1203_BurkeCo_CDLF_Ph2A&4PTCApp_DIN27860_20170602

9731-F Southern Pine Blvd. Charlotte, NC 28273 tel: [phone] fax: [phone] www.JoyceEngineering.com
June 1, 2017 Allen Gaither, Environmental Engineer North Carolina Department of Environmental Quality Division of Waste Management, Solid Waste Section
2090 U.S. Highway 70 Swannanoa, North Carolina, 28778 RE: Burke County John’s River Waste Management Facility Permit No. 1203-CDLF-2014
C&D Landfill Expansion – Permit to Construct JOYCE Project No. 277.1602.11 Task 4 Dear Mr. Gaither:
On behalf of Burke County, Joyce Engineering, Inc. (JOYCE) is submitting the enclosed Permit to Construct Application for Phases 2A and 4 of the construction and demolition (C&D) landfill at the John’s River Waste Management Facility. This includes the following:
• Facility Plan
• Engineering Plan
• CQA Plan
• Operation Plan
• Closure & Post Closure Plan
• Water Quality Monitoring Plan (WQMP)
• Landfill Gas Monitoring Plan (LFGMP)
The Design Hydrogeologic Report has been submitted to NC DEQ in May 2016. The WQMP and the LFGMP were also submitted to NCDEQ in January 2017 and February 2017, respectively. A digital version of the entire Permit to Construct Application is also enclosed on a CD. If you have any questions or comments, please feel free to contact me at [phone].
Sincerely, JOYCE ENGINEERING, INC.
Amy Davis, P.E. Carolinas Regional Manager
Enclosure: Permit to Construct Application Cc: Perry Sugg, PG, Permitting Hydrogeologist, NC DEQ Keith Farris, Associate Engineer, Burke County
PREPARED FOR:
BOARD OF COMMISSIONERS
COUNTY OF BURKE
P.O. BOX 1486
MORGANTON, NC 28680

JOHN’S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA PERMIT NUMBER 1203-CDLF-2014
C&D LANDFILL EXPANSION – PHASES 2A & 4
PERMIT TO CONSTRUCT

MAY 2017

PREPARED BY:
9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273
PHONE: [phone] FAX: [phone] JEI PROJECT NO. 277.1602.11 TASK 4
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TABLE OF CONTENTS GENERAL .......................................................................................................................................1 A. FACILITY PLAN (.0537) ...................................................................................................1
1. WASTE STREAM...............................................................................................................1
2. LANDFILL CAPACITY .....................................................................................................3 3. SPECIAL ENGINEERING FEATURES ............................................................................5 B. ENGINEERING PLAN (.0539) ..........................................................................................7 C. CONSTRUCTION QUALITY ASSURANCE (CQA) PLAN (.0541) .............................10
D. OPERATION PLAN (.0542) .............................................................................................15
1. Waste Acceptance and Disposal ........................................................................................15 2. Wastewater Treatment Sludge ...........................................................................................15 3. Waste Exclusions ...............................................................................................................15 4. Cover Material Requirements ............................................................................................17
5. Spreading and Compacting Requirements .........................................................................17
6. Disease Vector Control ......................................................................................................17 7. Air Criteria and Fire Control ..............................................................................................17 8. Access and Safety Requirements .......................................................................................18 9. Erosion and Sediment Control ...........................................................................................18
10. Drainage Control and Water Protection .............................................................................19
11. Survey for Compliance ......................................................................................................19 12. Operating Record and Recordkeeping ...............................................................................19 E. CLOSURE & POST-CLOSURE CARE PLAN (.0543) ...................................................20 F. MONITORING PLANS (.0544) .......................................................................................20
1. Water Quality Monitoring Plan .........................................................................................20
2. Landfill Gas Monitoring Plan ............................................................................................20 3. Waste Acceptability Program ............................................................................................21 TABLES Table 1 Waste Disposal Data Table 2 Equipment Table 3 List of Facility Phases Table 4A Operating Life Assumptions & Calculations (Phases 2A&4) Table 4B Operating Life Assumptions & Calculations (Phases 1A-8) Table 5 Soil Testing Methods & Frequencies DRAWINGS Drawing FP-T Facility Plan – Title Sheet Drawing FP-L Facility Plan – Legend & General Notes Drawing FP-01 Facility Plan – Existing Conditions
Drawing FP-02 Facility Plan – Site Development Map
Drawing FP-03 Facility Plan – Base Grading Plan Drawing FP-04 Facility Plan – Final Grading Plan Drawing FP-05 Facility Plan – Phasing Plan: Phases 1B-8
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Drawing EP-T Engineering Plan – Title Sheet Drawing EP-L Engineering Plan – Legend & General Notes
Drawing EP-01 Engineering Plan – Existing Conditions Drawing EP-02 Engineering Plan – Base Grading Plan Drawing EP-03 Engineering Plan – Final Grading Plan Drawing EP-04 Engineering Plan – Cross Sections A and B Drawing EP-05 Engineering Plan – Erosion and Sediment Control Plan
Drawing EP-06 Engineering Plan – Project Details Drawings EP-07 Engineering Plan – Erosion and Sediment Control Details Drawings EP-08 Engineering Plan – Erosion and Sediment Control Details Drawing OP-T Operations Plan – Title Sheet
Drawing OP-L Operations Plan – Legend & General Notes Drawing OP-01 Operations Plan – Existing Conditions Drawing OP-02 Operations Plan – Site Development Plan Drawing OP-03 Operations Plan – Phasing Plan: Years 1-16 APPENDICES Appendix 1 Supporting Documents Appendix 2 Construction Specifications Appendix 3 E&S Calculations
Appendix 4 Closure & Post-Closure Care Plan
Appendix 5 Water Quality Monitoring Plan Appendix 6 Landfill Gas Monitoring Plan

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GENERAL
Burke County requests a permit to construct for Phases 2A and 4 of the C&D Landfill at the John’s River Waste Management Facility (a.k.a – John’s River Landfill, Permit 12-03). Joyce Engineering, Inc. (JOYCE) has prepared this permit application on behalf of Burke County and presents the following information in support of this request.
A. FACILITY PLAN (.0537) Facility Plan Drawings (FP-T through FP-05) provide the information required in Section .0537(d).
1. WASTE STREAM
Types of Waste Specified for Disposal

The facility will accept land-clearing and inert debris (LCID), asphalt, construction and demolition (C&D) debris, and other wastes similar to those typically found in the accepted waste streams such as roofing shingle waste from the manufacturer, waste building materials from mobile home manufacturers and wooden pallets for disposal. No municipal solid waste,
hazardous waste, industrial waste, liquid waste, or waste not characterized as LCID or C&D,
shall be accepted for disposal. Disposal Rates
The waste (C&D) disposal history over the past 16 fiscal years is summarized in Table 1. Over
the past five years, the quantity of waste received fluctuated hitting a low of 6,332 tons (FY14-15) and a peak of 21,466 tons (FY11-12). It is thought that the inconsistency is due to a general variability in the construction industry.
For planning purposes, we are assuming that in the future the annual tonnage will continue to
fluctuate similar to the levels seen in the last five years (FY11-16). The average annual tons of waste received between fiscal year 11-16 was 11,762. For future projections, 12,000 tons per year is the assumed waste disposal rate.

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Table 1. Waste Disposal Data
Fiscal Year C&D Waste Quantity (Tons)* % Change
FY 15-16 12,814 102%
FY 14-15 6,332 -23%
FY 13-14 8,190 -18%
FY 12-13 10,008 -53%
FY 11-12 21,466 125%
FY 10-11 9,538 12%
FY 09-10 8,499 -9%
FY 08-09 9,298 -40%
FY 07-08 15,376 -22%
FY 06-07 19,742 2%
FY 05-06 19,339 4%
FY 04-05 18,631 12%
FY 03-04 16,633 16%
FY 02-03 14,348 -26%
FY 01-02 19,314 -7%
FY 00-01 20,712 --
Average (FY00-16) 14,390 --
* based on annual reports of waste quantity submitted to NCDEQ. Service Area
The John’s River Waste Management Facility Landfill will receive waste generated within the
boundaries of Burke County. Waste Management & Segregation Procedures
During operating hours, traffic is routed from the entrance gate to the scalehouse along a paved
road. From the scalehouse, traffic is routed to a gravel road leading to the disposal area. Directional signs and speed limit signs are currently posted at multiple locations to provide traffic control. A convenience center for the collection of municipal solid waste for the transfer station is provided near the scalehouse. The county municipal solid waste transfer station is
located at the facility and has receptacles for cardboard, plastic, aluminum, metal, mixed paper,
batteries and used oil. The access road to the C&D landfill passes the tire trailers and white goods collection area, as well as the pallet and brush staging areas, the grinding operations, and the shredded wood waste and mulch piles.

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Equipment Requirements
The following equipment is proposed for use at the landfill based on the estimated waste stream of 12,000 tons per year. Table 2. List of Equipment
TYPE MAKE
Scraper Caterpillar 615 (or equivalent) Compactor Caterpillar 826 (or equivalent)
Dozer Caterpillar D8 (or equivalent) Loader Caterpillar IT 28 (or equivalent)
During the operational life of the facility, equipment needs will be reviewed annually, and additional equipment purchased or leased as needed. New equipment will be phased in as older equipment is retired.

2. LANDFILL CAPACITY Gross Capacity (Phases 1A through 8)
Gross capacity refers to the volume of the landfill calculated from the elevation of the initial
waste placement through the top of the final cover, including any periodic cover. The total gross capacity of the landfill (Phases 1A through 8) is 3,742,772 cubic yards. The airspace gained from the proposed Phases 2A and 4 is approximately 403,500 cubic yards. The construction order of Phases 1A through 8 is shown on Drawing FP-05.

Table 3. List of Facility Phases
CONSTRUCTION ORDER PHASE AREA (ACRES) GROSS CAPACITY (CY) NOTES
1 Phase 1A 2.5 89,272 Active 2 Phases 2A&4 5.8 403,500 Proposed 3 Phase 5 4.8 230,000 Future 4 Phase 8 4.0 483,000 Future
5 Phases 6&7 8.5 570,000 Future 6 Phase 3 3.9 570,000 Future 7 Phase 2B 3.1 770,000 Future 8 Phase 1B 2.9 620,000 Future
Total 35.5 3,735,772
Estimated Operating Life (Phases 2A &4)

The estimated operating life of the landfill expansion (Phases 2A&4) is 15.6 years. The calculation of estimated operating life is shown below in Table 4A.
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Table 4A. Operating Life Assumptions & Calculations (Phases 2A&4)
Comments
gross airspace 403,500 cy
avg. annual tons 12,000 tons avg. of fiscal years 11-16
airspace utilization factor 2 cy/ton in place density of 1000 lbs/cy is typical
avg. annual airspace used 24,000 cy = 2 * 12,000
final cover airspace
area 5.8 acre
thickness 3.0 feet volume 28,000 cy = (( 5.8 * 43,560)*3.0)/27
working disposal airspace 375,500 cy = 403,500 - 28,000
years of life 15.6 years = 375,500/ 24,000
Estimated Operating Life (Phases 1A through 8)
The estimated operating life of the landfill (Phases 1A through 8) is 147 years. The calculation of estimated operating life is shown below in Table 4B. Table 4B. Operating Life Assumptions & Calculations (Phases 1A through 8)
Comments
gross airspace (ph. 1B-8) 3,646,500 cy
phase 1A remaining 53,500 cy as of August 15, 2016
Total gross airspace 3,700,000 cy = 3,646,500 + 53,500
avg. annual tons 12,000 tons avg. of fiscal years 11-16
airspace utilization factor 2 cy/ton in place density of 1000 lbs/cy is typical
avg. annual airspace used 24,000 cy = 2 * 12,000
final cover airspace
area 35.5 acre
thickness 3.0 feet
volume 172,000 cy = (( 35.5 * 43,560)*3.0)/27
working disposal airspace 3,528,000 cy = 3,700,000 – 172,000
years of life 147 years = 3,528,000/ 24,000 Soil Requirements

Closure As provided in the calculation of operating life, the final cover for the entire landfill (Phases 1A through 8) is expected to require 172,000 cy of soil. The final cover for Phases 2A&4 is
approximately 28,000 cy.

