier, or delivery vehicle using the landfill entrance shall stop at the scales and identify themselves to the landfill staff before entering
the site. Repeated violations of this requirement may result in the subcontractor or supplier being barred from the site. END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 01720 - 1

SECTION 01720 PROJECT RECORD DOCUMENTS
Part 1 General Throughout progress of work, maintain an accurate record of changes in the Contract Documents. Upon completion of work, transfer the recorded changes to a set of Record Documents. This
includes modifications to piping, roads, utilities, grading structures, limits of waste placement, and monitoring devices. Part 2 Products
Not Used
Part 3 Execution
3.01. Accuracy of Records Thoroughly coordinate changes within the Record Documents, making adequate and
proper entries on each page of Specifications and each sheet of Drawings and other
documents where such entry is required to properly show the change. Record accuracy shall be such that future searches for items shown in Contract Documents may reasonably rely on information obtained from approved Record Documents.
3.02. Timing of Entries
Make entries within 24 hours after receipt of information. 3.03. Submittals

The Engineer's approval of current status of Record Documents shall be a prerequisite to the Engineer's approval of requests for progress payment and request for final payment under Contract.
3.04. Protection of Documents
Use all means necessary to maintain the job set of Record Documents completely protected from deterioration and from loss and damage until completion of Work and transfer of recorded data to the final Record Documents.
3.05. Making Entries on Documents
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 01720 - 2

Using an erasable colored pencil (not ink or indelible pencil), clearly describe the change by note and by graphic line, as required. Date entries. Call attention to entry by a "cloud" around the area or areas affected. 3.06. Conversion of Schematic Layouts In some cases on the Drawings, arrangement of conduits and circuits, piping, and other similar items is shown schematically and is not intended to portray precise physical layout.
Final physical arrangement is as determined by the CONTRACTOR, subject to the Engineer's approval. Design of future modifications of the facility may require accurate information as to the final physical arrangement of items which are shown only schematically on the Drawings. The Engineer may waive the requirements for conversion of schematic data where, in the Engineer's judgment, such conversion serves no beneficial
purpose. However, do not rely upon waivers being issued except as specifically issued in writing by the Engineer. 3.07. Accuracy of Entries

Use all means necessary, including the proper tools for measurement, to determine actual locations of the installed items. 3.08. Final Documents

A. The purpose of the final Record Documents is to provide factual information regarding all aspects of Work, both concealed and visible, to enable future modification of the design to proceed without lengthy and expensive site measurement, investigation, and examination.

B. The CONTRACTOR shall be responsible for maintaining an accurate set of Record Drawings on the construction site. Record Drawings shall accurately reflect grades and locations and changes or modifications to the plans. Upon completion of the project, the Record Drawings shall be submitted to the QA Engineer.

C. The Final Record Documents shall include a bound record of Quality Control Tests performed by the CONTRACTOR on materials and workmanship and certification of the soil fill, piping, and appurtenances.

END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02110 - 1

SECTION 02110 SITEWORK PROCEDURES Part 1 General 1.01. Scope
Sitework shall include site preparation of the capping of the disposal areas, earthwork, and site improvements. 1.02. Related Requirements
Section 01560 Erosion and Sediment Control Section 02200 Earthwork 1.03. Quality Assurance

A. Prior to beginning work, become thoroughly familiar with site conditions and sections of the Division. B. Comply with pertinent codes and regulations.
1.04. Permits Obtain required permits from appropriate authorities before sitework begins.
1.05. Maintaining Traffic
A. Do not close or obstruct roadways. B. Conduct operations with minimum interference to landfill access road.

Part 2 Products Not Used

Part 3 Execution
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02110 - 2

3.01. Site Inspection Prior to work of this division, carefully inspect the entire site and objects designated to be
removed and to be preserved. 3.02. Clarification The drawings do not propose to show all objects existing on the site. Before commencing
work in this Division, verify with the Engineer objects not clearly identified to be removed or to be preserved and discrepancies not fully resolved. 3.03. Prior Conditions Inspections
Prior to work of this section, carefully inspect the existing conditions. In the event of discrepancy, immediately notify the COUNTY and do not proceed with installation in non-conforming areas until identified discrepancies have been fully resolved.
3.04. Protection and Safety
Verify required protection devices are in place and operational. 3.05. Preparation and Layout

A. Establish extent of sitework by area and elevations; designate and identify datum elevation. B. Set required lines and levels.

C. Maintain bench marks, monuments and other reference points. 3.06. Excess Water Control
A. Do not place, spread, or roll fill material during unfavorable weather conditions. Do
not resume operations until moisture content and fill density are satisfactory. B. Provide berms or channels to run-off into subgrade; promptly remove water collecting in depressions.

C. Provide and maintain at all times during construction, ample means and devises with which to promptly remove and dispose of water from every source entering the excavations. De-water by means which will promote dry excavations and the preservation of the final lines and grades of bottoms of excavations.

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02110 - 3

3.07. Surplus Materials A. Remove surplus backfill materials from site, or as otherwise directed by COUNTY.
B. Leave stockpile areas completely free of excess fill materials. 3.08. Removal of Debris A. Promptly remove cleared debris from site.
B. Remove surplus equipment and tools from the site. END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02200 - 1

SECTION 02200 EARTHWORK Part 1 General The work covered by this section of the specifications consists of furnishing labor, equipment, and materials to perform excavation and other earth moving operations, including construction and
maintenance of necessary haul roads, structural fills and berms. This section does not pertain to the cap infiltration barrier layer or the cap cushion layer. Part 2 Products
2.01. Fill Material - General A. It is intended that on site soils and broken or weathered rock will be used as fill
material to the extent possible.
B. If off-site soils are to be used, the CONTRACTOR shall identify the source a minimum of 3 weeks in advance of intent to import. The COUNTY’s Quality Control personnel shall be given access to the site to obtain necessary samples for
testing and proofing of the soil material. 2.02. Suitable Fill and Backfill A. Suitable soil for fill and backfill shall be free of roots, limbs, trash, excessive
organics and deleterious material. The maximum particle size for suitable soil shall
be three inches in the top 12” of fill, and six inches within the next 24” of fill depth. Refer to the table below. Where the fill is deeper than 36”, the maximum particle sizes shown in the table occasionally will be allowed if placed at the base of the fill and compaction of soil is performed around the individual pieces of rock using a
suitable combination of mechanical equipment and/or powered hand equipment.
Fill Depth Maximum Particle Size Up to 12” 3” 12” to 36” 6”
36” to 60” 18”
60” + 36” B. Soil will meet the classification of SM, SC, ML, CL, or CL-ML by ASTM D2487
standards. Minimum soil properties will be as follows:
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02200 - 2

• Liquid Limit (LL) ≥ 20
• Plastic Limit (PL) ≥ 10
• Plasticity Index (PI) ≥ 10 The CQA Engineer shall approve soils. 2.03. Unsuitable Soil and Backfill Unsuitable soil for fill and backfill shall be topsoil or soil containing roots, limbs, trash, excessive organics or deleterious material. In addition, unsuitable soil shall be soil not meeting the requirements of Section 2.02, above. Part 3 Execution 3.01. General
A. Strip topsoil to full depth, stockpile separate from other excavated materials and pile free of roots, stones, and other undesirable materials. Follow guidelines in the North Carolina Erosion and Sediment Control Planning Design Manual to control
erosion. Depressions caused by removal of stumps or the clearing operation shall
be excavated to firm subgrade. B. The CONTRACTOR shall perform excavations described in whatever substance encountered to dimensions and elevations shown on the drawings. Excavation shall
be unclassified.
C. Existing utilities, structures, and fencing shall be protected during the construction period, and if damaged or removed by the CONTRACTOR, shall be repaired or replaced by the CONTRACTOR at no additional cost to the COUNTY.

D. The COUNTY shall retain a Quality Assurance Officer to monitor Earthwork included in this section. The QAO shall be present on site during subgrade approval and fill and backfill operations.
3.02. Subgrade Approval
Subsequent to clearing, grubbing and stripping, subgrades to receive structures or fill shall be evaluated prior to fill placement by the QAO. Such evaluation shall include the observation of subgrade performance during proofrolling with a loaded tandem dump truck
provided by the CONTRACTOR. At least three passes are to be made with a fully loaded
tandem dump truck. Areas which are deemed unsuitable for fill placement by the QAO shall be clearly identified by horizontal and vertical extent with recommendations for
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02200 - 3

improvements and submitted to the Engineer for further action. Written approval of subgrade preparation must be provided by the QAE and QAO prior to placement of the infiltration barrier layer. 3.03. Moisture Content Fill and backfill soil shall be compacted at a moisture content within a range of + 3% of the optimum moisture content, unless otherwise approved by the QAE. As required, fill and backfill soil shall be dried by aerating with a scarifier, disc harrow, blade or other
equipment or by such other means as may be necessary. As required, fill and backfill soil shall be wetted by the use of water trucks or sprinklers. Dried or wetted fill or backfill soil shall be thoroughly mixed to provide a material of uniform moisture content. 3.04. Depth and Mixing of Fill Layers
Fill and backfill soil shall be placed in layers which when compacted shall generally not exceed six inches (6"). Each layer shall be spread evenly and shall be thoroughly bladed and mixed during the spreading to confirm uniformity of material in each layer. See 2.02
regarding maximum particle sizes and soil classification. 3.05. Compaction of Fill A. Compaction of each layer, unless otherwise specified, as shown on the Contract
Drawings and determined in the field shall be continuous over its entire area and
the compaction equipment shall make sufficient trips such that the required density has been obtained. After each layer has been placed, mixed and spread evenly, it shall be thoroughly compacted in six inch (6") maximum compacted thickness lifts. The minimum dry density of the soil shall be at least ninety five percent (95) of the
maximum dry density as determined by ASTM D698 (standard Proctor) under
structures, paved areas, or embankments, unless otherwise shown on the Contract Drawings. Where large pieces of broken, weathered rock are placed in the fill, soil shall be compacted around the rock with hand operated mechanical equipment.
B. Compaction equipment shall be of such design that it will be able to compact the
fill to the specified density. Prior to placing the fill, at the preconstruction meeting or a minimum of 7 days prior to usage, the CONTRACTOR shall submit to the CQA Engineer, for approval, a list of compaction equipment to be used. The CQA Engineer shall have 7 days to approve or disapprove the list. The list shall include
the type of equipment, manufacturer and size.
C. If, in the opinion of the CQA Engineer, the compaction equipment is not acceptable, the CONTRACTOR may demonstrate the suitability of such equipment in a test area within the prepared fill site.
D. Fill faces shall be compacted. Compacting operations shall be continued until the
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02200 - 4

slope faces are stable but not too dense for planting and there is no appreciable amount of loose soil on the surface. E. Surfaces to receive a subsequent lift shall be scarified in order to tie the lifts together.
Acceptable scarification shall include complete coverage of the liner surface with a partially penetrating or fully penetrating roller, or with partially penetrating pads on a dozer. No smooth surface shall remain prior to placement of a lift. 3.06. Quality Control
See Construction Quality Assurance Plan. 3.07. Surface Water
Fill areas shall be kept free of standing water with positive drainage maintained. Sloping of the fill surface and drainage ditches shall be provided to carry off water as it collects. Pumping of water shall be required to remove water from areas which cannot drain naturally. Water removed by pumping will be deposited such that it will be routed to an
on-site drainage ditch and then to the sediment basin. 3.08. Seasonal Limits No fill material shall be placed, spread or rolled while the ground is frozen or thawing, or
during unfavorable weather conditions. When the work is interrupted by inclement
weather, fill operations shall not be resumed until the moisture content and density of the previously placed fill are as specified. Fill surfaces exposed to inclement weather or standing water shall be scarified to a depth of 6 inches, compacted and tested prior to placing addition fill lifts.
3.09. Integrity of the Work It shall be the CONTRACTOR's responsibility to maintain the integrity of the work. Work which is damaged by weather or construction activities shall be restored and retested at the
CONTRACTOR's expense.
END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02209 - 1