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Operation
Disposal of C&D waste typically results in approximately 10% of the airspace being consumed by soil. So, 353,000 cy of soil (10% of the working volume of 3,528,000 cy) is anticipated to be needed for operations of the landfill expansion. In Phases 2A and 4, it is anticipated that 38,000 cy of soil will be needed for operations of the landfill.
Construction Construction of the landfill expansion (Phases 2A & 4) will require 41,000 cy of fill material which will be provided by excess soil from excavations required to reach design grades, as described below.
Available Soil Approximately 1,016,238 cy of soil is available from landfill construction excavations. Additional soil borrow is available onsite as well. All soil needs for operations and closure are
expected to be met with onsite soils. As phases of the landfill are constructed soil will be stockpiled for use in landfill operations and/or closure. Phase 2A & 4 Life
As noted, the annual airspace consumption is expected to be approximately 24,000 cy. Therefore, the first 5-year phase will require 120,000 cy of airspace for waste disposal. Phases 2A & 4 is designed with a footprint of 5.8 acres. Using AutoCAD Civil 3D 2016 Software, the design volumes for Phases 2A & 4 are:
• Gross capacity = 403,500 cy,
• Soil required for closure = 28,000 cy,
• Airspace for waste filling operations = 375,500 cy,
• Soil required for operations = 38,000 cy,
• Soil from construction of base grades of Phases 2A & 4 = 91,000 cy (cut).
• Soil required for the berm = 41,000 cy (fill).
• Net yield of soil from the construction of Phases 2A & 4 = 50,000 cy The cut material will be stockpiled for use as weekly cover. If and when additional soil is needed, the soil will be obtained from onsite.
3. SPECIAL ENGINEERING FEATURES Leachate Management
The landfill expansion will not include a system for collection or removal of leachate from the landfill. Leachate will be allowed to percolate vertically through the soils underlying the landfill.
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Containment & Environmental Control Systems Closure Cap The cap system for the landfill closure is described from bottom to top in the following
paragraphs.
Intermediate Cover A 12 inch intermediate cover layer will be provided to establish a uniform base for construction
of the final cap.
Infiltration Barrier An infiltration barrier will consist of either an 18-inch low-permeability soil layer compacted to
achieve a hydraulic conductivity no greater than 1 x 10-5 cm/sec, or a geosynthetic clay liner (GCL). Protective Layer/Erosion Control Components (Protective/Erosion Layer)
If a soil infiltration barrier is used, a layer consisting of at least 18 inches of local soil will be placed above the infiltration barrier to provide a protective cover. If a GCL infiltration barrier is used, a layer consisting of at least 24 inches of local soil will be placed above the infiltration barrier to provide a protective cover. Compaction of the layer will be limited to about 90 percent (plus or minus three percent) of the Standard Proctor maximum dry density so that the vegetation
can develop a strong root system. Vegetation
After placement of the protective/erosion layer, the area will be seeded. Seeding will be
accomplished in accordance with the "North Carolina Erosion and Sediment Control Planning and Design Manual," and the approved E&S Plan. Gas Management System
Passive gas vents will be installed to a minimum depth of 10-feet in the waste mass at a frequency of 1 per acre. Base Liner Systems

The base of the landfill will be excavated to designed base grades and remaining native soil will serve as the base of the landfill, with the condition that the upper two feet of the base soils consist of only the following soil types: SC, SM, ML, CL, MH, or CH (according to Unified
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Soil Classification System). The base grades will also be designed to provide the minimum four feet of separation above both the bedrock and the long-term high water table.
B. ENGINEERING PLAN (.0539) Engineering Plan Drawings (EP-01 through EP-08) provide the information required in Section
.0539. Summary of Facility Design
Subgrade and Foundation:
The settlement calculations were submitted as part of the Phase 1A Permit To Construct Application for the entire buildout of the facility. In Phases 1A Permit to Construct Application, the anticipated maximum total settlement was estimated to be 1.78 inches using boring data from
PZ-8D, and assuming full buildout height for the landfill. More recent boring log data from a
piezometer (PZ-42) taken within the proposed Phase 2A and 4 area showed a similar soil strata profile to that of the previously used boring (PZ-8D). A copy of the boring log for PZ-8D is attached in Appendix 1. In Phase 1A Permit To Construct Application, conservative assumptions were made for soil characteristics for the subgrade stability and settlement calculations for the entire site. These assumptions were based on available soils data from onsite borings. During construction, as part of the CQA process, lab testing will be performed to verify that the soils used meet or exceed the
assumed values. The assumed soil characteristics are listed below.

Soil Dry Unit Weight (lbs/cf): 95
Moisture Content (%): 19.2
Moist Unit Weight (lbs/cf): 113 Saturated Unit Weight (lbs/cf): 123
Friction Angle: 20°
Cohesion: 0
Waste Max. Height (ft): 160* Moist Unit Weight (lbs/cf): 75
* This value was based on the maximum depth of waste for the entire expansion area (including future phases beyond Phases 2A and 4). The subgrade of the landfill consists of the underlying soils and controlled fill components (berms and embankments). The underlying materials that will serve as the foundation for the landfill are predominantly silty sands. Controlled fill will be placed in uniform lifts and
compacted to within 95% of the soil’s maximum dry density as determined by a Standard
Proctor Test (ASTM D698). The excavation grades are shown on Drawing EP-02.
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A land surveyor licensed in North Carolina will verify that the dimensions and elevations of the subgrade are in accordance with the approved plans. Settlement and bearing capacity analyses
have been conducted to demonstrate that the subgrade will support the loads of the landfill and maintain required separation from groundwater and bedrock. In Phase 1A Permit To Construct Application, the bearing capacity of the subgrade was evaluated to determine if the subgrade material could bear the weight of the landfill without
enduring shear failure. The results of the bearing capacity analyses indicated a minimum factor of safety of 28 using the Vesic Equation, and using the full buildout of the landfill. In Phase 1A Permit To Construct Application, deep-seated rotational and translational failures were analyzed for the final slope and underlying layers, using the full buildout of the landfill.
The analyses indicate a minimum factor of safety of 1.78 in the static condition, and 1.13 during a seismic event. Final Cover System
Final grading contours for Phases 2A and 4 are shown on Drawing EP-03. Final contours have been designed with post-settlement surface slopes of at least five percent on top of the cell. Cross-sections of the proposed closure cap are provided on Drawing EP-04. The following components are proposed from bottom to top as shown on Drawing EP-06:
a. Intermediate Cover - Local soil will be placed over the weekly cover soil to provide at least 12 inches of intermediate cover and a uniform base for construction of the cap. b. Infiltration Barrier - The infiltration barrier is proposed to consist of either (1) 18 inches of compacted soil with a permeability of no greater than 1x10-5 cm/sec; or (2) a geosynthetic clay
liner. This layer will be constructed over the intermediate soil layer. In the case of soil, the permeability requirement will be achieved using construction specifications developed prior to construction, and verified with laboratory test data. Installation and testing requirements for the cap are provided in the CQA Plan (Section C).

c. Protective/Erosion Layer - If a soil infiltration barrier is used, a layer consisting of at least 18 inches of local soil will be placed above the infiltration barrier to provide a protective cover. If a GCL infiltration barrier is used, a layer consisting of at least 24 inches of local soil will be placed above the infiltration barrier to provide a protective cover. Compaction of the layer will
be limited to about 90 percent (plus or minus three percent) of the Standard Proctor maximum
dry density so that the vegetation can develop a strong root system. d. Vegetation - After placement of the protective/erosion layer, the area will be seeded. Seeding will be accomplished in accordance with the "North Carolina Erosion and Sediment
Control Planning and Design Manual," and the approved E&S Plan.
Passive Gas Vents – Passive gas vents will be installed at a frequency of one per acre. Areas of the landfill that will be overlapped by waste from future phases of the landfill may not have
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vents installed. Passive venting of landfill gasses will protect the integrity of the cap by preventing excessive pressure buildup beneath the cap.
Additional information on the design, construction, maintenance and probable cost of the final cover system can be found in the Closure and Post-Closure Plan, Appendix 4 of this Application. Erosion and Sediment Control Plan
The erosion and sediment control plan for Phases 2A and 4 will be submitted to the Division of Land Quality under separate cover. TECHNICAL REFERENCES
The following technical references were used in or considered pertinent to the development of this Permit to Construct Application, but may or may not be cited in the text. ASCE “Seminar on Waste Containment and Final Closure Systems” Reference Manual (1995).
FlowMaster I, version 3.13, Haestad Methods, 1990. Landva, A.O., et. al, “Geotechnics of Waste Fill,” Geotechnics of Waste Fills - Theory and Practice; ASTM STP 1070, American Society for Testing and Materials, 1990.
Matasovic, N; 1991; Selection of Method for Seismic Slope Stability Analysis; Proc. 2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics.
McBean, Edward A. et al, Solid Waste Landfill Engineering and Design, Prentice Hall, Inc., Englewood Cliffs, New Jersey, 1995. North Carolina Sedimentation Control Commission, N.C. Department of Natural Resources and
Community Development, N.C. Agricultural Extension Service, Erosion and Sediment Control
Planning and Design Manual, December 1, 1993. Richardson, G.N, et al., RCRA Subtitle D (258) Seismic Guidance for Municipal Solid Waste Landfill Facilities, EPA Publication EPA/600/R-95/051, 1995.

Soil Mechanics, Design Manual 7.01 Revalidated by Change 1, Naval Facilities Engineering Command, Alexandria, Virginia, September 1986. Tan, Chia K. et al, Engineering Manual for Shallow Foundations, Virginia Polytechnic Institute
and State University, Blacksburg, Virginia, 1991.
U.S. Soil Conservation Service, Technical Release 55: Urban Hydrology for Small Watersheds, June 1986.
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Waste Containment and Final Closure Systems, ASCE Seminar Design Manual, American Society of Civil Engineers.
C. CONSTRUCTION QUALITY ASSURANCE (CQA) PLAN (.0541) Purpose:
This plan addresses the construction quality assurance (CQA) procedures and requirements to be employed during construction of the project. All parties involved in the project should obtain a copy of this plan from the OWNER or ENGINEER. They should also obtain copies of any supplemental CQA documents prepared specifically for the project.
The overall goals of the CQA program are to ensure that proper construction techniques and procedures are employed, and to verify that the materials used meet the requirements of the Specifications provided in Appendix 2. Additionally, the program shall identify and define problems that may occur during construction, allowing corrective activities to be implemented in
a timely manner. At the completion of the work, the program requires the certifying ENGINEER(s) to prepare certification reports indicating that the facility has been constructed in accordance with the design standards and specifications.

Responsibilities and authorities:
OWNER: The OWNER is the owner of the solid waste permit, and bears the ultimate responsibility for the facility; the OWNER may or may not also be the Operator of the facility. The OWNER shall contract and manage the CONTRACTOR(s), and the CQA consultant(s) and laboratories. For this project, Burke County is the OWNER, Operator and primary
CONTRACTOR. ENGINEER: The ENGINEER is the official representative of the OWNER, and is responsible for the preparation of the CQA Plan. The ENGINEER is also responsible for the interpretation of those documents and for the resolution of technical matters that may arise during construction.
For this project, the ENGINEER is Joyce Engineering, Inc. of Charlotte, North Carolina. CQA Consultant: The CQA Consultant is independent from the OWNER, CONTRACTOR(s), Manufacturer, and Installer, that is responsible for observing, testing, and documenting activities related to the Quality Assurance of the earthwork and geosynthetic components at the site. The
CQA Consultant reports to the ENGINEER. The CQA Consultant is also responsible for issuing a certification report, sealed by a registered Professional Engineer, licensed in the State of North Carolina. Soils CQA Laboratory: The Soils CQA Laboratory is independent from the OWNER,
CONTRACTOR(s), and Supplier, responsible for performing the required laboratory testing of the project earthwork components.
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CONTRACTOR: The CONTRACTOR has the primary responsibility for ensuring that the work is performed in accordance with the Permit Drawings. Other responsibilities include the
performance of all construction activities at the site including site facilities, administration, material purchasing, procurement, supervision, Construction Quality Control, installation, and subcontracting. The CONTRACTOR is responsible for the protection of completed work until it is accepted by the OWNER. The CONTRACTOR is also responsible for informing the OWNER and Quality Assurance Consultants of the scheduling and occurrence of all construction
activities. Surveyor: The Surveyor is responsible for establishing and maintaining lines and grades and temporary benchmarks throughout all relevant areas of the construction site. The Surveyor shall issue Record Drawing(s) certified by a Professional Land Surveyor, licensed in the State of
North Carolina. The Surveyor must also conduct his/her tasks in compliance with the requirements of survey control and location coordinates in accordance with the Rules 15A NCAC 13B .0540 (3) and (4). Meetings:
A pre-construction meeting will be conducted prior to beginning construction of the initial cell. The meeting will include a discussion of the construction management organization, respective duties during construction, and periodic reporting requirements for test results and construction activities. Periodic construction progress meetings will be held as necessary to address issues that
arise during construction. All meetings will be documented, and meeting minutes will be included in the CQA Report. Soils Index Testing:
Material Evaluation/Verification Testing: Pre-construction material evaluations shall be performed on samples from potential sources to ascertain their acceptability as construction materials. Evaluation tests are to be performed by the CQA laboratory. Test reports shall verify compliance with or deviation from applicable ASTM standards.

Construction Quality Evaluation Testing Construction quality evaluation shall be performed on all components of earthwork construction at the frequencies shown in Table 5.

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Table 5. Soil Testing Methods & Frequency
Test Method Soil Cap
Index Construction Index Construction Construction
Particle Size Analysis of Soils ASTM D422 One/Material 1/10,000 CY One/Material One/TP 1/10,000 CY
Unified Soil Classification System ASTM D2487 One/Material 1/10,000 CY One/Material One/TP 1/10,000 CY
Moisture Content of Soil Lab Method ASTM D2216 One/Material 1/10,000 CY One/Material One/TP 1/10,000 CY
Atterberg Limits ASTM D4318 NA NA One/Material One/TP 1/10,000 CY
Specific Gravity ASTM D854 One/Material NA One/Material One/TP 1/10,000 CY
Standard Proctor ASTM D698 One/Material 1/10,000 CY One/Material One/TP 1/10,000 CY
In-place Density by Sand Cone ASTM D1556 NA 1/Acre NA 1/Lift 1/Lift/Acre
In-place Density by Drive Cylinder ASTM D2937 NA 1/Acre NA 1/Lift 1/Lift/Acre
In-place Density by Nuclear Method ASTM D2922 NA 5/Acre NA 5/Lift 5/Lift/Acre
In-place Moisture by Nuclear Method ASTM D3017 NA 5/Acre NA 5/Lift 5/Lift/Acre
Soil Moisture By Direct Heating ASTM D4959 NA 1/Acre NA 1/Lift 1/Lift/Acre
Undisturbed Hydraulic Conductivity ASTM D5084 NA NA NA 1/Lift 1/Lift/Acre
Laboratory Compacted Hydraulic Conductivity ASTM D5084 NA NA One/Material NA One/Material
Triaxial Compression on Cohesive Soil ASTM D4767 One/Material NA NA NA NA
Structural Fill Test Pad
Structural Fill
Structural fill material will be used for construction of earthen embankments, such as for the roads or sediment basin. Placement of the structural fill material will be done in accordance with the specification included in Appendix 2.
Lab testing will be performed at a frequency of 1/10,000 cubic yards to establish a moisture/density relationship for the given soil, and to allow the field instrument (nuclear gauge) to be properly calibrated. Field measurements of moisture and density will be made at a frequency of 5/acre with a nuclear gauge to ensure that adequate compaction is being achieved. An acceptable test for soils used in structural or “controlled fill” applications shall be defined as
one which meets or exceeds the specified minimum density within the specified moisture range. If there is any question as to the classification of the tested soil, and hence the appropriateness of a given moisture-density plot, a “one-point” Standard Proctor compaction test shall be performed for comparison with the available plots. The optimum moisture content and maximum dry density extrapolated from the one-point test result must fall on or near the plotted line of
optimums for the classification of a soil to be confirmed. For controlled fill, the reference maximum dry density can be adjusted to accommodate the one-point data. At a frequency of 1/acre, density and moisture tests will be performed in the field by the sand cone and drive cylinder methods for density, and direct heating (for moisture). These tests will verify the accuracy of the nuclear gauge testing.

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Soil Cap
For placement of the infiltration barrier, lab and field testing will be performed as described for the placement of structural fill, but for each lift of soil. Soil will be placed in six inch lifts. In addition, a hydraulic conductivity test will be performed at a frequency of 1/acre/lift to verify that the maximum hydraulic conductivity of 1x10-5 cm/sec is being achieved. The field measurements of moisture and density, will not be used to determine a pass or fail for the
material, but will be used as a guide to expedite construction by increasing the likelihood of passing hydraulic conductivity tests. Each time a passing hydraulic conductivity test is performed (<1x10-5 cm/sec) the moisture and density of the soil will be plotted. The moisture/density plots of all the passing tests will form a “window” or “zone” that can be used as a benchmark for the desired moisture and density. Ultimately, the hydraulic conductivity tests
will always determine the pass/fail status of the soil.
Landfill Base Grade Soil samples from the constructed base of new landfill cells will be taken at a frequency of 1/acre
and analyzed for soil classification per the Unified Soil Classification System to verify that only the following soil types are present in the upper two feet: SC, SM, ML, CL, MH, or CH. Visual Observations
Construction evaluation testing shall consist of visual observations of the work. Evaluation of the construction work shall include the following:
• Observations and documentation of the water content, clod size and other physical properties of the soil during processing, placement and compaction;
• Observation and documentation of each compacted lift’s ability to accept and bond to subsequent lifts;
• Observation and documentation of the thickness of compacted and loosely placed lifts;
• Observation and documentation of the performance of the compaction and heavy hauling equipment on the construction surface (sheepsfoot penetration, pumping, cracking, etc…); and
• Observation and documentation of the effectiveness of the procedures used to prevent
desiccation and/or freezing of completed lifts and layers.
Lift Bonding It is important to bond lifts together to the greatest extent possible. Bonding of lifts is enhanced
by:

• Ensuring that the surface of the previously compacted lift (or subgrade) is rough before placing the new lift of soil;
• Adding moisture to the previously compacted lift (or subgrade); and
• Using a fully penetrating footed roller.
John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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Evaluation of lift bonding in soils shall be done by using test pits or auger holes to visually observe the lift interfaces. Alternatively, Shelby tubes pushed through the lift interfaces can be
visually inspected for proper lift bonding. Documentation: The CQA Consultant shall document the activities associated with the construction of the earth
material components of the project. Such documentation shall include, as a minimum, daily reports of construction activities and a summary technical report on the construction project. Construction Monitoring:
Construction of earth material components of the project shall be monitored and documented by a CQA consultant. All soils laboratory testing shall be performed and documented by an independent testing laboratory working under the direction of the CQA consultant. Written daily documents shall include a record of observations, test data sheets, identification of problems encountered during construction, corrective measures taken, weather conditions, and personnel
and equipment on site. Certification Reports: The CQA report will contain the results of all the construction quality assurance and construction
quality control testing including documentation of any failed test results, descriptions of procedures used to correct the improperly installed material, and results of all retesting performed. The CQA report will contain as-built drawings noting any deviation from the approved engineering plans and will also contain a comprehensive narrative including, but not limited to, daily reports from the project engineer, a series of color photographs of major project
features, and documentation of proceedings of all progress and troubleshooting meetings. For construction of each cell, the CQA report will be submitted: (1) after completion of landfill construction in order to qualify the constructed C&DLF unit for a
permit to operate;
(2) after completion of construction of the cap system in accordance with the requirements of Rule .0543; and
The CQA report must bear the seal of the project engineer and a certification that construction
was completed in accordance with: (A) the CQA plan, (B) the conditions of the Permit To Construct, (C) the requirements of Rule .0541, and
(D) acceptable engineering practices.

John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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D. OPERATION PLAN (.0542)
The Operation drawings requirement is intended to be satisfied by Drawings OP-T through OP-03. The landfill owner will build and operate Phases 2A and 4 of the landfill according to this set of drawings. Additional drawings and operations plans will be prepared for future phases as development of those phases is needed.
1. Waste Acceptance and Disposal The facility will accept land-clearing and inert debris (LCID), asphalt, construction and demolition (C&D) debris, and other wastes similar to those typically found in the accepted waste streams such as roofing shingle waste from the manufacturer, waste building materials from
mobile home manufacturers and wooden pallets for disposal. No municipal solid waste, hazardous waste, industrial waste, liquid waste, or waste not characterized as LCID or C&D, shall be accepted for disposal. Asbestos will not be accepted at the facility. The landfill owner or operator will notify the Division of Waste Management (Division) within
24 hours of attempted disposal of any waste the C&DLF is not permitted to receive. During operating hours, traffic is routed from the entrance gate to the scalehouse along a paved road. From the scalehouse, traffic is routed to a gravel road leading to the disposal area. Directional signs and speed limit signs are currently posted at multiple locations to provide
traffic control. A convenience center for the collection of municipal solid waste for the transfer station is provided near the scalehouse. The County’s municipal solid waste transfer station is located at the facility and has receptacles for cardboard, plastic, aluminum, metal, mixed paper, batteries
and used oil. The access road to the C&D landfill passes the tire trailers and white goods collection area, as well as the pallet and brush staging areas, the grinding operations, and the shredded wood waste and mulch piles.
2. Wastewater Treatment Sludge
Wastewater treatment sludge will not be accepted for disposal. Wastewater treatment sludge may be accepted, with the approval of the Division, for utilization as a soil conditioner and
incorporated into or applied onto the vegetative growth layer. The wastewater treatment sludge
will neither be applied at greater than agronomic rates nor to a depth greater than six inches. 3. Waste Exclusions
The following wastes will not be disposed of in the C&D landfill:
(1) Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are empty and perforated to ensure that no liquid, hazardous or municipal solid waste is
contained therein,
(2) Garbage as defined in G.S. 130A-290(a)(7),
John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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(3) Hazardous waste as defined in G.S. 130A-290(a)(8), to also include hazardous waste from conditionally exempt small quantity generators,
(4) Industrial solid waste unless a demonstration has been made and approved by the Division that the landfill meets the requirements of Rule .0503(2)(d)(ii)(A),
(5) Liquid wastes,
(6) Medical waste as defined in G.S. 130A-290(a)(18),
(7) Municipal solid waste as defined in G.S. 130A-290(a)(18a),
(8) Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761,
(9) Radioactive waste as defined in G.S. 104E-5(14),
(10) Septage as defined in G.S. 130A-290(a)(32),
(11) Sludge as defined in G.S. 130A-290(a)(34),
(12) Special wastes as defined in G.S. 130A-290(a)(40),
(13) White goods as defined in G.S. 130A-290(a)(44),
(14) Yard Trash as defined in G.S. 130A-290(a)(45),
(15) The following wastes cannot be received if separate from C&DLF waste: lamps or bulbs including but not limited to halogen, incandescent, neon or fluorescent; lighting ballast or fixtures; thermostats and light switches; batteries including but not
limited to those from exit and emergency lights and smoke detectors; lead pipes; lead roof flashing; transformers; capacitors; and copper chrome arsenate (CCA) and creosote treated woods.
(16) Waste accepted for disposal in a C&DLF unit must be readily identifiable as C&D waste and must not have been shredded, pulverized, or processed to such an
extent that the composition of the original waste cannot be readily ascertained except as specified in Subparagraph (17) of this Paragraph.
(17) C&D waste that has been shredded, pulverized or otherwise processed may be accepted for disposal from a facility that has received a permit from an authorized regulatory authority which specifies such activities are inspected by the authority, and
whose primary purpose is recycling and reuse of the C&D material. A waste screening plan and waste acceptance plan will be made available to the Division upon request if these types of materials are accepted at the facility.
(18) The owner or operator will not knowingly dispose any type or form of C&D
waste that is generated within the boundaries of a unit of local government that by
ordinance:
a) Prohibits generators or collectors of C&D waste from disposing that type or form of C&D waste.
b) Requires generators or collectors of C&D waste to recycle that type or
form of C&D waste.
(19) Friable asbestos
John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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4. Cover Material Requirements
Waste will be covered with six inches of earthen material when the waste disposal area exceeds one-half acre and at least once weekly. Cover will be placed at more frequent intervals if necessary to control disease vectors, fires, odors, blowing litter, and scavenging. A notation of the date and time of the cover placement will be recorded in the operating record.
Areas which will not have additional wastes placed on them for three months or more, but where final termination of disposal operations has not occurred, will be covered and stabilized with vegetative ground cover or other stabilizing material.
Alternate cover material or thickness of cover may be approved by the Division if it can be demonstrated that the alternate controls disease vectors, fires, odors, blowing litter, and scavenging without presenting a threat to human health and the environment. 5. Spreading and Compacting Requirements
The open waste disposal area will be kept as small as is feasible. Waste will be compacted as densely as practical into cells. Windblown litter is not anticipated to be a significant problem at the C&D landfill due to the heavy, bulky nature of this waste type. Prompt compaction of the waste at the working face will be conducted to minimize litter.
Wind fence, diking or other litter control methods will be used as necessary to minimize windblown trash. At the conclusion of each operating day, all windblown material resulting from the operation will be collected and disposed of by the owner and operator. 6. Disease Vector Control
On-site populations of disease vectors will be prevented or controlled using techniques appropriate for the protection of human health and the environment.
7. Air Criteria and Fire Control The landfill will not violate any applicable requirements developed under a State Implementation Plan (SIP) approved or promulgated by the U.S. EPA Administrator pursuant to Section 110 of the Clean Air Act, as amended.
No open burning of solid waste, except for the approved burning of land clearing debris generated on-site or debris from emergency clean-up operations will occur. Prior to any burning, a request will be sent to the Division for review. A notation of the date of approval and the name of the Division personnel who approved the burning will be included in the operating record.
If a fire occurs at the waste disposal area, the waste will be removed or segregated from other waste in the disposal area if possible. Following segregation, the situation will be reevaluated to determine whether emergency personnel should be notified. If necessary, the local fire department will be called to render assistance and provide support in
John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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fighting any fires that occur at this site. Water in sedimentation ponds and nearby creeks can be used by firefighters to extinguish larger fires.
Fire extinguishers will be carried on each piece of landfill equipment on site, and will be used for small, localized fires. Equipment operators will be trained in the use of these extinguishers. A small stockpile of soil will be maintained near the working face to be used for extinguishing small surface fires that are too large to control with the fire
extinguishers carried on the landfill equipment. Fires and explosions that occur at the landfill will be verbally reported to the Division within 24 hours and written notification will occur within 15 days. Written notification will include the suspected cause of fire or explosion, the response taken to manage the
incident, and the action(s) to be taken to prevent the future occurrence of fire or explosion. 8. Access and Safety Requirements
Access to the facility is controlled through a single access road. A metal gate prevents access after operating hours. Traffic moves from the entrance gate to the scale house via
a paved haul road. A gravel haul road past the scale house leads to the disposal area. In accordance with G.S. 130A-309.25, an individual trained in landfill operations will be on duty at the site while the facility is open for public use and at all times during active waste management operations to ensure compliance with operational requirements.
The access road to the site and access roads to monitoring locations is of all-weather construction and maintained in good condition. Access roads will be watered periodically, as needed, to minimize dust.
A sign providing information on disposal procedures, the hours during which the site is open for public use, the permit number and other pertinent information specified in the permit conditions is posted at the site entrance. Liquids and hazardous and municipal solid waste are listed on a sign as excluded wastes.
Traffic signs or markers are provided as necessary to promote an orderly traffic pattern to and from the discharge area and to maintain efficient operating conditions. No removal of solid waste from the landfill will occur unless indicated as a recycling
procedure. The general public will not be allowed to remove material from the working face. 9. Erosion and Sediment Control
Adequate sediment control measures will be used to prevent sediment from leaving the
facility, and to prevent excessive on-site erosion of the landfill. Vegetative cover will be
established on all completed areas of the landfill. The Erosion & Sedimentation Control
John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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Plan is being submitted to Land Quality under separate cover. Relevant calculations from the E&S Plan are included in Appendix 3. The proposed E&S control features are shown
on Drawings EP-05, EP-07 and EP-08. 10. Drainage Control and Water Protection Surface water will be diverted from the operational area and will not be impounded over or in waste. Waste will not be disposed of in water. The landfill will not cause a discharge of pollutants into waters of the United States, including wetlands, that violates any requirements of the Clean Water Act, including the National Pollutant Discharge
Elimination System (NPDES) requirements, pursuant to Section 402. The landfill will
not cause the discharge of a nonpoint source of pollution to waters of the United States, including wetlands, that violates any requirement of an area-wide or State-wide water quality management plan that has been approved under Section 208 or 319 of the Clean Water Act, as amended.
11. Survey for Compliance
Within 60 days of the receipt of the Division's written request, the owner will coordinate for and ensure a survey of active or closed portions of unit or units at the facility is conducted in order to determine whether operations are accordance with the approved design and operational plans. The Owner will report the results of such survey, including
a map produced by the survey, to the Division within 90 days of receipt of the Division's
request. The survey will be performed by a registered land surveyor duly authorized under North Carolina law to conduct such activities.
12. Operating Record and Recordkeeping
The owner or operator will record and retain at the facility, or in an alternative location
near the facility, the following information: (1) records of random waste inspections, monitoring results, certifications of training, and training procedures;
(2) amounts by weight of solid waste received at the facility to include county of
generation;
(3) any demonstration, certification, finding, monitoring, testing, or analytical data required by the monitoring plan or corrective action program;
(4) any closure or post-closure monitoring, testing, or analytical data;
(5) any cost estimates and financial assurance documentation;
(6) notation of date and time of placement of cover material; and
(7) all audit records, compliance records and inspection reports.
All information contained in the operating record will be furnished to the Division
John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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according to the permit or upon request, or be made available for inspection by the Division.