SECTION 02209
EROSION/VEGETATIVE SUPPORT LAYER (CAP SOIL CUSHION)
Part 1 General
1.01. Requirements Included
Provide personnel, equipment, and materials to excavate, haul, and place a minimum twelve (12) inch erosion/vegetative support layer (soil cushion) above the infiltration barrier layer according to the plans and a minimum six (6) inch layer of topsoil or amended
soil above the erosion/vegetative support layer (soil cushion) to promote vegetative growth.
1.02. Related Requirements Construction Quality Assurance Manual
Part 2 Products
2.01. Erosion/Vegetative Support Layer A. The erosion/vegetative support layer (soil cushion) shall be soil free of debris, roots
and other organic matter, frozen material, sharp objects or other harmful matter that
may damage the cap. This soil shall have no particle size greater than 2 inches. The soil used in the erosion/vegetative support layer shall be a fine-grained soil, based on the Unified Soil Classification System, capable of supporting vegetative growth.

B. Soil for the erosion/vegetative support layer (soil cushion) shall come from either on-site stockpiles or off-site sources.
C. Laboratory tests will be required in accordance with the Construction Quality Assurance Manual.
2.02. Topsoil or Amended Soil Layer Topsoil shall be capable of promoting and sustaining vegetative growth. The topsoil shall be either topsoil or soil mixed with other suitable organic amendment. The soil or soil
mixture shall be free of debris, large roots, stumps, or frozen material.

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02209 - 2

Part 3 Execution 3.01. The erosion/vegetative support layer (soil cushion) shall be a uniformly spread lift of soil with a minimum thickness of twelve (12) inches. Compaction shall be limited to tracking
equipment. Surface roughen the final layer. 3.02. The topsoil or amended soil layer shall be a uniformly spread lift with a minimum thickness of six (6) inches. Compaction shall be limited to tracking equipment. Surface roughen the top.
3.03. The finished grade shall be as shown on the plans, or as determined by field conditions. 3.04. Pumping and rutting of the erosion/vegetative support layer (soil cushion) will not be permitted. Where required, haul roads shall be constructed on the cap of sufficient depths
for the operation of pans or other earth moving equipment without rutting or pumping.
END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02221 - 1

SECTION 02221 TRENCHING, BACKFILLING AND COMPACTING Part 1 General 1.01 Requirements Included
Provide personnel, equipment, and materials to excavate and backfill trenches for stormwater piping as shown on the plans. 1.02 Related Requirements
Construction Quality Assurance Plan Section 02200 Earthwork
Part 2 Products
Included in Part 3.
Part 3 Execution
3.01. Clearing The sites of work shall be cleared of trees, shrubs, paving and objectionable material which
interfere with execution of proposed work. Trees and shrubs which will not interfere with
construction shall be protected from damage. Clearing of site will be considered as an incidental item of excavation. 3.02. Classification of Excavated Materials

Excavated materials shall be unclassified. 3.03. Stockpiling of Excavated Materials
Excavated material shall be stockpiled in a manner that will not endanger or obstruct the work. 3.04. Sheeting and Shoring

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02221 - 2

Sheeting and shoring shall be furnished in accordance with the provisions of OSHA and as necessary to construct and protect the excavation, existing utilities, structures of all types, and as necessary for the safety of the employees. 3.05. Dewatering Where conditions are such that running or standing water occurs in the trench bottom or the soil in the trench bottom displays a "quick" tendency, the water should be removed by pumps and suitable means such as well points or pervious underdrain bedding until the pipe has been
installed and the backfill has been placed to a sufficient height to prevent pipe flotation. 3.06. Material A. Suitable Material
Backfilling shall normally be done with the earth removed from the trench or excavation, provided that the excavated material is suitable for backfilling.
B. Unsuitable Material
Material such as clay mass, frozen materials, cinders, ashes, refuse, and vegetable or organic material shall be construed as unsuitable material for backfill.
C. Approved Granular Material
Granular material shall be well graded crushed stone meeting the requirements of Class I Select Backfill Material as specified in Section 1016 of the North Carolina Standard Specifications for Roads and Structures.
3.07. Excavation for Trenches A. General
Excavation for trenches shall conform to the lines and grades shown on the
approved drawings. Excavated material shall be removed and used for backfilling where suitable. B. Pipe

The trench shall be excavated to a level below the established pipe grade in accordance with the requirements for bedding as specified below. Bell holes shall be provided at each joint to permit proper joint assembly and pipe support. Any part of the trench bottom that is excavated below the required level shall be
backfilled with approved granular material and compacted to a minimum 95 percent
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02221 - 3

of theoretical maximum density as determined by ASTM D698. 3.08. Trench Width
Trench width at the ground surface may vary with and depend upon depth, type of soils, and position of surface structures. The minimum clear width of the trench, sheeted or unsheeted, measured at the springline of the pipe should be one foot greater than the outside diameter of the pipe. The maximum clear width of the trench at the top of the pipe should not exceed a width equal to the pipe outside diameter plus two feet. If the above defined trench widths
must be exceeded or if the pipe is installed in a compacted embankment, pipe embedment should be compacted to a point of at least 2.5 pipe diameters from the pipe on both sides of the pipe or the trench walls, whichever is less. Excavation at manholes and similar structures shall be sufficient to provide 12 inches in the clear between the outside of the structure and the embankment or sheeting.
3.09. Unsuitable Subgrade A. Unstable Foundation

When an unstable foundation is encountered which will not provide adequate pipe support, additional trench depth shall be excavated to a stable foundation and backfilled with approved granular material.
B. Rock
Where the bottom of the trench at subgrade is rock, excavation shall be carried at least six inches below the specified subgrade and restored to subgrade with compacted approved granular material.
3.10. Bedding Pipe bedding must be tested by the CQA Engineer in order to meet the following requirements:

A. Fine aggregate bedding shall meet requirements for fine aggregates, Section 1005, NCDOT Standard Specifications for Roads and Structures. B. Coarse aggregate bedding shall meet requirements for coarse aggregates, Section
1005, NCDOT Standard Specifications for Roads and Structures.
Compact pipe bedding by tamping or rodding to reduce settlement. 3.11. Backfilling Trenches

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02221 - 4

A. General Trenches shall be backfilled immediately after the pipes and appurtenances are laid therein.
B. Initial Backfill Initial backfill shall begin at the top of the bedding and shall be placed in six inch layers up to a level at least one foot above the crown of the pipe. Initial backfill
shall be compacted to a minimum 95 percent of theoretical maximum density as determined by ASTM D698. No lumps greater than two inches in diameter shall be allowed in initial backfill material. Backfill under roadways shall be approved granular materials.
C. Final Backfill Backfill for trenches not subjected to vehicular traffic shall be placed in layers no greater than one foot thick and compacted to at least 95 percent maximum density
as determined by ASTM D 698.
D. Moisture Content Backfill soil shall be compacted at a moisture content within a range of the optimum
moisture content which allows for the required compaction. As required, backfill
soil shall be dried by aerating with a scarifier, disc harrow, blade or other equipment or by such other means as may be necessary. As required, fill and backfill soil shall be wetted by the use of water trucks or sprinklers. Dried or wetted fill or backfill soil shall be thoroughly mixed to provide a material of uniform moisture content.
3.12. Restoration A. General
Physical improvements disturbed by the work shall be restored to conditions equal
to or better than those existing prior to the work. Repair of damages to structures and utilities shall be the responsibility of the CONTRACTOR. B. Drainage Structures

Ditches, culverts, and other drainage structures which are damaged shall be restored promptly. Drainage structures shall be kept open and functional at all times. C. Finished Grading and Cleanup

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02221 - 5

Where possible, ground surface shall be left rounded and slightly higher than surrounding ground to allow for further settlement. Finished areas around structures shall be graded smooth and hand raked and shall meet the elevations and contours as shown on the Drawings. Lumber, earth clods or rocks larger than four
inches and other undesirable materials shall be removed from the site at the completion of construction. Clean up shall be done as promptly as practicable and/or at least once a week. Ditches which are disturbed shall be restored as promptly as practical and/or at least once a week. CONTRACTOR shall maintain sediment and erosion control measures in accordance with Section 01560.
END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02292 - 1

SECTION 02292
INFILTRATION BARRIER LAYER (COMPACTED SOIL CAP)
Part 1 General
1.01. Requirements Included Provide personnel, equipment, and materials to excavate, supply, and place the soil needed to construct the eighteen (18) inch thick soil cap for the completed landfill disposal areas in accordance with the plans.
1.02. Related Requirements
A. Construction Quality Assurance Manual
Part 2 Products
2.01. Soil Characteristics A. The soil for the cap shall come from on-site stockpiles (if stockpiles are available)
or approved off-site sources. This soil shall be soil free of organics and shall
generally contain no particles larger than 3/4 inches in a dimension. The soil may contain up to 5% by weight particles larger than 3/4 inches but smaller than 1 1/2 inches. The soil shall contain no particles larger than 1 1/2 inches in a dimension. The excavation of this material shall be directed by the QAO.

B. The soil shall have a permeability of 1 x 10-5 centimeters per second, or less, when compacted to the acceptable density and moisture content ranges, as determined from laboratory testing.
C. Soil will meet the classification of SM, SC, ML, CL, or CL-ML by ASTM D2487
standards. Minimum soil properties will be as follows:
• Liquid Limit (LL) ≥ 20
• Plastic Limit (PL) ≥ 10
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02292 - 2

• Plasticity Index (PI) ≥ 10
2.02. Soil Documentation
Testing shall be in accordance with the requirements of the Construction Quality Assurance
Manual.
Part 3 Execution
3.01. Subgrade Preparation

Prior to material placement, the existing subgrade (intermediate/weekly cover) shall be smooth and free of surface defects. No ponded water or soft areas in the subgrade shall be allowed. Subgrade shall be approved by the QAO prior to material placement.
3.02. Spreading and Compaction

A. The landfill cap shall be placed in uniform, compacted six-inch lifts, or as determined from the test pad construction. The method of compaction shall be approved by the QAO prior to placement. At a minimum, it shall be compacted with equipment weighing at least 50,000 pounds. Lifts shall be placed and
compacted orthogonally. The cap shall not be allowed to freeze during
construction. B. Vibratory or smooth drum rollers are not to be used for compaction of the soil cap. The surface of a compacted lift may be smooth rolled at the end of the day to
increase runoff in the event of rainfall. Surfaces smooth rolled shall be scarified
with equipment prior to placement of the subsequent lift. C. After spreading is completed, the soil shall be compacted such that the field density test results plot within the acceptable permeability range as described in 2.01 above.
In no instance shall the dry density be less than 90% of the maximum dry density
and the moisture content drier of optimum. Testing shall conform to the requirements contained within the Construction Quality Assurance Plan. Soils shall meet the requirements as defined in Section 2 of the Closure and Post-Closure Plan. Contractor shall be responsible for additional soil testing requirements should
proposed soils not meet the minimum requirements in the Closure and Post Closure Plan. D. Surfaces to receive a subsequent lift shall be scarified in order to tie the lifts together. Acceptable scarification shall include complete coverage of the cap surface with a
partially penetrating or fully penetrating roller, or with partially penetrating pads on a dozer. No smooth surface shall remain prior to placement of a cap lift.
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02292 - 3

3.03. Test Pad
A. Prior to beginning of soil cap construction, the CONTRACTOR shall construct a test pad to determine if the required permeability can be obtained using the specified compaction equipment and lift thickness. The test pad shall be used to check if the methods used to interconnect lifts and compact the cap are sufficient to remold the soil and achieve the required permeability.
B. The test pad shall have a minimum width of 50 feet, and a length of at least 100 feet. The test pad shall be at least 36 inches in thickness and shall be representative of full scale construction. The test pad shall incorporate one-half of its length on maximum side slopes and one-half on minimum slopes. Thus, the construction methods will be
applicable to both the maximum and minimum grades.
C. Testing shall be conducted on the test pad in accordance with the Construction Quality Assurance Manual.
D. Additional tests pads shall be required for each change in cap soil used and for changes
in compaction equipment used in cap construction. E. If a permeameter test fails, two replicate tests for the failed test will be conducted. If both replicate tests pass, the test pad section shall be considered as passing. If either
replicate test fails, the test pad section shall be considered as failing. If the density or
moisture content of the test pad does not fall within the acceptable range determined by laboratory testing, then the test pad shall be reworked at the CONTRACTOR’S expense. A generalized range for moisture content could fall within ± 3% of optimum, but can vary to as much as – 6%. Exact specifications will be provided to the
contractor following borrow source soil sampling and testing. A baseline permeability
range can then be established based upon the site specific material.
3.04. Field Tests In accordance with the Construction Quality Assurance Manual.
3.05. Cover
As soon as possible after successful testing, the soil cap shall be covered with the erosion/vegetative support layer (soil cushion) in accordance with Section 02209.
3.06. Penetrations

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02292 - 4

Where the cap is penetrated by landfill gas vents, a 50% bentonite seal shall be provided for a minimum two (2) feet in all directions from the penetration. The area surrounding the penetration shall be handworked.
3.07. Density Tests Field density tests will be performed by the COUNTY to verify the compaction of each lift
of fill. Density tests shall be taken in the compacted soil below the disturbed surface.
3.08. Surface Water Fill areas shall be kept free of standing water with positive drainage maintained. Sloping of the fill surface and drainage ditches shall be provided to carry off water as it collects.
Pumping of water shall be required to remove water from areas that cannot drain naturally. Water removed by pumping will be deposited such that it will be routed to an on-site drainage ditch and then to the sediment basin.
3.09. Seasonal Limits

No fill material shall be placed, spread or rolled while the ground is frozen or thawing, or during extreme wet weather conditions. When the work is interrupted by inclement weather, fill operations shall not be resumed until the moisture content and density of the previously placed fill are as specified. Fill surfaces exposed to inclement weather or
standing water shall be scarified to a depth of 6 inches, compacted and tested prior to
placing addition fill lifts. 3.10. Integrity of the Work
It shall be the CONTRACTOR’S responsibility to maintain the integrity of the work. Work
that is damaged by weather or construction activities shall be restored and retested at the CONTRACTOR’S expense.
END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02420 - 1

SECTION 02420 SURFACE RUNOFF COLLECTION SYSTEM
Part 1 General 1.01. Requirements Included
Provide personnel, equipment, and materials to construct a surface runoff collection and diversion system. 1.02. Related Requirements
Section 01560 Erosion And Sediment Control Section 02480 Landfill Seeding
Part 2 Products
2.01. Channels and Berms Surface runoff collection and perimeter surface berms shall be promptly seeded by the
COUNTY following construction in accordance with Section 02480.
2.02. Riprap Riprap shall be in accordance with Section 1042 of the NCDOT Standard Specifications
for Roads and Bridges. 2.03. Flexamat
Flexamat® channel lining shall be in accordance with the details. Flexamat shall be
installed in all downchutes and where indicated in drainage channels. Part 3 Execution
3.01. Channels and Berms
A. Surface runoff collection and perimeter surface berms shall be installed in the locations shown on the drawings. Collection and diversion ditches shall be accurately constructed to the dimensions and grades shown on the drawings.

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02420 - 2

B. Perimeter surface berms shall have a minimum grade of 1.0% 3.02. Erosion Control Features A. Erosion control facilities shall be installed where indicated on the plans and in accordance with Section 01560.
B. Riprap shall be placed in the locations shown on the drawings and to the dimensions specified. Filter fabric shall be used under the riprap in drainage ditches. The riprap shall be placed in a manner to prevent damage to the filter fabric. The riprap shall be placed in accordance with Section 868 of the NCDOT Standard Specifications for Roads and Bridges.
C. Flexamat shall be installed per the manufacturer’s specifications.
END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02480 - 1

SECTION 02480 LANDFILL SEEDING Part 1 General 1.01. Requirements Included
Provide personnel, equipment, and materials to completely furnish, install, maintain and guarantee seeding and seeding items shown on the drawings and specified in the specifications. Place mulch as specified. Place fertilizer and lime as required by soil testing. 1.02. Related Requirements
Section 01560 Erosion and Sediment Control North Carolina Erosion and Sediment Control Planning and Design Manual
1.03. Guarantee
A. The CONTRACTOR shall be responsible for all phases of seeding as specified up to the final acceptance. Dependent upon the season, the CONTRACTOR may have to provide a temporary winter or summer cover crop that will eventually be
incorporated into the soil prior to seeding in the appropriate spring and fall seasons.
B. Areas that fails to develop a successful stand following seeding will be reseeded at the CONTRACTOR's expense. The CONTRACTOR shall establish a permanent vegetative cover with a 90% uniform stand of specified grasses in all areas. Bare areas
shall be reseeded every 21 days. Eroded areas shall be repaired prior to reseeding.
Once grass has been successfully established, the CONTRACTOR shall maintain the area for 60 days. 1.04. Submittals

A. Submit three (3) copies of the following manufacturer’s certificates of conformance for review and approval approximately 1 month before placement. 1. Seed
2. Fertilizer
B. The CONTRACTOR shall test topsoil to be used on the project to determine the proper application of lime and fertilizer. Representative samples shall be taken for existing topsoil and separate samples for each separate source of new topsoil to be
brought into the job site.
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C. A soil sample analysis report shall be submitted to the Engineer prior to seeding operations. Lime, fertilizer requirements, phosphorus, potassium, calcium, magnesium and pH levels shall be tested for each sample and amendment
recommendations provided in the soil analysis report. Part 2 Products 2.01. Temporary Seeding Mixture Temporary seed mixture shall be in accordance with the latest edition of the North Carolina Erosion and Sediment Control Planning and Design Manual. The actual seed used will vary with the seasons, but shall be certified to be high in percent germination and a variety adapted
to the locality. 2.02. Permanent Seeding Mixture
A. Permanent seed mixture shall be in accordance with Table 6.11k of of the North
Carolina Erosion and Sediment Control Planning and Design Manual. B. The COUNTY reserves the right to revise the seed mixture.
C. Seeds shall be certified high in percent germination and a variety adapted to North
Carolina shall be used. Seed shall be of the latest season’s crop with a minimum of 80% germination rate. Mix seed on site or in the presence of the QAO. Weed seeds and inert matter shall not exceed 0.25% (one fourth of one percent) of total seed content. Seed should be free of noxious weeds.
2.03. Topsoil or Amended Soil Topsoil shall be capable of promoting and sustaining vegetative growth. The topsoil shall be either approved off-site topsoil or soil from an on-site stockpile or off-site source mixed with
other suitable organic amendment. The soil or soil mixture shall be free of debris, large roots,
stumps, or frozen material. The topsoil shall have a pH between 5 and 7.6, contain at least 2 percent organic matter, and have a maximum particle size of two (2) inches. 2.04. Mulch

A. Mulch shall be free of noxious weeds, molds, or other deleterious material. Mulch/straw should be cured and mulched from the stalks of oats, wheat, barley, or rice. Furnish in air-dry condition. Do not use rye straw. Other materials may be used with prior written approval by the CQA Engineer. Mulch shall be well seasoned
before bailing, free from mature seed-bearing stalks or roots of prohibited or noxious
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02480 - 3

weeds. B. Apply mulch at a rate of 2 tons per acre (approximately 89-45 pound bales per acre). Mulch weight shall be dry weight. Fiber mulch applied during hydroseeding
operations shall not be considered as part of the 2 tons per acre. 2.05. Fertilizer A. Fertilizer shall be granular, commercial grade, dry, free flowing, uniform in
composition, non-burning product composed of not less than 50% organic slow acting, guaranteed analysis professional fertilizer. B. Fertilizer shall be delivered to the site in the original, unopened containers, each bearing the manufacturer’s guaranteed analysis. Fertilizer which becomes caked
or otherwise damaged, making it unsuitable for use, will not be accepted. No cyanamide or hydrated lime shall be permitted in mixed fertilizer. C. The CONTRACTOR shall perform soil tests to determine the quantity and analysis
of fertilizer required.
2.06. Limestone
A. Ground limestone shall contain not less than 85% of total carbonates and shall be pelletized agricultural grade. Calcareous limestone shall contain at least 50%
magnesium oxide and dolomitic limestone shall contain at least 40% magnesium
oxide. Burned or slaked limestone is not permitted. B. The CONTRACTOR shall perform soil tests to determine the quantity of lime required.
2.07. Water The CONTRACTOR shall be responsible for furnishing potable water free from substances harmful to seed growth. CONTRACTOR shall furnish related equipment such as hoses,
sprinklers, tanks, or other methods of transportation.