The operating record will also include:
(1) A copy of the approved operation plan;
(2) A copy of the Permit to Operate; and
(3) The Monitoring Plans.
E. CLOSURE & POST-CLOSURE CARE PLAN (.0543) The John’s River Waste Management Facility was first permitted as municipal solid waste (MSW)
landfill under Permit Number 12-03 in 1987. The MSW landfill was closed in 1997. Since 1998, Burke County has operated a permitted Construction and Demolition (C&D) disposal area on top of the closed MSW landfill in accordance with the facility’s Transition Plan. In February 2007, the North Carolina Department of Environmental Quality (NCDEQ) Solid Waste Section (the Section)
approved a permit modification establishing the current final elevation for the C&D-over-MSW (C&D/MSW) landfill. On March 20, 2014, NCDEQ issued a Permit to Construct (PTC) for Phase 1A of a C&D landfill expansion area located adjacent to the C&D/MSW landfill, and a Permit to Operate Phase 1A was issued on August 14, 2014.
In July 2014, a revised Closure & Post-Closure Care (CPCC) Plan was submitted to accommodate changed plans and schedule for closure of the C&D/MSW landfill. In October 2015, another revision of the CPCC plan was submitted to NCDEQ. In fall of 2016, Burke County closed the C&D/MSW landfill in according with the approved CPCC plan.
A revision of the October 2015 plan is included in Appendix 5 of this Permit Modification Application to address changes at the facility and include Phases 2A&4. F. MONITORING PLANS (.0544)
1. Water Quality Monitoring Plan The Water Quality Monitoring Plan was previously submitted to the NCDEQ Solid Waste Section (SWS) on January 13, 2017 and approved on January 17, 2017. The Water Quality Monitoring Plan is attached in Appendix 6. 2. Landfill Gas Monitoring Plan
The Landfill Gas Monitoring Plan was previously submitted to the NCDEQ Solid Waste Section (SWS) on February 24, 2017. The Water Quality Monitoring Plan is attached in Appendix 7.

John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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3. Waste Acceptability Program Random Selection Random selection of vehicles to be inspected will be made on a regular basis. At least
one vehicle per week will be randomly selected, at the working face, by the personnel
conducting the inspection. A random truck number and time will be selected (e.g., the tenth load after 10:00 a.m.) on the day of inspections. Record Keeping

Appropriate forms indicating the results of each inspection will be completed. All reports and resulting correspondence will be maintained at the facility office for the life of the landfill and during the post-closure period.
Training
Inspections will be supervised by the operator or by support personnel trained to identify and manage municipal solid waste, and hazardous and liquid waste.
Location
Inspections will be conducted in or near the working face of the landfill. Contingency/Action Plan

The following contingency/action plan details the procedure currently used at the landfill for conducting random waste inspections: 1) Upon weigh-in, drivers are asked about the contents of their load and sign an
invoice stating that they are not discharging hazardous materials, liquid wastes or any
other unacceptable materials into the landfill. Although all loads are visually inspected upon weigh-in, the complete contents of a load cannot be determined until the load is discharged by the driver and pushed back by Burke County.
2) The dumped material is examined for safety hazards and waste excluded by the
operating permit which include:
• Municipal solid waste (MSW);
• Containers labeled hazardous;
• Excessive or unusual moisture;
• Biomedical (red bag) waste;
• Powders, dusts, smoke, vapors, or chemical odors;
• Sludges, pastes, slurries, or bright colors (such as dyes); and
• Unauthorized waste
• Tires.
John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application – Phases 2A and 4 May 2017
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Loads that include large closed containers will be handled carefully to avoid possible rupturing of the containers.
3) Take the following actions as appropriate:
• Incorporate acceptable waste into working face.
• Haul MSW to a transfer facility or to a MSW landfill for disposal.
• If necessary, hold suspected unauthorized waste for identification by on-site personnel and confirmation by others, such as a contract laboratory or regulator.
• Interview driver and hauler to identify the source of waste in the load.
• Hold rejected hazardous or liquid waste for generator, or
• Arrange for hazardous or liquid waste collection by licensed collector.
4) Document Actions:
• Record Inspection.
• Retain Reports.
• Report hazardous liquid, or PCB wastes to Solid Waste Section - NCDEQ.
5) Should any materials be discharged into the landfills that are unacceptable, Burke
County may impose a clean-up fee to cover the cost of properly disposing of the unacceptable waste. 6) Should the unacceptable materials pose an immediate threat to the health and
safety of individuals, the area will be secured. The material/wastes shall be
handled by a licensed handler of hazardous waste and disposed of at a facility licensed to accept that material. The appropriate officials will be notified.

(End)

DRAWINGS

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APPROXIMATE LOCATION
OF PROPOSED LANDFILL
APPROXIMATE LOCATION
OF PROPERTY LINE
JOHN'S RIVER WASTE MANAGEMENT FACILITY
PHASES 2A AND 4 C&D LANDFILL EXPANSION
BURKE COUNTY, NORTH CAROLINA
COUNTY LOCATION MAP
NORTH CAROLINA
VICINITY MAP
SHEET
BURKE COUNTY
DESCRIPTION
OWNER INFORMATION
PREPARED FOR:BURKE COUNTY
ADDRESS:P.O. BOX 1486
MORGANTON, NC 28680
CONTACT:KEITH FARRIS
PHONE:[phone]
FAX:[phone]
PROPERTY INFORMATION
ADDRESS:2500 MARSH TRAIL ROAD
MORGANTON, NORTH CAROLINA 28655
NCDEQ FACILITY ID:12-03
ACREAGE: 318 ACRES
DRAWING INDEX
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SOURCE: U.S.G.S. TOPOGRAPHIC MAP FOR MORGANTON NORTH, N.C.
FACILITY PLAN
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TITLE SHEET
LEGEND AND GENERAL NOTES
EXISTING CONDITIONS
SITE DEVELOPMENT MAP
BASE GRADING PLAN
FINAL GRADING PLAN
PHASING PLAN: PHASES 1B-8
FP-L
FP-01
FP-02
FP-03
FP-04
FP-05
B-X
JE
CP
C-X
GP-X
GV-X
GV-#
GW-X
GW-#
PZ-X
PZ-#
SS-X
S-X
SMP-X
TP-X
EW-X
EW-#
MW-X
MW-#
MW-OW-X
MW-OW-#
NES-OW-X
NES-OW-#
MW-PW-X
MW-PW-#
MW-X
MW-#
W
EXISTING GROUNDWATER MONITORING WELL
PROPOSED GROUNDWATER MONITORING WELL
EXISTING OBSERVATION WELL
PROPOSED OBSERVATION WELL
EXISTING NES WELL
PROPOSED NES WELL
EXISTING PERFORMANCE WELL
PROPOSED PERFORMANCE WELL
EXISTING SENTINEL WELL
PROPOSED SENTINEL WELL
EXISTING EXTRACTION WELL
PROPOSED EXTRACTION WELL
WETLANDS PIEZOMETER
PIEZOMETER
GAS PROBE
EXISTING GAS VENT
PROPOSED GAS VENT
EXISTING GAS WELL
PROPOSED GAS WELL
SURFACE WATER MONITORING POINT
LEACHATE MONITORING POINT
BORE HOLE LOCATION
CORING LOCATION
SOIL SAMPLING LOCATION
TEST PIT LOCATION
BENCHMARK
SPRINGHEAD LOCATION
WELL LOCATION
CONTROL POINT
ENVIRONMENTAL MONITORING FEATURES
SURVEY FEATURES
PROPERTY LINE
EASEMENT
FENCE LINEx
x
x
CONVENTIONAL SYMBOLS AND GENERAL NOTES
UTILITY POLE
HYDRANT
UTILITIES
LIGHT POLE
TANK (SIZE VARIES)
TRANSFORMER
MANHOLE
CLEANOUT
VALVE
OVERHEAD ELECTRICOHE
UNDERGROUND ELECTRIC
OVERHEAD TELEPHONE
UNDERGROUND TELEPHONE
LEACHATE FORCE MAIN
DUAL CONTAINED LEACHATE FORCE MAIN
SANITARY SEWER
PROCESS SEWER
LANDFILL GAS LINE
RAILROAD
GUARDRAIL
NATURAL GAS LINE
SOLID PIPE (TYPE NOTED)
PERFORATED PIPE (TYPE NOTED)
POTABLE WATER
RESOURCE PROTECTION AREA
RIGHT OF WAYRWRW
M
OHT
UGT UGT
FM
DCFM DCFM
PS
G
UGG
W
UGE UGE
PAVED ROAD
GRAVEL/DIRT ROAD
LANDFILL AND ROAD FEATURES
EDGE OF PAVEMENT
LIMIT OF WASTE/EDGE OF LINER
FACILITY BOUNDARY/CELL LIMITS/PHASE LIMITS
BUILDING
DAM
BUILDINGS AND STRUCTURES
FOUNDATION
APPROXIMATE 100 YEAR FLOOD PLAIN
DITCH FLOW
HYDROLOGY
STREAM OR RIVER
SINGLE TREE
TREE LINE
VEGETATION
SHRUB
SILT FENCE
INLET PROTECTION
EROSION AND SEDIMENT CONTROL FEATURES
OUTLET PROTECTION (SIZE VARIES)
DIVERSION BERM
SF SF
EXISTING 10' TOPO CONTOUR
EXISTING 2' TOPO CONTOUR
TOPOGRAPHICAL FEATURES
PROPOSED 10' TOPO CONTOUR
PROPOSED 2' TOPO CONTOUR
GW GROUNDWATER SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
BR
SPOT ELEVATION
BEDROCK SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
LMP-1
100
100
100
100
100.00
SS
HATCHING
WETLANDS
RIPRAP
WASHED STONE
BUFFER AREA
PROPOSED ROAD
CULVERT (SIZE NOTED)
COMPACTED BACKFILL
IP
SURVEY NOTES:
1.TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET, UNLESS INDICATED OTHERWISE.
2.SURROUNDING TOPOGRAPHY PROVIDED BY SPATIAL DATA, INC. DATE: APRIL 5, 2015
TOPOGRAPHY WITHIN CELL 1A PROVIDED BY COUNTY DATED AUGUST 2016.
3.THE SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE SEARCH AND ALL
EASEMENTS AND ENCUMBRANCES MAY NOT BE SHOWN.
4. GROUNDWATER WELLS ,PIEZOMETERS, GAS WELLS AND VENTS SURVEYED BY WEST
CONSULTANTS, LLC.
5. PROPERTY BOUNDARY PROVIDED BY COUNTY
GENERAL NOTES:
1.SITE LIGHTING IS NOT PROPOSED FOR THIS PROJECT.
2.LANDSCAPING IS NOT PROPOSED FOR THIS PROJECT.
PROPERTY LINE
NC

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NC CORP LIC: C-0782
P
R
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T

N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
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All rights reserved.
Ó Joyce Engineering, Inc.
D
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L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\FACILITY PLAN\FP-01 EXISTING CONDITIONS.dwg Layout=Layout1
2
7
7
.
1
6
0
2
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1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
EXISTING CONDITIONS
MM
RWH
LB
AD
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
F
P
-
0
1
A
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S
H
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N
EXISTING CONDITIONS
RWH
FACILITY PLAN:
101
0
1
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2
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1
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4
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0
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M
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-
4
G
M
P
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3
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M
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-
2
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P
-
2
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1
6
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M
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-
1
6
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M
W
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1
7
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3
7
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3
3
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H
V
-
2
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W
-
1
9
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1
8
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0
0
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-
0
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STREAM S1
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P
R
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J
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N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
L
E
All rights reserved.
Ó Joyce Engineering, Inc.
D
R
A
W
I
N
G

N
O
.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\FACILITY PLAN\FP-02 SITE DEVELOPMENT MAP.dwg Layout=Layout1
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
F
P
-
0
2
A
S

S
H
O
W
N
SITE DEVELOPMENT MAP
MM
RWH
LB
AD
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
RWH
FACILITY PLAN:
101
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2
0
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0
3
0
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0
4
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0
5
0
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0
6
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0
9
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1
1
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1
2
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1
1
3
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1
1
4
0
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1
5
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1
1
6
0
1
1
7
0
1
1
8
0
1
1
8
0
1
1
7
0
1
1
6
0
1
1
5
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
1
1
0
0
1
0
9
0
1
0
8
0
1
0
1
0
1
0
1
0
1
0
0
0
1
0
0
0
1
0
1
0
1
0
2
0
1
0
3
0
1
0
4
0
1
0
5
0
1
0
6
0
1
0
7
0
1
0
8
0
1
0
9
0
1
1
0
0
1
1
1
0
1
1
2
0
1
1
3
0
1
1
4
0
1
1
5
0
1
1
6
0
103
0
10
4
0
105
0
10
6
0
1
0
7
0
1
0
8
0
1
0
8
0
1
0
7
0
1
0
6
0
1
0
5
0
1
0
4
0
1
0
4
0
1
0
5
0
1
0
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0
1
0
6
0
1
0
6
0
1
0
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0
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0
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0
3
0
1
0
2
0
1
0
1
0
1
0
1
0
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0
2
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0
1
0
1
0
4
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0
2
0
1
0
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0
1
0
3
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4
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1
0
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1
3
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1
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0
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1090
107010601050
109
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1
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108
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JOHNS RIVER
C
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2
4
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-
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1
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0
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G
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C
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L
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L
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I
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Y
200' PROPERTY BUFFER (TYP)
H
V
-
2
M
W
-
1
9
M
W
-
1
8
2
0
0
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-
0
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STREAM S1
B
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NC CORP LIC: C-0782
P
R
O
J
E
C
T

N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
L
E
All rights reserved.
Ó Joyce Engineering, Inc.
D
R
A
W
I
N
G