Part 3 Execution 3.01. Delivery, Storage, and Handling
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02480 - 4

A. Fertilizer and Lime Deliver materials to the site in the original, unopened containers showing the
weight, chemical analysis, and manufacturer’s name. In lieu of containers, bulk fertilizer and lime can be used only if appropriate certificates accompany each delivery. B. Seed
Deliver seed to the site in original sealed packages bearing the producer’s guaranteed analysis for percentages of mixtures, purity, germination, weed content, and inert material. Wet, moldy, outdated, or otherwise damaged seed will be rejected.
C. Storage and Handling Store lime, fertilizer, and seed in dry locations away from contaminants. Protect
seed from drying out. When handling materials, do not drop or dump from vehicles.
3.02. Temporary Seeded Areas A. Areas designated on the plans as requiring temporary seeding and areas of the site not
to be constructed within 15 consecutive calendar days of final grading shall be seeded
as soon as possible after the disturbance in the area is completed. The temporary seeding shall be in accordance with the of the North Carolina Erosion and Sediment Control Planning and Design Manual.
B. Prior to seeding, the surface of the area to be seeded shall be prepared by removing
depressions and ruts. Care shall be taken to avoid compaction of the surface. The area shall be prepared by breaking up the surface of the soil. C. Areas which fail to establish adequate vegetative cover adequate to limit rill erosion
will be reseeded as soon as such areas are identified.
3.03. Permanent Seeded Areas A. Permanent seeding shall be accomplished on final grades, on cut and fill slopes, on
access roads, surface water diversion ditches, rough-graded areas that will not be
brought to final grade for a year or more and other areas as required. The required seed mixture shall be applied as soon as possible after the area is brought to final grade as per the plans. No seeding shall occur between November 16th and February 1st unless so approved by the COUNTY.

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02480 - 5

B. The area to be seeded shall be prepared by removing large ruts or surface depressions and by breaking up the surface of the soil. The soil shall be tested and lime, fertilizer, and, if necessary, inoculate bacteria shall be incorporated into the top soil.
C. Areas which fail to establish adequate vegetative cover will be re-seeded as soon as such areas are identified. 3.04. Application of Materials
A. In general, materials shall be applied by hand or equipment. If hydroseeding is used, mixing shall be done at the job site and care shall be exercised to avoid damaging the seeds during mixing or application. B. Notify QAO at least seven working days prior to start of seeding operations.
C. Preparation 1. After areas required to be seeded have been brought to the required grade,
thoroughly till to a minimum depth of 2 inches by scarifying, disking,
harrowing, or other approved method. Remove debris and stone larger than one inch remaining on the surface after tilling. Tilling will be necessary prior to seeding as well as when the summer or winter species must be eradicated.

2. Limit preparation to areas which will be immediately seeded. D. Topsoil/Organically Amended Soil
Areas shall have topsoil (or an approved organically amended soil) uniformly
distributed and evenly spread to a thickness of not less than six (6) inches. E. Lime
Apply the rate and amount of lime necessary to maintain the areas at a pH level of
6 to 6.8. Soil analysis report of existing conditions and pH level will designate the amount of lime necessary to bring the soil to the acceptable levels. F. Fine Grade
Fine grade seed areas to smooth, even surface with loose, uniformly fine texture.
Roll, rake, and drag areas, remove ridges and fill depressions, as required to meet finish grades. Moisten prepared areas before planting if soil is dry. Water thoroughly and allow surface moisture to dry before planting seed. Do not create a muddy soil condition.

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G. Fertilizer Apply fertilizer at a uniform rate as determined by soil testing. Incorporate fertilizer and lime into the soil to a depth of at least four (4) inches; this may be
done as part of the subgrade tillage operation. H. Installation Seed immediately after preparation of bed. Seed areas disturbed as a result of
construction activities. Mix seed on-site or in the presence of the QAO. Sow seed with approved sowing equipment. Cover seed by means of harrow, cultipacker, or other approved device. Perform seeding operations when the soil is dry and when winds do not exceed 5 miles per hour velocity.
I. Rolling Immediately after seeding, firm entire area with a roller.
J. Mulch
Immediately mulch newly seeded areas. Chopped straw shall be evenly applied so as to provide a loose depth of not more than one half (1/2) inch with 75% coverage.
K. Tack Coat
1. Immediately following mulching, straw shall be secured in place by an EPA registered tackafier at a uniform applied rate as specified on the label.
2. In lieu of tackafier, crimp straw into soil by mechanical means or cover with
an approved erosion control blanket.
L. Precautions
Protect existing utilities, structures, pavements, or plantings from damage caused by seeding operations. CONTRACTOR will be held responsible for any/all damages. Extreme caution must be given when tilling, liming, and fertilizing in the
dripline of existing trees. Restrict traffic from seeded areas until grass is
established. M. Cleaning
Perform cleaning during installation of the work and upon completion of the work.
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 02480 - 7

Remove from site excess materials, debris, and equipment. Part 4 Maintenance
4.01. Begin maintenance immediately after seeding. 4.02. Maintenance shall include, but not be limited to proper watering, refilling of rainwashed gullies and rutted areas, refertilizing, mowing, liming, disease and insect pest control,
aerating, protective spraying, and other procedure consistent with good horticultural practice necessary to establish normal, vigorous, healthy growth. 4.03. Ample soil moisture must be maintained during this period. A thorough watering to a minimum depth of 4” once every 3-5 consecutive calendar days, depending upon soil type
and drainage shall be accomplished to maintain ample soil moisture during the growing season. 4.04. The CONTRACTOR shall maintain seeded areas until final acceptance of the project and
shall restore or replace any portion of the seeding work that is found defective or which
becomes damaged prior to final acceptance. If winter or summer crops are planted, they must be maintained until spring or fall seeding schedules can be met. The CONTRACTOR will be responsible for planting, maintaining the temporary cover, eradicating the temporary cover crop by tilling and grading prior to spring or fall seeding seasons, and
replanting the project based on the spring or fall planting selections, whichever comes first.
The CONTRACTOR shall perform supplemental seeding when less than a 90% uniform stand of permanent grass is obtained. Restoration or replacement work shall include the re-establishment of the grade or profile of the area, replacement of topsoil, refertilization, reseeding or remulching as directed by the CQA Engineer. Maintenance must be
performed by the CONTRACTOR until the final acceptance of the spring or fall season
grass is accomplished. There is no time limit in force. Part 5 Inspection and Acceptance
5.01 In the event a summer or winter cover crop is required, an inspection will take place to
verfiy that the cover crop has provided a 90% uniform stand of cover. Following the maintenance of the cover, eradication by tilling, and reseeding based on the season, a substantial inspection will be accomplished by the QAO. If a cover crop is not necessary, a substantial inspection can be performed by the QAO once the permanent seeding has
germinated and provided a 90% uniform stand of grass.
5.02 Once corrections are complete, another inspection will be conducted by the QAO. Upon successful completion of the seeding project, the CONTRACTOR will be notified in writing as to the beginning date for the warranty period to include a 60 day maintenance
period.
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5.03 Warranty Period A. For seeded areas, a warranty period of 60 days is required after a substantial
completion notice has been issued. If the project was seeded in the fall and not given full 60 days of maintenance, or if the project seeding was not considered acceptable at the time, the CONTRACTOR will continue maintenance until the following spring once acceptable turf is established.
B. The CONTRACTOR must maintain the seeded areas until a final acceptance inspection has been completed and a certificate of acceptance is issued. 5.04 Final Acceptance
Following the 60 day warranty and maintenance period, a final inspection will be conducted by the QAO. Upon successful completion, a written notice of acceptance will be sent to the CONTRACTOR from the QAO. Upon acceptance, the COUNTY will assume maintenance of the seeded areas.

END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13302 - 1

SECTION 13302 GEOCOMPOSITE DRAINAGE NET Part 1 General 1.01. Requirements Included

Provide personnel, equipment, and materials to install a double-sided geotextile/geonet drainage layer as specified on the plans. 1.02. Related Requirements

The specifications sections following shall apply to the components of the Geocomposite Drainage Net.
Part 2 Products 2.01. Geonet Material A. The geonet shall be comprised of HDPE material and manufactured of first-quality
products designed and manufactured specifically for the purpose of hydraulic conductance.
B. The net shall meet or surpass physical standards for HDPE geonets. The geonet shall meet or surpass the following minimum standards:
Specific Gravity, ASTM D1505 ......................................................... 0.94 g/cm Carbon Black Content, ASTM D1603 Modified/ASTM 4218 ............... 2.0 % Tensile Strength (MD), ASTM D5035/ASTM D7179 ....................... 45 lbs/in. Interface Friction, ASTM D5321 ..................................................... 28 degrees

C. The net strands shall be so produced as to be free of holes, blisters, undispersed raw materials, or sign of contamination by foreign matter. Defects discovered in the field shall be repaired by cutting out the defect and joining a new piece of net material in
its place. The joint shall be placed in accordance with the requirements for field joints.
D. Labels on each roll shall identify the thickness, length, width, and manufacturer's mark number. The roll shall also indicate the date, lot and batch number of the roll, the square feet in the roll, and the total roll weight as measured after manufacture.
E. Joints shall be made in the field by factory-trained technicians using approved
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13302 - 2

methods. Edges of rolled material shall be trimmed at the factory to remove non-conforming material. F. The net material shall meet the specification values according to the specification
sheet for HDPE geonet. It shall have a warranty of a minimum 20 years relative to materials, and 1 year on installation. 2.02. Geotextile Material

A. Geotextile shall be of the type specified on the drawings or an approved equal. Manufacturer shall submit a certificate to the CQA Engineer stating the name of the manufacturer, the chemical composition of the filaments or yarns, and other pertinent information so as to fully describe the geotextiles. At a minimum the other pertinent
data shall include Grab Strength, Elongation, Puncture Strength, and Apparent
Opening Size. B. The geotextile shall meet or exceed the following minimum average roll values:
Fabric ............................................................ Nonwoven needlepunched polypropylene
Weight, oz./s.y., ASTM D5261...................................................................................... 6 Grab Tensile, lbs., ASTM D4632 .............................................................................. 160 CBR Puncture Strength, lbs, ASTM D6421 ................................................................ 90 AOS, mm, ASTM D4751 ........................................................................................... #70
Permittivity, sec-2, ASTM D4991 .............................................................................. 1.5
Flow rate, gpm/ft2, ASTM D4991 ............................................................................. 110 UV Resistance, % retained after 500 hours, ASTM D4355 ....................................... 70 2.03. Composite Material

A. The composite shall consist of a non-woven geotextile heat-bonded to both sides of the drainage netting. The drainage net strands shall be High Density Polyethylene (HDPE).
B. Heat bonding shall prevent flattening of filter fabric and surface. Glues and adhesives
shall not be permitted to bond materials.
C. CONTRACTOR shall provide the manufacturer's certificate prior to delivery of the material. The manufacturer shall certify in writing that the material supplied meets the minimum specifications. The certificate shall be signed by a person with authority
to bind the manufacturer and shall be notarized.
D. The composite (finished) material shall meet or surpass the following minimum standards: Ply Adhesion, ASTM D7005 ................................................................................ 1.0 ppi
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13302 - 3