N
O
.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\FACILITY PLAN\FP-03 BASE GRADING PLAN.dwg Layout=Layout1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
F
P
-
0
3
A
S

S
H
O
W
N
BASE GRADING PLAN
MM
RWH
LB
AD
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
FACILITY PLAN:
101
0
1
0
2
0
1
0
3
0
1
0
4
0
1
0
5
0
1
0
6
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1
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0
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6
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1
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1
1
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1
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1
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0
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1
4
0
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1
3
0
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0
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1
0
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1
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9
0
1
0
8
0
1
0
1
0
1
0
1
0
1
0
0
0
1
0
0
0
1
0
1
0
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0
2
0
1
0
3
0
1
0
4
0
1
0
5
0
1
0
6
0
1
0
7
0
1
0
8
0
1
0
9
0
1
1
0
0
1
1
1
0
1
1
2
0
1
1
3
0
1
1
4
0
1
1
5
0
1
1
6
0
103
0
10
4
0
105
0
10
6
0
1
0
7
0
1
0
8
0
1
0
8
0
1
0
7
0
1
0
6
0
1
0
5
0
1
0
4
0
1
0
4
0
1
0
5
0
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0
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0
1
0
6
0
1
0
6
0
1
0
5
0
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0
4
0
1
0
3
0
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0
2
0
1
0
1
0
1
0
1
0
1
0
2
0
1
0
3
0
1
0
1
0
1
0
1
0
1
0
4
0
1
0
3
0
1
0
2
0
1
0
2
0
1
0
3
0
1
0
4
0
1
0
5
0
1
0
7
0
1
1
3
0
1
1
2
0
1
1
1
0
1
1
0
0
1
0
9
0
1
0
8
0
1
1
1
0
1
1
1
0
1
1
0
0
1
1
1
0
1
1
2
0
11
2
0
1
1
2
0
1
1
1
0
1100
1090
107010601050
109
0
1
1
2
0
1
1
1
0
1
0
9
0
1
1
0
0
1000 1050
1
0
0
0
1
0
0
0
JOHNS RIVER
C
A
T
A
W
B
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(
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JE-00
1
9
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2
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FACILITY BOUNDARY /PROPERTY LINE (TYPWEST AND SOUTH EDGES)
M
W
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1
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NC CORP LIC: C-0782
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.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
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E
All rights reserved.
Ó Joyce Engineering, Inc.
D
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.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\FACILITY PLAN\FP-04 FINAL GRADING PLAN.dwg Layout=Layout1
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
F
P
-
0
4
A
S

S
H
O
W
N
FINAL GRADING PLAN
RWH
AD
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
MM
RWH
LB
FACILITY PLAN:
1
0
3
6
.
7
3
1
0
3
1
.
9
9
~
WETLAND W1
EXISTING
SEDIMENT BASIN
OFFICE ANDGARAGE
PREVIOUS LANDFILL
DISPOSAL AREA
(CURRENTLY BEING CLOSED)
JE-0020
HV-1
JE-0023
MW-13
MW-15D
MW-15S
MW-9
AB
PZ-21
PZ-15
NLE
PZ-16S
PZ-8D
PZ-19PZ-23
NLE
PZ-17
PZ-14PZ-13 PZ-18
NLE
PZ-9D
PZ-9S
GMP-4
GMP-3
GMP-2
GP-2
MW-17 PZ-30S
PZ-31
PZ-34
NLE
PZ-35
PZ-2D
NLE
PZ-27
MW-20
MW-14
CEMETERY
PHASE 1A
MW-21
MW-36
MW-38
1
1
5
0
1
1
6
0
1
1
7
0
1
1
8
0
1
1
8
0
1
1
7
0
1
1
6
0
1
1
5
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
1
1
0
0
1
0
9
0
1
0
8
0
1080
1090
1100
1110
1120
1130
1140
1150
1160
1080
1080
1070
1060
10
7
0
1
0
6
0
1
0
6
0
10
5
0
10
4
0
10
3
0
10
2
0
10
1
0
10
1
0
10
2
0
10
3
0
10
4
0
1050
1
0
1
0
10
4
0
10
3
0
10
2
0
1020
103
0
10
4
0
10
5
0
10
5
0
10
6
0
10
4
0
10
3
010
2
0
10
2
0
10
3
0
10
4
0
10
5
0
106
0
1
0
7
0
107
010
8
0
1130
1120
1110
1110
112
0
112
0
1090
1100
1
0
0
0
100
0
1090
1040
1040105
0
1120
1110
1100
1120
1110
1100
1090
108
0
107
0
106
0
112
0
11
1
0
11
0
0
10
9
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
113
01140
1120
1100
10
5
0
106
0
104
0106
0108
0
1040
1050
1050
1040
1030
PHASES
2A & 4
PHASE 1A
PHASE 5
PHASE 8
~
EXISTING
SEDIMENT BASIN
OFFICE ANDGARAGE
PREVIOUS LANDFILL
DISPOSAL AREA
(CURRENTLY BEING CLOSED)
JE-0020
HV-1
JE-0023
MW-13
MW-15D
MW-15S
MW-9
AB
PZ-15
NLE
PZ-16DPZ-16S
PZ-23
NLE
PZ-14PZ-13
PZ-9D
PZ-9S
GMP-4
GMP-3
GMP-2
GP-2
MW-17 PZ-30S
PZ-31
PZ-34
NLE
PZ-35
PZ-2D
NLE
MW-20
MW-14
CEMETERY
PHASE 1A
MW-21
MW-36
MW-38
1
1
4
0
1
1
5
0
1
1
6
0
1
1
7
0
1
1
8
0
1
1
8
0
1
1
7
0
1
1
6
0
1
1
5
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
1
1
0
0
1
0
9
0
1
0
8
0
1080
1090
1100
1110
1120
1130
1140
1150
1160
1080
1080
1070
1060
10
7
0
1
0
6
0
1
0
6
0
1
0
5
0
10
4
0
10
3
0
10
2
0
10
1
0
10
1
0
10
2
0
10
3
0
10
4
0
1
0
3
0
10
2
0
1020
103
0
10
4
0
10
5
0
10
2
010
3
0
10
4
0
10
5
0
106
0
1
0
7
0
107
010
8
0
1130
1120
1110
1110
1
1
2
0
112
0
112
0
1090
1100
1
0
0
0
100
0
1090
1040
1040105
0
1120
1110
1100
1120
1110
1100
1090
108
0
107
0
106
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
11
3
01140
1120
1100
1050
113
0
109
0
1010
1040
1050
1040
115
0
111
0
107
0
105
0
PHASES
2A & 4
PHASE 1A
PHASE 5
PHASE 8
PHASES 6 & 7
PHASE
2A & 4
PHASE 1A
PHASE 5
1
0
3
6
.
7
3
1
0
3
1
.
9
9
~
WETLAND W1
EXISTING
SEDIMENT BASIN
OFFICE ANDGARAGE
PREVIOUS LANDFILL
DISPOSAL AREA
(CURRENTLY BEING CLOSED)
JE-0020
HV-1
JE-0023
MW-10
MW-13
MW-15D
MW-15S
MW-9
AB
PZ-21
PZ-15
NLE
PZ-16S
PZ-8D
PZ-19PZ-23
NLE
PZ-17
PZ-14PZ-13 PZ-18
NLE
PZ-9D
PZ-9S
GMP-4
GMP-3
GMP-2
GP-2
MW-17 PZ-30S
PZ-31
PZ-34
NLE
PZ-35
PZ-2D
NLE
PZ-27
MW-20
MW-14
PHASE 1A
MW-30
MW-36
MW-38
11
3
01140
1120
1100
1
0
6
0
1
0
8
0
1
0
9
0
1
1
0
0
1
1
1
0
1
1
2
0
1
1
3
0
1
1
4
0
1
1
5
0
1
1
6
0
1
1
7
0
1
1
8
0
1
1
8
0
1
1
7
0
1
1
6
0
1
1
5
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
1
1
0
0
1
0
9
0
1
0
8
0
1070
1080
1090
1100
1110
1120
1130
1140
1150
1160
1
0
4
0
1
0
5
0
10
6
0
10
7
0
1
0
6
0
1
0
5
0
10
4
0
10
3
0
10
2
0
10
1
0
10
1
0
10
2
0
103
0
10
4
0
1050
10
4
0
10
3
0
10
2
0
1020
103
0
104
0
10
5
0
10
6
0
10
4
0
10
3
010
2
0
10
2
010
3
0
10
4
0
10
5
0
106
0
1
0
7
0
107
0108
0
1130
1110
11
0
0
1
1
1
0
1
1
2
0
112
0
112
01110
1090
1100
1
0
0
0
100
0
10901090
1040
1040105
0
1120
1110
1100
1120
1110
1100
1090
108
0
107
0
106
0
11
2
0
111
0
110
0
10
9
0
10
8
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
10
4
0105
0
106
0
~
OFFICE AND
GARAGE
PREVIOUS LANDFILL
DISPOSAL AREA
(CURRENTLY BEING CLOSED)
JE-0020
HV-1
JE-0023
MW-13
MW-15D
MW-15S
MW-9
AB
PZ-15
NLE
PZ-23
NLE
PZ-14PZ-13
PZ-9D
PZ-9S
GMP-4
GMP-3
GMP-2
GP-2
MW-17 PZ-30S
PZ-31
PZ-34
NLE
PZ-35
PZ-2D
NLE
MW-20
MW-14
CEMETERY
PHASE 1A
MW-21
MW-36
MW-38
1
1
5
0
1
1
6
0
1
1
7
0
1
1
8
0
1
1
8
0
1
1
7
0
1
1
6
0
1
1
5
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
1
1
0
0
1
0
9
0
1
0
8
0
1090
1100
1110
1120
1130
1140
1150
1160
1080
1080
1070
1060
1050
10
7
0
1
0
6
0
1
0
6
0
10
5
0
10
4
0
10
3
0
10
2
0
10
1
0
10
1
0
10
2
0
10
3
0
1
0
1
0
10
4
0
10
3
0
10
2
0
1020
103
0
104
0
10
5
0
105
0
106
0
1
0
7
0
107
010
8
0
1130
1120
1110
1110
1110
112
0
112
0
1090
1100
1
0
0
0
100
0
10901090
1040
1040105
0
1120
1110
1100
1120
1110
1100
1090
108
0
107
0
106
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
113
01140
1120
1100
106
0
115
0
113
0
111
0
109
0
107
0
105
0
109
0
107
0
105
0
1090
1070
1050
1030
1
0
9
0
1
0
7
0
1
0
5
0
1030
1040
1050
1050
PHASES
2A & 4
PHASE 1A
PHASE 3
PHASE 5
PHASE 8
PHASE 6
PHASE 7
~
EXISTING
SEDIMENT BASIN
OFFICE ANDGARAGE
PREVIOUS LANDFILL
DISPOSAL AREA
(CURRENTLY BEING CLOSED)
JE-0020
JE-0023
MW-13
MW-15D
MW-15S
MW-9
AB
PZ-14PZ-13
PZ-9D
PZ-9S
GMP-4
GMP-3
GMP-2
GP-2
MW-17 PZ-30S
PZ-31
PZ-2D
NLE
MW-20
MW-14
CEMETERY
PHASE 1A
MW-21
1
1
6
0
1
1
7
0
1
1
8
0
1
1
8
0
1
1
7
0
1
1
6
0
1
1
5
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
1
1
0
0
1
0
9
0
1
0
8
0
1090
1100
1110
1120
1130
1140
1150
1160
1080
1080
1070
1060
1050
10
7
0
1
0
6
0
1
0
6
0
1
0
5
0
10
4
0
10
3
0
10
2
0
10
1
0
10
1
0
10
2
0
10
3
0
1
0
1
0
1
0
1
0
10
4
0
1
0
3
0
10
2
0
1020
103
0
104
0
10
5
0
105
0
1
0
7
0
107
0108
0
1130
1120
1110
1110
1110
112
0
112
0
1090
1100
1
0
0
0
100
0
1090
1120
1110
1100
1120
1110
1100
1090
108
0
107
0
106
0
1
1
4
0
1
1
3
0
1
1
2
0
1
1
1
0
11
3
01140
1120
1100
115
0
113
0
111
0
109
0
107
0
105
0
109
0
107
0
105
0
1090
1070
1050
1030
1040
105
0106
0
111
0113
0
1
0
9
0
1
0
7
0
1
0
5
0
1
1
1
0
1
1
3
0
PHASES
2A & 4
PHASE 1A
PHASE 3
PHASE 5
PHASE 8
PHASE 6
PHASE 7
PHASE 2B
EXISTING
SEDIMENT BASIN
OFFICE ANDGARAGE
PREVIOUS LANDFILL
DISPOSAL AREA
(CURRENTLY BEING CLOSED)
JE-0020
JE-0023
MW-13
MW-15D
MW-15S
MW-9
AB
PZ-14PZ-13
PZ-9D
PZ-9S
GMP-4
GMP-3
GMP-2
GP-2
MW-17
PZ-2D
NLE
MW-20
MW-14
CEMETERY
PROPOSED
WASTE LIMIT
MW-21
1
1
5
0
1
1
6
0
1
1
7
0
1
1
8
0
1
1
8
0
1
1
7
0
1
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5
0
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0
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1
0
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9
0
1
0
8
0
1100
1110
1120
1130
1140
1150
1160
1080
1080
1070
1060
1050
1040
10
7
0
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6
0
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4
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3
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112
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0
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9
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0
109
0
107
0
105
0
109
0
107
0
105
0
1090
1070
1050
1030
111
0113
0
115
0
117
0
PHASE 1B
PHASE
2A - 4
PHASE 1A
PHASE 3
PHASE 5
PHASE 8
PHASE 6
PHASE 7
PHASE 2B
0
(FEET)
GRAPHIC SCALE
400200100 0
(FEET)
GRAPHIC SCALE
400200100 0
(FEET)
GRAPHIC SCALE
400200100
0
(FEET)
GRAPHIC SCALE
400200100 0
(FEET)
GRAPHIC SCALE
400200100 0
(FEET)
GRAPHIC SCALE
400200100
PHASE 2A & 4 INTERMEDIATE
GRADE AND PHASE 5 BASE GRADE
PHASE 5 INTERMEDIATE CAP GRADE
AND PHASE 8 BASE GRADE
PHASE 8 INTERMEDIATE CAP GRADE
AND PHASES 6 & 7 BASE GRADE
PHASE 3 INTERMEDIATE CAP GRADE
AND PHASE 2B BASE GRADE
PHASE 2B INTERMEDIATE CAP GRADE
AND PHASE 1B BASE GRADE
PHASES 6 & 7 INTERMEDIATE CAP
GRADE AND PHASE 3 BASE GRADE
NC

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APPROXIMATE LOCATION
OF PROPOSED LANDFILL
APPROXIMATE LOCATION
OF PROPERTY LINE
JOHN'S RIVER WASTE MANAGEMENT FACILITY
PHASES 2A AND 4 C&D LANDFILL EXPANSION
BURKE COUNTY, NORTH CAROLINA
COUNTY LOCATION MAP
NORTH CAROLINA
VICINITY MAP
SHEET
BURKE COUNTY
DESCRIPTION
OWNER INFORMATION
PREPARED FOR:BURKE COUNTY
ADDRESS:P.O. BOX 1486
MORGANTON, NC 28680
CONTACT:KEITH FARRIS
PHONE:[phone]
FAX:[phone]
PROPERTY INFORMATION
ADDRESS:2500 MARSH TRAIL ROAD
MORGANTON, NORTH CAROLINA 28655
NCDEQ FACILITY ID:12-03
ACREAGE: 318 ACRES
DRAWING INDEX
EP-TASHE
A T L

A

N

T

I

C

O

C

E

A

N
NORTHAMPTON
STANLY
WASHINGTON
MARTIN
EITBER NAWOHC
SNAMIUQREP
TYRRELL
KNATOUQSAP
NEDMACCURRITUCK
DARE
HYDEBEAUFORT
PAMLICO
BRUNSWICK
HANOVER
NEW
PENDER
ONSLOW
CRAVEN
CARTERET
GATES
HERTFORD
PITT
LENOIR
GREENE
JONES
DUPLIN
SAMPSON
ROWAN
HALIFAX
EDGECOMBE
NASH
WILSON
JOHNSTON
WAYNEHARNETT
CUMBERLAND
ROBESON BLADEN
COLUMBUS
DAVIE
DAVIDSON
ORANGE
ALAMANCE
GUILFORD
FORSYTH
STOKES ROCKINGHAM CASWELL
ANSONUNION
CABARRUS
MECKLENBURG
YADKIN
CALDWELL
AVERY
WATAUGA WILKES
SURRY
ALLEGHANY
WARREN
FRANKLIN
VANCE
GRANVILLE
PERSON
DURHAM
WAKE
HOKE
SCOTLAND
RICHMOND
MOOREMONTGOMERY
LEE
CHATHAMRANDOLPH
IREDELL
ALEXANDER
CATAWBA
GASTON
LINCOLN
CLEVELAND
BUNCOMBE
RUTHERFORD
BURKE
McDOWELL
MITCHELL
YANCEYMADISON
POLK
HENDERSON
TRANSYLVANIA
JACKSON
HAYWOOD
MACON
CLAY
GRAHAM
CHEROKEE
SWAIN
SOURCE: U.S.G.S. TOPOGRAPHIC MAP FOR MORGANTON NORTH, N.C.
ENGINEERING PLAN
MAY 2017
NC

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PROJECT NO.
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TITLE SHEET
LEGEND AND GENERAL NOTES
EXISTING CONDITIONS
BASE GRADING PLAN
FINAL GRADING PLAN
CROSS SECTIONS A AND B
EROSION AND SEDIMENT CONTROL PLAN
PROJECT DETAILS
EROSION AND SEDIMENT CONTROL DETAILS
EROSION AND SEDIMENT CONTROL DETAILS
EP-L
EP-01
EP-02
EP-03
EP-04
EP-05
EP-06
EP-07
EP-08
B-X
JE
CP
C-X
GP-X
GV-X
GV-#
GW-X
GW-#
PZ-X
PZ-#
SS-X
S-X
SMP-X
TP-X
EW-X
EW-#
MW-X
MW-#
MW-OW-X
MW-OW-#
NES-OW-X
NES-OW-#
MW-PW-X
MW-PW-#
MW-X
MW-#
W
EXISTING GROUNDWATER MONITORING WELL
PROPOSED GROUNDWATER MONITORING WELL
EXISTING OBSERVATION WELL
PROPOSED OBSERVATION WELL
EXISTING NES WELL
PROPOSED NES WELL
EXISTING PERFORMANCE WELL
PROPOSED PERFORMANCE WELL
EXISTING SENTINEL WELL
PROPOSED SENTINEL WELL
EXISTING EXTRACTION WELL
PROPOSED EXTRACTION WELL
WETLANDS PIEZOMETER
PIEZOMETER
GAS PROBE
EXISTING GAS VENT
PROPOSED GAS VENT
EXISTING GAS WELL
PROPOSED GAS WELL
SURFACE WATER MONITORING POINT
LEACHATE MONITORING POINT
BORE HOLE LOCATION
CORING LOCATION
SOIL SAMPLING LOCATION
TEST PIT LOCATION
BENCHMARK
SPRINGHEAD LOCATION
WELL LOCATION
CONTROL POINT
ENVIRONMENTAL MONITORING FEATURES
SURVEY FEATURES
PROPERTY LINE
EASEMENT
FENCE LINEx
x
x
CONVENTIONAL SYMBOLS AND GENERAL NOTES
UTILITY POLE
HYDRANT
UTILITIES
LIGHT POLE
TANK (SIZE VARIES)
TRANSFORMER
MANHOLE
CLEANOUT
VALVE
OVERHEAD ELECTRICOHE
UNDERGROUND ELECTRIC
OVERHEAD TELEPHONE
UNDERGROUND TELEPHONE
LEACHATE FORCE MAIN
DUAL CONTAINED LEACHATE FORCE MAIN
SANITARY SEWER
PROCESS SEWER
LANDFILL GAS LINE
RAILROAD
GUARDRAIL
NATURAL GAS LINE
SOLID PIPE (TYPE NOTED)
PERFORATED PIPE (TYPE NOTED)
POTABLE WATER
RESOURCE PROTECTION AREA
RIGHT OF WAYRWRW
M
OHT
UGT UGT
FM
DCFM DCFM
PS
G
UGG
W
UGE UGE
PAVED ROAD
GRAVEL/DIRT ROAD
LANDFILL AND ROAD FEATURES
EDGE OF PAVEMENT
LIMIT OF WASTE/EDGE OF LINER
FACILITY BOUNDARY/CELL LIMITS/PHASE LIMITS
BUILDING
DAM
BUILDINGS AND STRUCTURES
FOUNDATION
APPROXIMATE 100 YEAR FLOOD PLAIN
DITCH FLOW
HYDROLOGY
STREAM OR RIVER
SINGLE TREE
TREE LINE
VEGETATION
SHRUB
SILT FENCE
INLET PROTECTION
EROSION AND SEDIMENT CONTROL FEATURES
OUTLET PROTECTION (SIZE VARIES)
DIVERSION BERM
SF SF
EXISTING 10' TOPO CONTOUR
EXISTING 2' TOPO CONTOUR
TOPOGRAPHICAL FEATURES
PROPOSED 10' TOPO CONTOUR
PROPOSED 2' TOPO CONTOUR
GROUNDWATER SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
SPOT ELEVATION
BEDROCK SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
LMP-1
100
100
100
100
100.00
SS
HATCHING
WETLANDS
RIPRAP
WASHED STONE
BUFFER AREA
PROPOSED ROAD
CULVERT (SIZE NOTED)
COMPACTED BACKFILL
IP
SURVEY NOTES:
1.TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET, UNLESS INDICATED OTHERWISE.
2.SURROUNDING TOPOGRAPHY PROVIDED BY SPATIAL DATA, INC. DATE: APRIL 5, 2015
TOPOGRAPHY WITHIN CELL 1A PROVIDED BY COUNTY DATED AUGUST 2016.
3.THE SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE SEARCH AND ALL
EASEMENTS AND ENCUMBRANCES MAY NOT BE SHOWN.
4. GROUNDWATER WELLS ,PIEZOMETERS, GAS WELLS AND VENTS SURVEYED BY WEST
CONSULTANTS, LLC.
5. PROPERTY BOUNDARY PROVIDED BY COUNTY
GENERAL NOTES:
1.SITE LIGHTING IS NOT PROPOSED FOR THIS PROJECT.
2.LANDSCAPING IS NOT PROPOSED FOR THIS PROJECT.
PROPERTY LINE
GW GW
BR BR
NC

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NC CORP LIC: C-0782
P
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C
T

N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
L
E
All rights reserved.
Ó Joyce Engineering, Inc.
D
R
A
W
I
N
G

N
O
.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\ENGINEERING PLAN\EP-01 EXISTING CONDITIONS.dwg Layout=Layout1
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
EXISTING CONDITIONS
MM
RWH
LB
AD
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
E
P
-
0
1
A
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S
H
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W
N
EXISTING CONDITIONS
RWH
ENGINEERING PLAN:
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NC CORP LIC: C-0782
P
R
O
J
E
C
T

N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
L
E
All rights reserved.
Ó Joyce Engineering, Inc.
D
R
A
W
I
N
G

N
O
.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\ENGINEERING PLAN\EP-02 BASE GRADING PLAN.dwg Layout=Layout1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
MM
RWH
LB
MM
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
E
P
-
0
2
A
S

S
H
O
W
N
BASE GRADING PLAN
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ENGINEERING PLAN:
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JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
MM
RWH
LB
MM
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
E
P
-
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S
H
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W
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FINAL GRADING PLAN
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NC CORP LIC: C-0782
P
R
O
J
E
C
T

N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
L
E
All rights reserved.
Ó Joyce Engineering, Inc.
D
R
A
W
I
N
G

N
O
.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\ENGINEERING PLAN\EP-03 FINAL GRADING PLAN 04 SECTIONS.dwg Layout=Layout1 (2)
ENGINEERING PLAN:
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APPROVED
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DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
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L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\ENGINEERING PLAN\EP-03 FINAL GRADING PLAN 04 SECTIONS.dwg Layout=SECTIONS
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
MM
RWH
LB
MM
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
E
P
-
0
4
A
S

S
H
O
W
N
CROSS SECTIONS A AND B
RWH
0(FEET)GRAPHIC SCALE 0 (FEET)VERTICALEXAGGERATION =204080 2 4 84:10(FEET)GRAPHIC SCALE 0 (FEET)VERTICALEXAGGERATION =204080 2 4 84:1
ENGINEERING PLAN:
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JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
MM
RWH
LB
MM
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
E
P
-
0
5
A
S

S
H
O
W
N
EROSION AND SEDIMENT CONTROL PLAN
RWH
NC CORP LIC: C-0782
P
R
O
J
E
C
T

N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
L
E
All rights reserved.
Ó Joyce Engineering, Inc.
D
R
A
W
I
N
G

N
O
.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\ENGINEERING PLAN\EP-05 E&S PLAN CELL ONLY.dwg Layout=Layout1 (2)
ENGINEERING PLAN:
3'
-
0
"
SOIL PLUG
GRAVEL PACKED
(#57 WASHED STONE)
PVC CAP
1'
-
0
"
24
"

M
I
N
12
"

M
I
N
6" Ø SCH80 PERFORATED
PVC PIPE 1/2" Ø
PERFORATIONS 3" O.C. AT
90° AROUND PIPE
CIRCUMFERENCE
5'
-
0
"

M
A
X
6" Ø SCH80 PVC PIPE
6" Ø SCH 80
PVC ELBOWS
BIRD SCREEN
A(GCL OPTION)
FINAL CAP DETAIL
N.T.S.
12" INTERMEDIATE COVER
WASTE
A(SOIL LINER OPTION)
FINAL CAP DETAIL
N.T.S.
18" SOIL LINER
(PERMEABILITY < 1X10 CM/SEC)-5
12" INTERMEDIATE COVER
WASTE
GEOSYNTHETIC CLAY LINER (GCL)
(PERMEABILITY < 1X10 CM/SEC)-5
EXCAVATE AND REMOVE WASTE
WITH BACKHOE, DO NOT DRILL
18" PROTECTIVE / EROSION SOIL LAYER
24" PROTECTIVE / EROSION SOIL LAYER
FINAL CAP SECTION
(SEE DETAIL A THIS SHEET)
GAS VENT DETAIL (TYP)
N.T.S.
NC

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:

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SEDIMENT
TRAP NO
WEIR
LENGTH
(FT)
MIN
REQUIRED
STORAGE
CAPACITY
(FT )3
MIN
REQUIRED
SURFACE
AREA
(FT)
5'
-
0
"

M
A
X
EM
B
A
N
K
M
E
N
T
LONGITUDINAL SECTION
1 2
1
2
FILTER FABRIC
1 MAX
1
1 MAX
2
FILTER FABRIC
SECTION AT CENTERLINE OF EMBANKMENT
BDETAIL
SEDIMENT TRAP
N.T.S.
SEDIMENT TRAP SCHEDULE
MIN 12" THICK
#57 WASHED STONE
ST-4 12 18000 5,143
1'
-
6
"

M
I
N
EX
C
A
V
A
T
I
O
N
1'
-
6
"
MI
N
1
1
5'-0"
MIN
3'-0" MIN
SPILLWAY
WEIR LENGTH
SEE SCHEDULE
OVERFILL 6"
FOR SETTLEMENTDESIGNED
SETTLED TOP
EXISTING GROUND
SURFACE ELEVATION
EXISTING GROUND
SURFACE ELEVATION
SPILLWAY
RIP-RAP
9" ≤D50 ≤14"
3'
-
6
"