Transmissivity 2.04. Manufacturer's Experience The manufacturer of the drainage material described hereunder shall have previously demonstrated his ability to produce this geonet by having successfully manufactured similar material for hydraulic conductance installations. Manufacturer shall have been
engaged in the production of geocomposite materials for at least three years and shall have
successfully produced and provided materials totaling at least 5,000,000 square feet. 2.05. Shop Drawing Submittals
A. In order to qualify as an approved drainage material, the CONTRACTOR shall submit
material samples, minimum specifications and warranty to the CQA Engineer. The specification sheet shall give full details of minimum physical properties and test methods used, joining methods, and a certificate confirming compliance of the material with the minimum specifications. A list of similar projects completed in
which the manufactured material has been successfully used shall be submitted to the
CQA Engineer. B. The CONTRACTOR shall submit a certification from the manufacturer of the geonet, stating that the geonet meets physical property requirements for the intended
application, and that the geonet meets the physical requirements for the manufacture
and installation of HDPE landfill drainage media. C. At the time of delivery, the manufacturer shall certify in writing that the material supplied meets the minimum specifications. The certificate shall be signed by a
person with authority to bind the manufacturer and shall be notarized.
D. The manufacturer shall submit results of confirmation testing showing that the material lot of the resin used in the geonet supplied meets the material requirements for the resin. A description of the quality control steps used during manufacture shall
also be provided.
2.06. Instructions and Drawings Required after Contract Award A. The CONTRACTOR shall furnish complete written instructions for the storage, handling, installation, and joining of the net in compliance with this specification and
the condition of his warranty.
B. The manufacturer shall furnish complete written instructions for the repair of HDPE geonet material. C. The manufacturer or his designated representative shall furnish layouts and details as
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13302 - 4

required for the net installation. Details of placement around net penetrations such as pipes shall be provided as well. The above details must be approved by the CQA Engineer prior to net installation. Material left outside shall be covered to reduce accumulation of dust in the net and to protect it from ultraviolet light.
Part 3 Execution 3.01. Storage
A. Storage of the rolls shall be the responsibility of the installer. A dedicated storage area shall be selected at the job site that is away from high traffic areas and is level, dry, and well drained. The OWNER shall approve the storage area.
B. Rolls shall be stored in a manner that prevents sliding or rolling from the stacks and may be accomplished by the use of chock blocks or by use of the dunnage shipped between rolls. Rolls shall be stacked at a height no higher than that at which the lifting apparatus can be safely handled (typically no higher than four).
C. Stored materials must be off of the ground and be covered with a plastic sheet or
tarpaulin until their installation. D. The integrity and legibility of the labels shall be preserved during storage.
3.02. Installation
A. The installation of the HDPE geocomposite shall be done with labor and equipment provided by an approved contractor. The manufacturer shall provide the proper cutting equipment for the installation. Only installation methods approved by the
manufacturer and the CQA Engineer in accordance with this specification shall be
used. B. The geocomposite shall be installed in accordance with manufacturer's instructions, these specifications, and the design drawings.

C. The geocomposite shall be free of dirt and dust when installed. If dirt or dust is present, the CONTRACTOR shall wash the geocomposite until clean as directed by the CQA Engineer.
D. Coordinate with geomembrane installer for installation of the drainage layers.
E. Geocompsoite material shall be unrolled and installed to the lines and grades shown. F. Geocomposite shall be anchored at the top of slopes in an anchor trench as shown on
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13302 - 5

the drawings. Care shall be taken not to entrap small stones from the anchor trench excavation in the net channels. Trenching and backfilling shall comply with Section 02221 and testing shall be in accordanc with the CQA Plan.
G. After being secured in the anchor trench, the drainage layer shall be stretched to minimize wrinkle formation. Subsequent material shall not be placed on top of the geocomposite until the section is free of wrinkles. Should wrinkles persist to occur, it may be necessary to temporarily place stone material, clean of dirt that may clog the geonet, on top of the material until the section is ready to be worked on top of.
Placement shall be done in a manner that will not damage the material, in accordance with Part 3.05 below. H. Overlaps:
1. Layout of geocomposite shall minimize horizontal seams on sideslopes. If horizontal seams are necessary, adjacent seams shall be offset. 2. The geocomposite shall be overlapped in the corners of the side slopes.

3. Overlap geonet material by at least 6 inches and geotextile material by at least 4 inches. 4. Overlap at end of composite layer on a slope shall be shingled so the upslope
geonet shall be atop the downslope geonet.
I. Connections: 1. Overlapping geonet layers shall be connected with plastic fastener ties or
polymer braid.
2. Ties shall be white or another contrasting color to facilitate inspection. 3. Connections shall be a maximum of 5 feet on center along the sides of rolls, 6
inches in anchor trenches, and 6 inches on center along the end of rolls.
4. Geotextile fabrics shall be continuously sewn on slopes of 10H:1V or steeper. On slopes less than 10H:1V, geotextile fabrics shall be continuously thermally bonded, or as approved by the QAO.

5. Sewing shall be performed using polymeric thread with chemical and ultraviolet light resistance properties equal to or exceeding those of the geotextile. Sewing equipment shall be approved by the QAO.
J. During installation, care shall be taken to keep the net and filter fabric as clean as
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possible. 3.03. Geocomposite Repair
Holes or tears (smaller than 3 feet by 3 feet) in the gecomposite shall be repaired by placing a patch extending 2 feet beyond edges of the hole of tear. The patch shall be secured to the original geonet by tying every 6 inches. Tying devices shall be as indicated above. Geotextile fabric shall be continuously thermally bonded or continuously sewn. If the hole or tear width is greater than 3 feet by 3 feet, or if the tear across the roll is more than 50
percent of the width of the roll, the damaged area shall be cut out and the two portions of the geonet shall be joined as indicated in Paragraph 3.02. Geotextile fabric shall be continuously sewn on large repairs. 3.04. Field Damage A. The CONTRACTOR shall take every precaution to protect the net from damage due to natural and field conditions. As the panels are placed, they shall be secured to limit excessive movement.

B. Panels moved by the wind shall be inspected and, if damaged, shall be replaced or repaired as required in the judgment of the QAO. Similarly, panels that have developed excessive wrinkles, particularly at the toe of slopes shall be inspected and repaired or replaced as necessary.
3.05. Placement of Cover Material A. Cover material such as soil, stone, or geomembrane that is placed over geonets shall be placed in such a manner as to verify that the geonet is not damaged. In this
application where the GDN is overlain with an 18 inch soil infiltration layer, a
minimum 12-inch protective layer of soil shall be installed initially to provide a protective barrier between the construction equipment placing the material and the GDN.
B. Care shall be taken to minimize slippage of the geonet and to verify that no tensile
stress is induced in the geonet. Should slippage persist to occur, it may be necessary to temporarily place stone material, clean of dirt that may clog the geonet, ontop of the material until the section is ready to be worked ontop of.
3.06. Records and Quality Assurance
A. The installation of the geocomposite shall be monitored by QAO provided by the OWNER. The purpose of the third party monitoring shall be to document the installation of the geonet. The following records shall be kept by the installer as part
of the installation process:
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13302 - 7

1. Panel Placement Checklist 2. Panel Joining Checklist 3. Repair and Patching Checklist
4. Panel and Joint Layout Record Drawing
B. The geocomposite may not be covered until defects, patches, etc. have been properly logged. C. The reports shall be turned over to the CQA Engineer for review on a daily basis.
Reports shall be complete within 24 hours of the installation of the panel, joint, repair, etc.
D. The manufacturer/installer shall provide a written warranty for materials for a period of no less than 20 years. A written warranty for 1 year shall also be provided for quality of workmanship.
END OF SECTION

Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13320 - 1

SECTION 13320
LANDFILL GAS VENTS
Part 1 General
1.01. Requirements Included A. The CONTRACTOR shall provide labor, materials, and equipment to install the
gas vents as shown in the plans and specifications. The CONTRACTOR shall provide labor, materials, and equipment necessary to protect personnel and equipment against exposure to landfill gas.
B. The CONTRACTOR is responsible to provide a level bench area for the drilling
rigs to install the landfill gas vents.
1.02. Related Requirements
None
1.03. Quality Control Comply with applicable codes and regulations as required by regulatory agencies having jurisdiction over this work. Comply with pertinent sections of the following standards.
A. ASTM - American Society of Testing Materials B. ANSI - American National Standards Institute C. AWWA - American Water Works Association
1.04. Submittals Submit shop drawings and product data for components. Manufacturer shall submit a certificate to the ENGINEER stating the name of the manufacturer, the chemical composition of the filaments or yarns, and other pertinent information so as to fully describe
the geotextiles. At a minimum the other pertinent data shall include Grab Strength, Elongation, Puncture Strength, and Apparent Opening Size. The manufacturer shall include in the certificate a guarantee stating that the geotextile that is furnished meets the requirements of this specification section

Part 2 Products
2.01. Bore Hole
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13320 - 2

In lieu of boreholes, holes will be excavated with a backhoe to the dimensions shown on the plans. The minimum dimensions for the pit shall be 8-feet long by 8-feet wide, by 3-feet deep.
2.02 Geotextile Fabric The geotextile shall meet or exceed the following minimum average roll values:
Fabric ........................................................... Nonwoven needlepunched polypropylene
Weight, ASTM D5261, oz./s.y. ................................................................................... 6.0 Grab Tensile Strength, lbs., ASTM D4632 ............................................................... 200 Grab Tensile Elongation, %, ASTM D4632 ............................................................... 50 Puncture, lbs, ASTM D4833-88 ................................................................................ 110
AOS, ASTM D4751 ................................................................................................... #70
UV Resistance, %, ASTM D4355 ............................................................................... 70 2.02. Screened Sections
Screened sections shall be 6-inch minimum diameter Schedule 80 PVC with 3/8-inch holes
at 1/4 points at 6 inch on center. In lieu of perforations, slotted pipe may be used. Slots shall be 6 inches long by 0.010-inch wide, spaced 90 degrees around the circumference of the pipe. 2.03. Gravel Pack Gravel pack shall be NCDOT #57 stone. 2.04. Pipe and Fittings Pipe and pipe fittings shall be 6-inch diameter Schedule 80 PVC.
Part 3 Execution
3.01. Drilling A. Prior to excavating for landfill gas vents, the location of the proposed vent will be
checked against asbestos disposal records, maintained by the facility, to verify that
buried asbestos will not be disturbed. The facility does not accept commercial friable asbestos bags. B. Vent holes shall be excavated to the depths indicated in Part 2.01 of the
Specification Section. Depth may be decreased by the COUNTY in the field so
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13320 - 3

that the wells do not penetrate the landfill base, or if saturated conditions or refusal conditions are encountered. C. Risers shall extend a minimum of eight (8) feet above the ground surface.
3.02. Installation A. The geotextile shall not be exposed to precipitation prior to being installed. The geotextile shall not be exposed to sunlight for more than 15 consecutive calendar days unless otherwise specified and guaranteed in writing by the geotextile
manufacturer. The CONTRACTOR shall replace geotextile that is left exposed for more than 15 consecutive calendar days. Geotextile shall be placed smoothly and in direct contact with the underlying medium. Excessive wrinkles shall not be acceptable. Equipment shall never be run directly on the geotextile. Geotextile sections that require more than one panel should be overlapped a minimum of 18
inches. B. After installing the geotextile fabric and a lift of stone bedding, the vent piping shall be installed and held vertical. The gravel pack shall be installed carefully so as to
avoid damaging the piping. If the piping is damaged, the stone and piping shall be
removed and reinstalled. The gravel pack shall be installed so as to provide a uniform blanket of stone around the central vent piping. C. The piping for each vent shall be assembled prior to installation to enable the joints
to be properly set and secured.
D. Layers above the soil cap shall be installed identical to the landfill cap design around the vent. The top of the vent shall be capped as shown in the plans. Grade the area to drain.