M
I
N
SPILLWAY
21
"
MIN
EMERGENCY BYPASS
6" BELOW SETTLED
TOP OF DAM
℄ EMBANKMENT
SEDIMENT
STORAGE DEPTH
LENGTH
X=WIDTH
DE
P
T
H
LENGTH
(FT )
WIDTH
(FT)
120 60
DIRECTION
FLOW
INSTALL POROUS BAFFLES,
SEE DETAIL DRAWING NO ESC-05
Bd
TRAPEZOIDAL DITCH
CHANNEL
SECTION
NO.
CHANNEL
TYPE
BOTTOM
WIDTH (B)
(FT)
TOTAL
DEPTH (d)
(FT)
ATYPICAL DETAIL
CONVEYANCE CHANNEL
STORMWATER
N.T.S.
STORMWATER CHANNEL SCHEDULE
SCC - 17 TRAPEZOIDAL 3'-0"2'-0"
CHANNEL
LINING
1
Sl
1
Sr
LANDFILL
SIDE
SLOPE
(Sl)
3
OTHER
SIDE SLOPE
(Sr)
3 VEGETATION
SCC - 18 TRAPEZOIDAL 3'-0"2'-0"3 3 VEGETATION
SCC - 19 TRAPEZOIDAL 2'-0"3'-0"3 3 VEGETATION
1
DIS
T
U
R
B
E
D

A
R
E
A
2'
-
0
"
(M
I
N
)
2'-0"
PERMANENT SOIL
REINFORCEMENT
COMPACTED
EARTH FILL
CDIVERSION BENCH
STORMWATER
LANDFILL AREA
N.T.S.
VARIABLE
(2' MIN)
ECULVERT SECTION
TYPICAL
N.T.S.
1'
-
6
"
MI
NSTORMWATER
CONVEYANCE CHANNEL
CULVERT
NO.
DIAMETER
(D)
CULVERT SCHEDULE
C-8 18"
LENGTH
(L)
80'-0"
D
L
DIRECTION
4" MIN
SECTION
ELEVATION
8"

M
I
N
24
"

M
I
N
2'
-
0
"

M
A
X
6'-0" MAX ON OPEN RUNS
4'-0" MAX ON POOLING AREAS
FLOW
WIRE TIES
PLASTIC OR
COMPACT THOROUGHLY
BACKFILL TRENCH AND
INTERFERE WITH THE WORK.
WORK ACTIVITIES SO THAT IT WILL NOT
A SUFFICIENT DISTANCE FROM PROPOSED
2. LOCATE SILT FENCE AS NEEDED AT
LENGTH OF 5 FT.
1. POSTS SHALL BE 1.33 LB/L.F. STEEL WITH MIN
NOTES:
FILTER FABRIC
SEE NOTE 1
EXISTING GROUND
4" FORWARD ALONG TRENCH
8" DOWN AND
INTO GROUND
ANCHOR FABRIC
GROUND
EXISTING
FILTER FABRIC
FFENCE DETAIL
SEDIMENT
N.T.S.
WATER LEVEL
PERMANENT TURF
REINFORCEMENT
MAT BURY 6" MIN
EXTEND TURF
REINFORCEMENT
MAT OVER LIP (12" MIN)
LEVEL LIP OF
SPREADER
6"

M
I
N
DE
P
T
H
OVERFLOWFLOW
EN
T
R
A
N
C
E
WI
D
T
H
LEVEL SPREADER LIP LENGTH
ENTRANCE CHANNEL FLOW
A
DDETAIL
LEVEL SPREADER
N.T.S.
PLAN VIEW
SECTION A-A
NOTES:
1. THE SPREADER SHOULD BE INSPECTED AFTER EVERY RAINFALL UNTIL
VEGETATION IS ESTABLISHED, AND PROMPTLY MAKE NECESSARY REPAIRS.
AFTER STABILIZATION, MAKE PERIODIC INSPECTIONS AND KEEP VEGETATION IN
A HEALTHY, VIGOROUS CONDITION.
2. THE CONTRACTOR SHOULD AVOID THE PLACEMENT OF ANY MATERIAL ON THE
STRUCTURE AND PREVENT CONSTRUCTION TRAFFIC ACROSS THE STRUCTURE.
3. IF THE SPREADER IS DAMAGED BY CONSTRUCTION TRAFFIC, IT
SHOULD BE IMMEDIATELY REPAIRED.
STABLE UNDISTURBED OUTLET AREA
(MAXIMUM SLOPE = 10%)
10'-0" (MIN)
EN
D
WI
D
T
H
LEVER
SPREADER
NO.
MIN.
ENTRANCE
WIDTH
LEVEL SPREADER SCHEDULE
LS-1 10'-0"
MIN.
DEPTH
0'-6"
MIN.
END
WIDTH
3'-0"
MIN.
LENGTH
10'-0"
OUTFLOW
PROJECT NO.
AP
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CH
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GROUTED
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AOP-11 AND OP-12
DETAIL - TYPE I
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N.T.S.
6D MIN 5'-0" MIN
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MIN 2'-0" COMPACTED SOIL
AROUND PIPE AT ELBOW
FOR ANCHORING PURPOSES
10oz FILTER FABRIC
GROUTED RIPRAP
D50=8"
9" MIN
4'-0" MIN AT
1% SLOPE
OR LESS
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PLAN
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1'
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SECTION
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6"
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4
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2'
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1'
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NATURAL GROUND
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NOTES:
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2.INSTALL FILTER FABRIC BETWEEN RIPRAP AND SOIL
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Lc Lb
La
TOE OF SLOPE
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1 1'
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TOP OF ISLAND
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TOP OF BERM
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SECTION B-B
PLAN VIEW
AA
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APPROXIMATE LOCATION
OF PROPOSED LANDFILL
APPROXIMATE LOCATION
OF PROPERTY LINE
JOHN'S RIVER WASTE MANAGEMENT FACILITY
PHASES 2A AND 4 C&D LANDFILL EXPANSION
BURKE COUNTY, NORTH CAROLINA
COUNTY LOCATION MAP
NORTH CAROLINA
VICINITY MAP
SHEET
BURKE COUNTY
DESCRIPTION
OWNER INFORMATION
PREPARED FOR:BURKE COUNTY
ADDRESS:P.O. BOX 1486
MORGANTON, NC 28680
CONTACT:KEITH FARRIS
PHONE:[phone]
FAX:[phone]
PROPERTY INFORMATION
ADDRESS:2500 MARSH TRAIL ROAD
MORGANTON, NORTH CAROLINA 28655
NCDEQ FACILITY ID:12-03
ACREAGE: 318 ACRES
DRAWING INDEX
OP-TASHE
A T L

A

N

T

I

C

O

C

E

A

N
NORTHAMPTON
STANLY
WASHINGTON
MARTIN
EITBER NAWOHC
SNAMIUQREP
TYRRELL
KNATOUQSAP
NEDMACCURRITUCK
DARE
HYDEBEAUFORT
PAMLICO
BRUNSWICK
HANOVER
NEW
PENDER
ONSLOW
CRAVEN
CARTERET
GATES
HERTFORD
PITT
LENOIR
GREENE
JONES
DUPLIN
SAMPSON
ROWAN
HALIFAX
EDGECOMBE
NASH
WILSON
JOHNSTON
WAYNEHARNETT
CUMBERLAND
ROBESON BLADEN
COLUMBUS
DAVIE
DAVIDSON
ORANGE
ALAMANCE
GUILFORD
FORSYTH
STOKES ROCKINGHAM CASWELL
ANSONUNION
CABARRUS
MECKLENBURG
YADKIN
CALDWELL
AVERY
WATAUGA WILKES
SURRY
ALLEGHANY
WARREN
FRANKLIN
VANCE
GRANVILLE
PERSON
DURHAM
WAKE
HOKE
SCOTLAND
RICHMOND
MOOREMONTGOMERY
LEE
CHATHAMRANDOLPH
IREDELL
ALEXANDER
CATAWBA
GASTON
LINCOLN
CLEVELAND
BUNCOMBE
RUTHERFORD
BURKE
McDOWELL
MITCHELL
YANCEYMADISON
POLK
HENDERSON
TRANSYLVANIA
JACKSON
HAYWOOD
MACON
CLAY
GRAHAM
CHEROKEE
SWAIN
SOURCE: U.S.G.S. TOPOGRAPHIC MAP FOR MORGANTON NORTH, N.C.
OPERATIONS PLAN
MAY 2017
NC

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PROJECT NO.
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TITLE SHEET
LEGEND AND GENERAL NOTES
EXISTING CONDITIONS
SITE DEVELOPMENT PLAN
PHASING PLAN: YEARS 1-16
OP-L
OP-01
OP-02
OP-03
B-X
JE
CP
C-X
GP-X
GV-X
GV-#
GW-X
GW-#
PZ-X
PZ-#
SS-X
S-X
SMP-X
TP-X
EW-X
EW-#
MW-X
MW-#
MW-OW-X
MW-OW-#
NES-OW-X
NES-OW-#
MW-PW-X
MW-PW-#
MW-X
MW-#
W
EXISTING GROUNDWATER MONITORING WELL
PROPOSED GROUNDWATER MONITORING WELL
EXISTING OBSERVATION WELL
PROPOSED OBSERVATION WELL
EXISTING NES WELL
PROPOSED NES WELL
EXISTING PERFORMANCE WELL
PROPOSED PERFORMANCE WELL
EXISTING SENTINEL WELL
PROPOSED SENTINEL WELL
EXISTING EXTRACTION WELL
PROPOSED EXTRACTION WELL
WETLANDS PIEZOMETER
PIEZOMETER
GAS PROBE
EXISTING GAS VENT
PROPOSED GAS VENT
EXISTING GAS WELL
PROPOSED GAS WELL
SURFACE WATER MONITORING POINT
LEACHATE MONITORING POINT
BORE HOLE LOCATION
CORING LOCATION
SOIL SAMPLING LOCATION
TEST PIT LOCATION
BENCHMARK
SPRINGHEAD LOCATION
WELL LOCATION
CONTROL POINT
ENVIRONMENTAL MONITORING FEATURES
SURVEY FEATURES
PROPERTY LINE
EASEMENT
FENCE LINEx
x
x
CONVENTIONAL SYMBOLS AND GENERAL NOTES
UTILITY POLE
HYDRANT
UTILITIES
LIGHT POLE
TANK (SIZE VARIES)
TRANSFORMER
MANHOLE
CLEANOUT
VALVE
OVERHEAD ELECTRICOHE
UNDERGROUND ELECTRIC
OVERHEAD TELEPHONE
UNDERGROUND TELEPHONE
LEACHATE FORCE MAIN
DUAL CONTAINED LEACHATE FORCE MAIN
SANITARY SEWER
PROCESS SEWER
LANDFILL GAS LINE
RAILROAD
GUARDRAIL
NATURAL GAS LINE
SOLID PIPE (TYPE NOTED)
PERFORATED PIPE (TYPE NOTED)
POTABLE WATER
RESOURCE PROTECTION AREA
RIGHT OF WAYRWRW
M
OHT
UGT UGT
FM
DCFM DCFM
PS
G
UGG
W
UGE UGE
PAVED ROAD
GRAVEL/DIRT ROAD
LANDFILL AND ROAD FEATURES
EDGE OF PAVEMENT
LIMIT OF WASTE/EDGE OF LINER
FACILITY BOUNDARY/CELL LIMITS/PHASE LIMITS
BUILDING
DAM
BUILDINGS AND STRUCTURES
FOUNDATION
APPROXIMATE 100 YEAR FLOOD PLAIN
DITCH FLOW
HYDROLOGY
STREAM OR RIVER
SINGLE TREE
TREE LINE
VEGETATION
SHRUB
SILT FENCE
INLET PROTECTION
EROSION AND SEDIMENT CONTROL FEATURES
OUTLET PROTECTION (SIZE VARIES)
DIVERSION BERM
SF SF
EXISTING 10' TOPO CONTOUR
EXISTING 2' TOPO CONTOUR
TOPOGRAPHICAL FEATURES
PROPOSED 10' TOPO CONTOUR
PROPOSED 2' TOPO CONTOUR
GW GROUNDWATER SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
BR
SPOT ELEVATION
BEDROCK SURFACE CONTOUR
(FT ABOVE MEAN SEA LEVEL)
LMP-1
100
100
100
100
100.00
SS
HATCHING
WETLANDS
RIPRAP
WASHED STONE
BUFFER AREA
PROPOSED ROAD
CULVERT (SIZE NOTED)
COMPACTED BACKFILL
IP
SURVEY NOTES:
1.TOPOGRAPHIC CONTOUR INTERVAL = 2 FEET, UNLESS INDICATED OTHERWISE.
2.SURROUNDING TOPOGRAPHY PROVIDED BY SPATIAL DATA, INC. DATE: APRIL 5, 2015
TOPOGRAPHY WITHIN CELL 1A PROVIDED BY COUNTY DATED AUGUST 2016.
3.THE SURVEY WAS PERFORMED WITHOUT THE BENEFIT OF A TITLE SEARCH AND ALL
EASEMENTS AND ENCUMBRANCES MAY NOT BE SHOWN.
4. GROUNDWATER WELLS ,PIEZOMETERS, GAS WELLS AND VENTS SURVEYED BY WEST
CONSULTANTS, LLC.
5. PROPERTY BOUNDARY PROVIDED BY COUNTY
GENERAL NOTES:
1.SITE LIGHTING IS NOT PROPOSED FOR THIS PROJECT.
2.LANDSCAPING IS NOT PROPOSED FOR THIS PROJECT.
PROPERTY LINE
NC

C
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.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
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C
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All rights reserved.
Ó Joyce Engineering, Inc.
D
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N
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L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\OPERATIONS PLAN\OP-01 EXISTING CONDITIONS.dwg Layout=Layout1
2
7
7
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1
6
0
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1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
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S
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W
N
EXISTING CONDITIONS
MM
RWH
LB
AD
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
O
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-
0
1
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P
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N
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APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
L
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All rights reserved.
Ó Joyce Engineering, Inc.
D
R
A
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G

N
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.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\OPERATIONS PLAN\OP-02 SITE DEVELOPMENT PLAN.dwg Layout=Layout1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
A
S

S
H
O
W
N
MM
RWH
LB
MM
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
O
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2
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NC CORP LIC: C-0782
P
R
O
J
E
C
T

N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
C
A
L
E
D
R
A
W
I
N
G

N
O
.
L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\OPERATIONS PLAN\OP-03 PHASING PLAN.dwg Layout=Layout1
2
7
7
.
1
6
0
2
.
1
1
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
O
P
-
0
3
A
S

S
H
O
W
N
OPERATIONS PLAN:
PHASING PLAN: YEARS 1-16
RWH
LB
AD
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
2017
MM
RWH
All rights reserved.
Ó Joyce Engineering, Inc.