E. Place geocomposite material above the stone and backfill with clean soil mixed with 50% bentonite from the bottom of the soil cap to the top of the soil cap. This backfill shall be a minimum of 18 inches thick. Cover with erosion support soil and topsoil layers.

Part 4 Safety The CONTRACTOR shall prepare and implement a safety plan for installation of the landfill gas vents. Although there have been no serious or fatal incidents reported that could be attributed
specifically to installation of landfill gas migration control/recovery systems, there have been
numerous accidents resulting from landfill gas migration. Gas migration, in particular, poses a hazard, and has been responsible for some deaths and serious injuries. Therefore, it makes good sense to take more than routine safety precautions when working in or near a landfill.
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13320 - 4

END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13322 - 1

SECTION 13322 LANDFILL GAS DETECTION PROBES
Part 1 General 1.01. Requirements Included The CONTRACTOR shall provide labor, materials, and equipment to install the landfill
gas detection probes as shown in the plans and specifications. Probes will be constructed in accordance with applicable sections of 15A NCAC 02C – Well Construction Standards.
1.02. Related Requirements None
Part 2 Products
2.01. Bore Hole
Borehole shall be minimum 6 inches in diameter. Boreholes are to be advanced to the depths indicated, to groundwater, or to bedrock, whichever is encountered first. Existing boreholes have been installed at the depths indicated below.

Probe Number Depth (feet) Probe Number Depth (feet)
CD1 20 CD9 10
CD2 10 CD10 10
CD3 10 CD11 10
CD4 18 CD12 10 CD4R 15 CD13 15
CD5 10 CD13R 2
CD5R 15 CD13R2 4
CD6 10 CD14 8
CD6R 10 CD15 7.75
CD7 10 CD16 8
CD7R 10 CD17 8.25 CD8 10 CD18 24.5
CD8R 10
2.02. Gravel Pack
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13322 - 2

The gravel pack shall be NCDOT #57 stone. 2.03. Pipe
A. Pipe shall be PVC Schedule 40 pipe, ½ inch in inside diameter. The pipe below the bentonite seal shall be perforated by drilling ¼ inch holes at 1 inch on center. Pipe shall not be solvent welded.
B. The top of the probe shall be fitted with a ½ inch PVC or stainless steel female adapter with a ½ inch to ¼ inch brass bushing with a ¼ inch brass quick connect shutoff body (McMaster-Carr No. 5327K81), or equivalent. 2.04. Gas Probe Protective Casing
The protective casing shall be 4” x 4” square or 4” circular steel, with a hinged, lockable cap.
2.05. Probe Identification
Probe identification shall be marked on the outside of the protective casing and on the inside of the protective casing cap.
2.06. Bentonite Seal
A. A six-inch thick bentonite seal shall be installed at the top of the borehole, after backfilling with aggregate.
B. The bentonite seal(s) shall be constructed of a six inch layer of sodium cation
montmorillonite. The bentonite shall be high swelling type defined as the ability of two grams of the base bentonite, when mechanically reduced to -100 mesh, to swell in water to 100 cc's of distilled water contained in a graduated cylinder.
C. The colloid content of the base bentonite shall exceed 85% and is measured by
evaporating the suspended portion of a 2% solution after 24 hours of sedimentation in a glass graduated cylinder or beaker. The manufacturer shall certify that the bentonite supplied meets the requirements of these specifications.

Part 3 Execution
3.01. Drilling
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13322 - 3

A. Drilling shall be done by an experienced driller. B. Drilling shall be done with an air rotary or auger drill, capable of leaving a clean
hole. C. After drilling, the bore shall be cleaned of loose debris before filling with stone and the piping. D. Soil cuttings shall be spread in the vicinity of the borehole.
3.02. Installation A. The PVC pipe shall be installed first and held vertical. The gravel pack shall be installed carefully so as to avoid damaging the pipe. If the pipe is damaged, the stone
and pipe shall be removed and reinstalled. The gravel pack shall be installed so as to provide a uniform blanket of stone around the pipe. B. Nested probes:

a. For borehole depths 10 feet or less, install one probe pipe within the borehole. b. For borehole depths 10 to 20 feet, install two probe pipes. Install a six-inch thick bentonite seal approximately ½ of the borehole depth to provide two detection zones.
c. For borehole depths greater than 20 feet, install three probe pipes. Install six-
inch bentonite seals at approximately 1/3 and 2/3 depths of the boreholes to provide three detection zones. C. The top of the probe shall extend approximately 3 feet above ground surface.

D. The protective casing shall be imbedded a minimum of one foot below the ground surface. A concrete apron shall be constructed around the casing. The apron shall have the following minimum dimensions: 3 feet by 3 feet x 3.5 inches, and shall be centered with respect to the casing. A form shall be used in constructing the apron.
The upper surface of the apron shall be sloped to drain water away from the casing.
E. The top of the protective casing, when uncovered, shall be placed at a point between 0.5 inches above the top of the probes and 0.5 inches below the top of the probes. The casing shall be backfilled with concrete to 6 inches below the top of the probes.

F. The casing shall be painted with one coat of primer and at least one coat of exterior enamel. G. The CONTRACTOR shall provide a lock for each protective casing cap. Locks
shall be keyed identically.
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 13322 - 4

3.03 Reports A. Driller shall complete applicable forms of NC form GW-1b for each probe
borehole. B. Geologist or professional engineer provided by COUNTY shall document probe construction in probe completion report including the following information:
a. Well and borings log b. Scaled drawing depicting the locations of the gas probes surveyed by a surveyor registered in the State of North Carolina c. Well completion records 9completed GW-1 forms) d. Groundwater elevation data
e. Descriptions of deviations from the original plan f. Schedules for the first methane gas sampling event and follow-up quarterly sampling events
3.04. Safety
Landfill gas can be both explosive, poisonous, and an asphyxiant. The CONTRACTOR shall prepare and implement a Health and Safety Plan in accordance with applicable regulations.

END OF SECTION
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 15060 - 1

SECTION 15060 PIPE AND PIPE FITTINGS
Part 1 General 1.01. Requirements Included

Provide personnel, equipment, and materials to install pipe, fittings, and appurtenances to general lines and grades shown on the plans. 1.02. Related Requirements

Section 02200 Earthwork 1.03. Quality Assurance
Comply with applicable codes and regulations as required by regulatory agencies having
jurisdiction over this work. Comply with the pertinent sections of the following Standards: A. AWWA - American Water Works Association
B. ANSI - American National Standards Institute
C. ASTM - American Society of Testing and Materials 1.04. Submittals

Shop drawings and product data are required for pipe and fittings. Part 2 Products

Reinforced concrete pipe shall conform to ASTM C-76 Class III, unless otherwise indicated on the plans. The pipe interior shall be smooth and free from roughness, projections, or irregularities. Cracked or flaking pipe shall be rejected. Pipe with exposed reinforcement shall be rejected. Joints on RCP shall be tongue and groove or bell and
spigot.

Part 3 Execution
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 15060 - 2

3.01. Pipe Installation A. General
1. Proper implements, tools, and facilities shall be provided and used for the safe and convenient performance of the work. Pipe, fittings, and appurtenances shall be lowered carefully into the trench by means of a derrick, rope, or other suitable tools or equipment, in such a manner as to not damage materials and
protective coatings and linings. Under no circumstances shall pipe materials be dropped or dumped into the trench. The trench should be dewatered prior to installation of the pipe. 2. Pipe and fittings shall be strung out along the route of construction where it
will cause least interference with traffic. Commence at the lowest point in the system. Laying of pipe shall be commenced immediately after the excavation is started and every measure must be used to keep pipe laying closely behind trenching. No more than 10 feet of trench shall remain open at the end of each
working day. Required connections to existing lines shall be made in
accordance with local standards and requirements. Observe extreme care to keep debris from entering lines. Check carefully the invert elevations of existing lines to which connections are to be made and inform the Engineer immediately if there is a discrepancy with the plans. Each pipe shall be
inspected for defects prior to being lowered into the trench and swabbed or
brushed out so that no dirt or foreign material gets into the finished line. 3. Holes shall be scooped out where the bells occur such that the entire barrel of the pipe is bedded firmly and uniformly. Lay the pipe in straight lines and on
uniform grades between points where changes in alignment or grade are
shown. Fit the pipe to form close concentric joints. Immediately after each joint is made, drag a close fitting swab past the joint within the pipe. The pipe shall be kept closed by means of a test plug whenever work is not in progress.
B. Examination of Materials
All pipe fittings, valves, and other appurtenances shall be examined carefully for damage and other defects immediately before installation. Defective materials shall be marked and held for inspection by the COUNTY, who may prescribe corrective
repairs or reject the materials.
C. Pipe Ends All lumps, blisters, and excess coating shall be removed from the socket and plain
ends of each pipe, and the outside of the plain end and the inside of the bell shall be
Orange County Eubanks Road C&D Landfill Permit to Construct Application – Technical Specifications August 21, 2020 Section 15060 - 3

wiped clean and dry and be free from dirt, sand, grit, or foreign material before the pipe is laid. D. Pipe Cleanliness
Foreign material shall be kept from entering the pipe while it is being placed in the trench. During pipe laying operations, no debris, tools, clothing, or other materials shall be placed in the pipe.
E. Pipe Placement As each length of pipe is placed in the trench, the joint shall be assembled and the pipe brought to correct line and grade. The pipe shall be secured in place with approved backfill material.
F. Pipe Deflection When it is necessary to deflect pipe from a straight line in either the vertical or
horizontal plane, or where long radius curves are permitted, the amount of deflection
shall not exceed manufacturer's recommendations. G. Pipe Cutting
Cutting pipe for the insertion of valves, fittings, or closure pieces shall be done in a
neat, workmanlike manner without creating damage to the pipe or lining. H. Pipe Bedding
Pipe bedding shall be in accordance with Section 02221.
I. Backfill Backfill shall be in accordance with Section 02221.
3.02. Pipe Testing No testing of reinforced concrete pipe is required.
END OF SECTION
Orange County Eubanks Road C&D Landfill– Phase 2 & 3 Permit to Construct – Closure/Post Closure Cost Estimate August 21, 2020 Apppendix VI-1

APPENDIX VI
CLOSURE/POST CLOSURE COST ESTIMATE

Summary Worksheet: CLOSURE AND POST-CLOSURE COSTS
Facility:Orange County Eubanks Road C&D Landfill
Permit Number:68-04
Facility Address:Eubanks Road, Chapel Hill, North Carolina
Facility Owner:Orange County, North Carolina
Facility Representative:Mr. Robert Williams
Representative Completing Format:Draper Aden Associates, C. Tyrus Clayton, Jr., PE
Draper Aden Associates, Andrew Mericle, PE

Date Completed:Revised August 21, 2020

Closure Costs:$1,994,465 See Worksheet 01
Post-Closure Care Costs:$1,023,180 See Worksheet 02
Corrective Action:$1,000,000 Per NCGS 130A-295.2(h1)
Totals:$4,017,645

DAA #R00592-00
CLOSURE ESTIMATE
PERMIT 68-04 - ORANGE COUNTY EUBANKS ROAD C-D LANDFILL
ORANGE COUNTY SOLID WASTE MANAGEMENT DEPARTMENT
PREPARED AUGUST 21, 2020
I.Slope & Fill - Soil Below Cap Calculation or Conversion
a.Area to be capped 12.35 acres x 4,840 yd2/ac 59,774 yd2
b.Depth of soil needed for slope and fill 0 inches x 1yd/36in 0.00 yd
c.Quantity of soil needed a x b 0 yd3
d.Percentage of soil from off-site 0%
e.Purchase unit cost for off-site material /yd3
f.Percentage of soil from on-site (1 - d)100%
g.Excavation unit cost (on-site material)$4.58 /yd3
h.Total soil unit cost (d x e) + (f x g)$4.58 /yd3
i.Hauling, Placement and Spreading unit cost $1.21 /yd3
j.Compaction unit cost $0.31 /yd3
k.Total soil unit cost h + i + j $6.10 /yd3
l.Soil subtotal k x b $0
m.Percent compaction 15%
Total Slope & Fill Cost l x (1 + m)$0
II.Infiltration Barrier Layer Soil
Infiltration Soil Cost
a.Area to be capped 12.35 acres x 4,840yd2/ac 59,774 yd2
b.Depth of infiltration soil needed 18 inches x 1yd/36in 0.50 yd
c.Quantity of infiltration soil needed a x b 29,887 yd3
d.Percentage of soil from off-site 100%
e.Purchase unit cost for off-site material $3.32 /yd3
f.Delivery unit cost $7.72 /yd3
g.Total infiltration cost to site d x e $11.04 /yd3
h.Placement and Spreading unit cost $1.21 /yd3
i.Compaction unit cost $1.98 /yd3
j.Total infiltration soil unit cost g + h + i $14.22 /yd3
k.Infiltration soil subtotal k x b $425,101
l.Percent compaction 25%N/A
m.Subtotal Infiltration Soil Cost l x (1 + m)$531,376
Soil Admixture Cost
o.Area to be capped 12.35 acres x 4,840yd2/ac 59,774 yd2
p.Soil admixture unit cost $0.00 /yd2
q.Subtotal admixture cost a x b $0
Soil Testing
r.Area to be capped 12.35 acres
s.Testing unit cost $1,545.48 /acre
t.Subtotal soil testing cost a x b $19,087
Total Infiltration Soil Cost (soil, admixtures, and testing)n + q + t $550,463
Worksheet 01: FORMAT FOR THE ESTIMATION OF CLOSURE COSTS

Soil Cap Components
Orange County C-D Landfill Closure Estimate 2
CLOSURE ESTIMATE
PERMIT 68-04 - ORANGE COUNTY EUBANKS ROAD C-D LANDFILL
ORANGE COUNTY SOLID WASTE MANAGEMENT DEPARTMENT
PREPARED AUGUST 21, 2020
III.Erosion Control / Protective Cover Soil
a.Area to be capped 12.35 acres x 4,840yd2/ac 59,774 yd2
b.Depth of soil needed 12 inches x 1yd/36in 0.33 yd
c.Quantity of soil needed a x b 19,925 yd3
d.Percentage of soil from off-site
e.Purchase unit cost for off-site material /yd3
f.Percentage of soil from on-site (1 - d)100%
g.Excavation unit cost (on-site material)$4.58 /yd3
h.Total erosion/protective soil unit cost (d x e) + (f x g)$4.58 /yd3
i.Hauling, Placement and Spreading unit cost $1.21 /yd3
j.Compaction unit cost $0.00 /yd3
k.Total soil unit cost h + i + j $5.79 /yd3
l.Erosion/Protective soil subtotal k x b $115,340
m.Percent compaction 15%N/A
Total Erosion Control/Protective Cover Soil Cost l x (1 + m)$132,641
IV.Vegetative support soil (Topsoil)
a.Area to be capped 12.35 acres x 4,840yd2/ac 59,774 yd2
b.Depth of topsoil needed 6 inches x 1yd/36in 0.17 yd
c.Quantity of topsoil needed a x b 9,962 yd3
d.Percentage of topsoil from off-site 100%
e.Purchase and delivery unit cost for off-site $15.00 /yd3
f.Percentage of topsoil from on-site (1 - d)0%
g.Excavation unit cost (on-site material)/yd3
h.Total topsoil unit cost (d x e) + (f x g)$15.00 /yd3
i.Placement and Spreading unit cost $1.50 /yd3
j.Total soil unit cost h + i $16.50 /yd3k.Vegetative support soil (Topsoil) subtotal $164,378.50
l.Percent compaction 10%
Total Topsoil Cost k x (1 + l)$180,816
V.Vegetative Cover
a.Area to be vegetated 12.35 acres
b.Vegetative cover (seeding) unit cost $2,750 /acre
c.Erosion control matting unit cost $5,000 /acre
Total Vegetative Cover Cost a x (b + c)$95,713
VI.Flexible Membrane Liner Calculation or Conversion
a.Quantity of FML needed 0 acres x 43,560 ft2/ac 0 ft2
b.Purchase unit cost $0.32 /ft2
c.Installation unit cost $0.09 /ft2
d.Total FML unit cost b + c $0.41
Total FML cost a x d $0
VII.Geosynthetic Clay Liner
a.Quantity of GCL needed 0 acres x 43,560 ft2/ac 0 ft2
b.Purchase unit cost $0.57 /ft2
c.Installation unit cost $0.13 /ft2
d.Total GCL unit cost b + c $0.70 /ft2Total GCL Cost a x d $0
Geosynthetic Barrier & Infiltration Layers
Orange County C-D Landfill Closure Estimate 3
CLOSURE ESTIMATE
PERMIT 68-04 - ORANGE COUNTY EUBANKS ROAD C-D LANDFILL
ORANGE COUNTY SOLID WASTE MANAGEMENT DEPARTMENT
PREPARED AUGUST 21, 2020
VIII.Sand or Gravel Drainage Calculation or Conversion
a.Area to be capped 12.35 acres x 4,840yd2/ac 59,774 yd2
b.Depth of sand or gravel needed 0 inches x 1yd/36in 0.00 yd
c.Quantity of drainage material needed a x b 0 yd3
d.Percentage of media from off-site
e.Purchase unit cost for off-site material /yd3
f.Percentage of material from on-site (1 - d)100%
g.Excavation unit cost (on-site material)/yd3
h.Total drainage material unit cost (d x e) + (f x g)$0.00 /yd3
i.Hauling, Placement and Spreading unit cost /yd3
j.Compaction unit cost /yd3
k.Total drainage material unit cost h + i + j $0.00 /yd3
l.Drainage material subtotal k x b $0.00
m.Percent compaction
Total drainage material cost l x (1 + m)$0
IX.Geotextile
a.Quantity of geotextile needed 0 acres x 43,560ft2/ac 0 ft2
b.Purchase unit cost /ft2
c.Installation unit cost /ft2
d.Total geotextile unit cost b + c $0.00 /ft2Total Geotextile Cost a x d $0
X.Geocomposite Gas Collection Layer
a.Quantity of geonet composite needed 12.35 acres x 43,560ft2/ac 537,966 ft2
b.Purchase unit cost $0.40 /ft2
c.Installation unit cost $0.09 /ft2
d.Total geonet composite unit cost b + c $0.49 /ft2
Total Geonet Composite Cost a x d $261,451
XI.Toe Drain
a.Length of toe drain needed 0 LF
b.Purchase unit cost $0.42 /LF
c.Trenching and backfilling cost $5.16 /LF
d.Total toe drain unit cost b + c $5.58 /ft2
Total Toe Drain Cost a x d $0
XII.Drainage Channels (Stormwater Control)Drainage benches and berms
a.Size of drainage bench needed 0 LF
b.Drainage bench unit cost $15.47 /LF
c.Subtotal drainage bench cost a x b $0
d.Size of drainage swale/berm needed 4,170 LF
e.Drainage swale/berm unit cost $14.00 /LF
f.Subtotal drainage swale/berm cost d x e $58,380
Drainage Components
Orange County C-D Landfill Closure Estimate 4
CLOSURE ESTIMATE
PERMIT 68-04 - ORANGE COUNTY EUBANKS ROAD C-D LANDFILL
ORANGE COUNTY SOLID WASTE MANAGEMENT DEPARTMENT
PREPARED AUGUST 21, 2020
Rip Rap
g.Quantity of Rip Rap needed 60 yd2
h.Rip rap unit cost $105.00 /yd2
i.Total rip rap cost g x h $6,300
Storm Piping
j RCP Storm Pipe 230 lf
k Rip rap unit cost $115.00 /lf
l Total rip rap cost g x h $26,450
Downchute
m.Quantity of downchute needed 600 LF
n.Slope Drain unit cost $175.00 /LF
o.Slope drain cost 2 m x n $105,000
Total Stormwater Control Cost c + f + i + l + o $196,288
XIII.Landfill Gas Monitoring & Control Components CalculationLandfill Perimeter System
a.Number of probes to be installed 0 probes
b.LFG probe unit cost /probe
c.Subtotal LFG probe cost a x b $0
Landfill Control Systems
d.Area to be closed 12.35 acres
e.Average number of vents per acre 1 vents / acre
f.Number of vents required 8 each
g.LFG vent unit cost $3,311 /vent
h.Subtotal LFG vent cost f x g $26,490.24
i.Length of header pipe needed - LF
j.Header pipe unit cost /LF
k.Header pipe installation cost /LF
l.Subtotal LFG active vent hook-up h x (i + j)$0
Total Landfill Gas Management Cost c + g + k $26,490
XIV.Groundwater Monitoring Components
a.Hydrogeologic study cost $0
b.Number of wells to be installed 0 wells
c.GW Monitoring Well unit cost /well
d.Number of wells > 50 ft length wells
e.Additional well length over 50 ft LF/well
f.Unit cost for additional well length /LF
Total Groundwater Monitoring Well Cost a + (b x c) + (d x e x f)$0
XV.Calculation
a.Quantity of stockpiled materials - yd3
b.Loading and Hauling unit cost /yd3
c.Disposal unit cost /yd3
d.Total Removal/Disposal Cost a x (b + c)$0
Miscellaneous
Removal and Disposal of Stockpiled Material
Landfill Gas and Groundwater Features
Orange County C-D Landfill Closure Estimate 5
CLOSURE ESTIMATE
PERMIT 68-04 - ORANGE COUNTY EUBANKS ROAD C-D LANDFILL
ORANGE COUNTY SOLID WASTE MANAGEMENT DEPARTMENT
PREPARED AUGUST 21, 2020
XVI.Erosion/Sediment Control
a.Inlet Protection 3 EA
b.Inlet Protection unit cost $1,500.00 /EA
Total Silt Fence Cost a x b $4,500
XVII.Landfill Access Road
a.Size of LF access road 2,700 yd2
b.Depth of gravel needed 6 inches x 1yd/36in 0.2 yd
c.Depth of asphalt needed 0 inches x 1yd/36in 0.0 yd
d.Total material needed a x (b + c)450 yd3
e.Road material unit cost $25.00 /yd3
f.Placement/Spreading unit cost $36.10 /yd3
Total access road cost c x (d + e)$27,495
XVIII.Site Security
Fencing
a.Length of fencing needed - ft
b.Fence unit cost /ft
c.Subtotal fencing cost a x b $0
Gate or Barrier
d.Number of gates required -
e.Gate unit cost /gate
f.Subtotal gate cost d x e $0
Closed Sign
g.Number of signs required 1
h.Sign unit cost $650 /sign
i.Subtotal sign cost g x h $350
Total site security cost c + f + i $350
XIX.Mobilization / Demobilization
a.Cost for mobilization/demobilization $73,810 5%, incl. stakeout survey
Total mobilization/demobilization cost $73,810
Closure Cost Subtotal (CCS):(I + … + XIX)$1,550,017
Contingency (10%): CCS x 0.10 $155,002
Engineering & Documentation:
a.No. of acres to be capped 12.4 acres
b.Engineering and Construction QA/QC $19,000 /acre a x b $234,650
c.Closure Certification and CQA Report $1,100 /acre a x c $13,585
d.Survey and as-builts (2%)$3,094 /acre a x d $38,211
e.Cost for survey plat and deed notation $3,000
Total Engineering & Documentation Costs $289,446

Total Closure Cost (2020 Dollars):CCS + Contingency + Engineering $1,994,465

Orange County C-D Landfill Closure Estimate 6
POST-CLOSURE ESTIMATE
PERMIT 68-04 - ORANGE COUNTY EUBANKS ROAD C-D LANDFILLORANGE COUNTY SOLID WASTE MANAGEMENT DEPARTMENT
PREPARED AUGUST 21, 2020
I.Groundwater Monitoring Calculation or Conversion
a.Total number of monitoring wells 5 wells
b.Total number of sampling events/year 2 events/yr a x b 10 samples/yr
c.Quantity of additional samples (e.g. QA/QC)1 samples/event a x c 5 samples/yr
d.Total samples per year b + c 15 samples/yr
e.Analysis unit cost (Appendix I constituents)$270.00 /sample
f.Total Analysis cost d x e $4,050 /yr
g.GW Monitoring unit cost $700.00 /event b x g $1,400
i.Total sampling cost f + g $5,450 /yr
j.Engineering fees & reports $8,600 /yr
Yearly Groundwater Monitoring Cost i + j $14,050 /yr
II.Landfill Gas Monitoring, Maintenance, and Control
a.Frequency of LFG compliance monitoring 4 events/yr
b.LFG Monitoring unit cost $1,395.00 /event
c.Total perimeter LFG monitoring cost a x b $5,580 /yr
d.Frequency of surface monitoring (air permit)0 events/yr
e.Surface monitoring unit cost $0.00 /event
f.Total surface monitoring cost d x e $0 /yr
g.Control system operating unit cost $0 /yr
h.Frequency of LFG control system inspections 0 events/yr
i.Control system inspection cost $0.00 /event
j.Total control system cost g + (h x i)$0 /yr
Yearly Landfill Gas Monitoring, Maintenance, & Control Cost c + f + j $5,580 /yr
III.Leachate Management
a.Quantity of leachate generated - gal/yr
On-site Leachate Management or Pre-Treatment
b.On-site treatment operating unit cost $0.00 /gal
c.Total on-site management cost a x b $0 /yr
Leachate Disposal
d.Private disposal unit cost $0.00 /gal
e.POTW disposal unit cost /gal
f.Direct discharge to POTW unit cost $0.0068 /gal
g.Pump & Haul unit cost $0.00 /gal
h.Subtotal leachate disposal unit cost d + e + f + g $0.0068i.Total leachate disposal cost a x h $0 /yr
j.Leachate sampling & analysis unit cost $0.00 /sample
k.Frequency of leachate sampling & analysis 0 sample/yr
l.Total leachate sampling & analysis cost j x k $0.00 /yr
Yearly Leachate Management Cost c + i + l $0 /yr
IV.Cap Maintenance & Repair
a.Closed Landfill Area 12.4 acres
Mowing & Fertilization
b.Mowing frequency 2 visits/yr
c.Mowing unit cost $90.00 /acre/visit
d.Total mowing cost a x b x c $2,223 /yr
e.Fertilizer frequency 1 visits/yr
f.Fertilizer unit cost $49.00 /acre/visit
g.Total fertilizer cost a x e x f $605 /yr
Worksheet 02: FORMAT FOR THE ESTIMATION OF POST-CLOSURE COSTS

Orange County C-D Landfill Post Closure Costs 7
POST-CLOSURE ESTIMATE
PERMIT 68-04 - ORANGE COUNTY EUBANKS ROAD C-D LANDFILLORANGE COUNTY SOLID WASTE MANAGEMENT DEPARTMENT
PREPARED AUGUST 21, 2020
Cap Erosion & Repair
h.Area to reseed/year 33% x a 4.1 acres
i.Reseeding unit cost $1,200.00 /acre
j.Total reseeding cost h x i $4,940.00 /yrk.Area of cap erosion/year 10% x a 1.2 acres
l.Cap erosion repair unit cost $310.00 /acre
m Mobilization/Demobilization $550.00 /yr
n.Total cap erosion repair cost (k x l) + m $933 /yr
Yearly Cap Maintenance & Repair cost d + g + j + n $8,701 /yr
V.Sediment Basin Maintenance & Repair
a.Sediment basin cleanout frequency, 1 per 3 years 1 / a 0.33 event/yr
b.Sediment basin cleanout unit cost $10,500 /event
c.Mobilization/Demobilization $0 /event
d.Total sediment basin maintenance cost a x (b + c)$3,500 /yr
e.Total number of stormwater sampling locations - locations
f.Stormwater sampling frequency - events/yr
g.Total number of stormwater samples e x f 0 samples/yr
h.Analysis unit cost (permit parameters)$0 /sample
i.Total Analysis cost g x h $0 /yr
j.Mobilization unit cost $0.00 /event
k.Technician field unit cost $0.00 /event
l.Total sampling cost f x (j + k)$0.00 /yr
m Engineering fees & reports $0 /yr
n.Total Stormwater Sampling & Analysis cost f + i + j $0 /yr
Yearly Sediment Basin Maintenance & Repair d + n $3,500 /yr
VI.Vector & Rodent Control
a.Vector and rodent control unit cost $515 /yr
Yearly Vector and Rodent Control Cost a $515 /yr
VII.Post-Closure Care General Inspections
a.General Inspection unit cost $1,500 /inspection
b.Number of inspections per year 1
Yearly Post-Closure Care General Inspection Cost a x b $1,500 /yr
Annual Post-Closure Care Cost (APCC)I + … + VII $33,846 /yr
Length of post-closure care (LPCC)30 years
Post-Closure Care Cost APCC x LPCC $1,015,380
Engineering & Documentation Engineering Sum $7,800
Post-Closure Care Evaluation $5,200
Post-Closure Care Certification $2,600
Cost for survey and deed notation
(if not completed at time of landfill closure)
Total Post-Closure Care Cost (2020 Dollars)Post-Closure Cost + Engineering + FA Maintenance $1,023,180
Orange County C-D Landfill Post Closure Costs 8
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Appendix VII

APPENDIX VII

POST-CLOSURE INSPECTION REPORT FORMS

Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Appendix VII

POST-CLOSURE INSPECTION CHECKLIST
ORANGE COUNTY EUBANKS ROAD C&D LANDFILL
FIRST TWO-YEAR POST-CLOSURE PERIOD

Date of Inspection _________________________________________________________________________

Inspector's Name _________________________________________________________________________

Monthly Inspections

Category No. Inspection to be Conducted

Security 1 Is entrance gate and lock functioning properly Yes No
Control 2 Is fencing maintained Yes No
Devices 3 Is access controlled by wooded areas where no fence exists Yes No

Leachate 4 Are there signs of leachate seeps Yes No
Control

5 Is there sign of erosion at the access roads Yes No
Erosion 6 Is there sign of erosion damage on the landfill cap Yes No
Damage such as gullies or rills on the surface
7 Are ditches and channels collecting siltation Yes No
8 Is the sedimentation basin at capacity Yes No
9 Is the spillway cleaned, functional, and undamaged Yes No

(Note: Erosion damage to be inspected after every major storm event in addition to monthly inspections)

Cover 10 Is there sign of settlement on the landfill Yes No
Settlement 11 Is there evidence of slope failures on the landfill cap Yes No

Vegetative 12 Are there areas of the cap needing vegetation Yes No
Cover 13 Does the vegetation require mowing Yes No
Condition 14 Does the vegetation appear healthy Yes No

Run-on & 15 Surface water control features functional (is run on collected Yes No
Runoff and run-off diverted from site)
Control 16 Surface water control features adequate for site Yes No
17 Is ponding of water on top of waste in evidence Yes No

Monitoring 18 Are monitoring well locks missing or inoperable Yes No
System 19 Are well outer casings damaged Yes No
20 Are well inner casings damaged Yes No
21 Are there signs of well contamination Yes No
22 Signs of settlement or damage to concrete apron Yes No
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Appendix VII

Comments: (Include item number from checklist where applicable)

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Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Appendix VII

POST-CLOSURE INSPECTION CHECKLIST
ORANGE COUNTY EUBANKS ROAD C&D LANDFILL
AFTER FIRST TWO YEAR POST-CLOSURE PERIOD

Date of Inspection _________________________________________________________________________

Inspector's Name ________________________________________________________________________

Monthly Inspections

Category No. Inspection to be Conducted

Security 1 Is entrance gate and lock functioning properly Yes No
Control 2 Is fencing maintained Yes No
Devices 3 Is access controlled by wooded areas where no fence exists Yes No

Leachate 4 Are there signs of leachate seeps Yes No
Control

Quarterly Inspections (in addition to Monthly items)

5 Is there sign of erosion at the access roads Yes No
Erosion 6 Is there sign of erosion damage on the landfill cap Yes No
Damage such as gullies or rills on the surface
7 Are ditches and channels collecting siltation Yes No
8 Is the sedimentation basin at capacity Yes No
9 Is the spillway cleaned, functional, and undamaged Yes No

(Note: Erosion damage to be inspected after every major storm event in addition to quarterly inspections)

Cover 10 Is there sign of settlement on the landfill Yes No
Settlement 11 Is there evidence of slope failures on the landfill cap Yes No

Vegetative 12 Are there areas of the cap needing vegetation Yes No
Cover 13 Does the vegetation require mowing Yes No
Condition 14 Does the vegetation appear healthy Yes No

Run-on & 15 Surface water control features functional (is run on collected Yes No
Runoff and run-off diverted from site)
Control 16 Surface water control features adequate for site Yes No
17 Is ponding on water on top of waste in evidence Yes No

Monitoring 18 Are monitoring well locks missing or inoperable Yes No
System 19 Are well outer casings damaged Yes No
Orange County Eubanks Road C&D Landfill – Phases 2 & 3
Permit to Construct Application - Closure and Post-Closure Plan
August 21, 2020
Appendix VII

20 Are well inner casings damaged Yes No
21 Are there signs of well contamination Yes No
22 Signs of settlement or damage to concrete apron Yes No

Annual Inspections (in addition to Quarterly and Monthly items)

Benchmarks 23 Have the benchmarks been damaged or struck Yes No
24 Is there sign of settlement around the benchmarks Yes No
25 Are the benchmarks readily accessible Yes No

Comments: (Include item number from checklist where applicable)

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