APPENDIX 1
SUPPORTING DOCUMENTS

Burke County, NCJohns River LandfillPHASE 2A/4 EXPANSIONHYDROGEO INVESTIGATIONJEI Project No. 277,1602.12Task 02
LOG OF BORING PZ-42
(Page 1 of 1)
Date Started : 2015 Dec. 16
Date Completed : 2015 Dec. 17
Hole Diameter : 8.0 inch
Drilling Method : Hollow Stem Auger, Core
Sampling Method : Shelby Tube & Split Spoon
Drilling Company : SAEDACCO
Northing Coord. :
Easting Coord. :
Survey By : West Consultants, PLLC
Logged By : H.Kemppinen, P.G.
De
p
t
h

i
n

F
e
e
t
0
5
10
15
20
25
30
35
40
45
50
55
Surf.
Elev.
1070
1070
1065
1060
1055
1050
1045
1040
1035
1030
1025
1020
Bl
o
w

C
o
u
n
t
ST
ST
561223
7141718
471311
35
25/0
RQD
RQD
RQD
RQD
%
Rec.
100
100
100
100
100
25
64
65
94
68
US
C
S
ML
ML
ML
ML
ML
ML
DESCRIPTION
0-5 red silt with fine sand
Shelby Tube 5-7, granite sapprolite
Shelby Tube 8-10, granite sapprolite
SP 10-12 weathered granite sapprolite,mottled red, brown, white, black, feldspar, biotite, muscovite, quartz, friable, relict structures, dry.
SP 15-17 same as above, zones of completely weathered, then very competent rock with quartz, dry
SP 20-22 same as above, granite sapprolite, cohesive, crumbly
SP25-27 same as above.
Auger refusal at 30 feet
Clean out boring and advance to 35 ft drilling with roller cone.
Core 35 to 40 mica schist grading to gray white granite gneiss with biotite banding, fractures near horizontal. Grading to pink coarse grained granite,
Core 40 to 45 gray white granite gneiss with biotite banding, fractures at 45 degree angle.
Core 45 to 50 gray white granite gneiss with biotite banding, fractures at 45 degree angle.
Core 50 to 54 same as above.
TOC Elev.: 1072.5
Well: PZ-42
Grout (0-32)
Bentonite Seal (30-32)
Sand Pack (32-54)
Riser Pipe (+3-34)
Screen (34-54)
Well ConstructionInformation
WELL CONSTRUCTION
Date Compl. : 12.17.2015Boring Diameter(s) : 8.0 inchDrilling Method(s) : HSA, Roller Cone, CoreCompany Rep. : Robert MillerNC Licence No. : 2675
WELL CASING
Material : PVCDiameter : 2-inchJoints : ThreadedApprox. Csg. Stickup :
WELL SCREEN
Material : Slotted PVCDiameter : 2-inchJoints : ThreddedOpening : 0.01 inch
GRAVEL PACK
Type : #2 Sand
WELL SCREEN SEAL
Type : Bentonite
ANNULUS SEAL
Type : Cement/Grout
PROTECTIVE CSG.
Type :
WELL PAD
Type :
1. Drilling performed with Gus Pech 1100E with HSA, roller cone and coring.
2. Water level measured:
12/18/2015 30.2 ft below ground at 11:09.
3. Split spoon sampling:
SP 10-12 5, 6, 12, 23
SP 15-17 7, 14, 17, 18
SP 20-22 4, 7, 13, 11 SP 25-27 35, 25/0

APPENDIX 2
CONSTRUCTION SPECIFICATIONS

John’s River Landfill, Burke County, NC Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
R:\Burke County\John's River Waste Management Facility\Permitting NC\C&D PTC Phases 2A and 4 (2016)\Construction Plan Application\Appendix 2 - Construction Specifications\TOC.doc
TOC-1
TABLE OF CONTENTS
Section Number Title Page
DIVISION 1 – GENERAL
01410 Quality Assurance 01410-1 01500 Construction Facilities and Temporary Controls 01500-1 01720 Project Record Documents 01720-1
DIVISION 2 – SITE WORK

02100 Site Preparation and Restoration 02100-1 02200 Earthwork 02200-1 02210 Compacted Soil Liner/Cap 02210-1 02218 Test Pad 02218-1 02220 Trenching, Backfilling and Compacting 02220-1 02222 Excavation 02222-1 02274 Riprap 02274-1 02500 Stone Surfacing 02500-1 02720 Stormwater Pipe Systems 02720-1 02936 Seeding 02936-1
DIVISION 13 - SPECIAL CONSTRUCTION
13315 Geosynthetic Clay Liner (GCL) 13315-1 13400 Friction Angle Testing 13400-1 13910 Passive Landfill Gas Vent 13910-1
John’s River Landfill, Burke County, NC 01410-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 01410 QUALITY ASSURANCE
PART 1- GENERAL

1.01 SECTION INCLUDES A. Inspection and Testing Laboratory Services for Quality Assurance.
1.02 INSPECTION AND TESTING LABORATORY SERVICES FOR QUALITY ASSURANCE A. OWNER will appoint, employ, and pay for services of a CQA firm (CQA Consultant) to conduct
inspection and testing for quality assurance purposes. B. Quality assurance refers to measures taken by the CQA Consultant on behalf of the OWNER to
assess whether the Work is in compliance with the Contract Documents. C. On behalf of the OWNER, the CQA Consultant will conduct inspections, tests, and other services specified in individual specification subsections that address quality assurance requirements. No
adjustments to the Contract Time will be granted for any quality assurance activities of the CQA Consultant, including testing.
D. Reports will be submitted by the CQA firm to the ENGINEER, indicating observations and results of tests and indicating compliance or noncompliance with Contract Documents. E. Re-testing required because of non-conformance to specified requirements shall be conducted by
the same CQA firm on instructions by the ENGINEER.
PART 2- PRODUCTS
Not Used
PART 3- EXECUTION
Not Used
END OF SECTION 01410
John’s River Landfill, Burke County, NC 01500-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 01500 CONSTRUCTION FACILITIES AND TEMPORARY CONTROLS PART 1- GENERAL 1.01 PROTECTION AND SAFETY A. Do not interfere with any transfer station operations if applicable. Protect all on-site monitoring wells, liner systems, and existing leachate collection piping and appurtenances.
B. Do not interfere with the use of, or access to, adjacent buildings. Maintain free and safe passage to and from all facilities.
C. Protect trees, shrubs, lawns, areas to receive planting, rock outcropping, and other features remaining as part of final landscaping.
D. Protect bench marks and existing structures, property corners, roads, sidewalks, paving, and curbs against damage from equipment and vehicular or foot traffic.
E. Cease operations and notify the ENGINEER immediately if safety of adjacent structure(s) appears to be endangered. Do not resume operations until safety is restored. F. Prevent movement, settlement, or collapse of adjacent services, utilities, structures, trees, and etc.
Assume liability for such movement, settlement, or collapse. Promptly repair damage at no cost to the OWNER.
G. Provide, erect, and maintain street barriers, sidewalk sheds, barricades, lighting, and/or guard rails as required to protect general public, workers, and adjoining property. H. Protect excavations by shoring, bracing, sheet piling, underpinning, or other methods, as required
to prevent cave-ins or loose dirt from falling into excavations. I. Notify ENGINEER of unexpected sub-surface conditions and discontinue work in area until
ENGINEER provides notification to resume work. J. Protect bottom of excavations and soil around and beneath foundations from frost.
K. Make sure that all required environmental protection devices and procedures are in place, properly maintained, and operational.
John’s River Landfill, Burke County, NC 01500-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
1.02 TEMPORARY FIELD OFFICE
A. Not required. B. CONTRACTOR shall maintain plans and specifications on site and be accessible for communications via cell phone, at a minimum.
1.03 SECURITY
A. Coordinate with OWNER’S security program. 1.04 ACCESS ROADS
A. Construct and maintain temporary roads, including haul roads, as needed to serve construction area.
B. Extend and relocate temporary roads as needed as Work progress requires. C. Provide means of removing mud from vehicle wheels before entering streets. 1.05 PARKING
A. Arrange for surface parking areas to accommodate construction personnel.
1.06 PROGRESS CLEANING A. Maintain site in a clean and orderly condition.
B. Prior to final completion, thoroughly remove from construction area any debris remaining from construction activities and properly dispose. Leave premises in a clean, neat, orderly and safe condition.
PART 2- PRODUCTS
Not Used PART 3- EXECUTION
Not Used
END OF SECTION 01500

John’s River Landfill, Burke County, NC 01720-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 01720 PROJECT RECORD DOCUMENTS PART 1- GENERAL
1.01 SECTION INCLUDES A. The purpose of the record documents is to provide factual information regarding all aspects of
the Work, both concealed and visible, to enable future modifications to proceed without lengthy
and expensive site investigation. B. Throughout progress of Work, maintain an accurate record of all revisions to the Work. Upon
completion of Work, transfer the recorded changes to a set of record documents. This includes, but is not limited to, all modifications to piping, roads, utilities, grading, structures, limits of liner, and monitoring devices.
C. Submit three (3) complete sets of record drawings, and one set of AutoCAD compatible files acceptable to the ENGINEER upon completion of the project.
1.02 SUBMITTALS A. Record documents shall be submitted to and deemed complete by the ENGINEER, for the OWNER, prior to the OWNER’S release of retainage and payment of final pay request.
B. Accompany submittal with transmittal letter in duplicate, containing:
1. Date;
2. Project title and number; 3. CONTRACTOR’S name and address; 4. Title and number of each Record Document; and 5. Signature of CONTRACTOR or his authorized representative.
PART 2- PRODUCTS Not Used

PART 3- EXECUTION
3.01 SURVEYOR A. Employ the services of a surveyor licensed in the State in which the project work is conducted to
determine actual locations and elevations of installed items and to prepare the record drawings.
3.02 DOCUMENTS REQUIRED
A. Maintain at the site for the OWNER one record copy of:
1. Contract Drawings;
2. Contract Specifications;
3. Contract Addenda;
John’s River Landfill, Burke County, NC 01720-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
4. Change Orders and other Modifications to the Contract;
5. ENGINEER’S Field Orders or written instructions;
6. Approved Shop Drawings, Product Data, and Samples;
7. Field Test Records; and
8. Construction photographs.
3.03 ACCURACY OF RECORDS A. Thoroughly coordinate all changes within the record documents, making adequate and proper entries on each page of the Specifications and each sheet of the Drawings and other documents
where such entry is required to properly show the change. Record accuracy shall be such that future searches for the constructed features may reasonably rely on information obtained from record documents.
3.04 TIMING OF ENTRIES A. Make all entries within 24 hours after receipt of information.
3.05 SUBMITTAL
A. The ENGINEER’S approval of the current record documents shall be a prerequisite to the ENGINEER’S approval of requests for progress payment and request for final payment under the Contract.
3.06 PROTECTION OF DOCUMENTS A. 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. 3.07 MAKING ENTRIES ON DOCUMENTS
A. Use an erasable colored pencil (not ink or indelible pencil), or a digital layer clearly identified as surveyor notes, to clearly describe the change by note and by graphic line as required. Date all
entries. Highlight the entry by drawing a “cloud” around the affected area or areas. 3.08 FORMAT OF FINAL RECORD DRAWINGS
A. Prepare Record Drawings in an AutoCAD file format acceptable to the ENGINEER. Provide digital record drawing to ENGINEER only when no exceptions are taken by ENGINEER should paper copies be submitted.
B. At a minimum, provide the following surveys showing spot elevations on a fifty-foot grid and two-foot contours for the layer of interest. The survey points shall include toe and top of slope, and all breaks in the slope. Spot elevations shall be measured to the nearest 0.01 foot. The
required surveys shall be completed and stamped by a registered surveyor licensed in the State in which the project work is conducted. Prior to the placement of each layer of the work, the survey drawing shall be submitted to the ENGINEER for approval.
BOTTOM
John’s River Landfill, Burke County, NC 01720-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
1. Top of subgrade
COVER 1. Top of intermediate cover layer 2. Top of low permeability infiltration layer 3. Top of protective layer
C. Submit a spreadsheet, in digital format, which identifies the coordinates of the grid points, the spot elevations of the points, and the differential thicknesses for each successive layer.
D. Provide a final topographic survey, with two-foot contours, of all areas disturbed by all construction activities. Information shall include vertical and horizontal locations of all improvements, including but not limited to, structural fill, access roads, utilities, permanent
erosion and sediment control structures, manholes, and location and invert elevations for all risers, piping, underdrains and stormwater channels. The surveyed area shall be merged with the existing topographic survey. These drawings should highlight any changes from design drawings
as described in section 3.07 of this specification. Record drawings should also be maintained for construction details. The drawings should be kept up to date during construction and be provided digitally for the ENGINEER to review updates at progress meetings.
END OF SECTION 01720
John’s River Landfill, Burke County, NC 02100-1 Joyce Engineering, Inc.
C&D Expansion – Permit to Construct Application May 2017

SECTION 02100 SITE PREPARATION AND RESTORATION

PART 1- GENERAL
1.01 SCOPE A. Provide personnel, equipment, materials, and supplies to clear and grub necessary areas of the
project site. B. Provide protection as necessary to prevent damage to existing improvements not indicated to
be removed, and improvements on adjoining properties. C. Restore all improvements damaged by this Work to their original condition, and acceptable to the OWNER or other parties or authorities having jurisdiction.
PART 2- PRODUCTS Not Used

PART 3- EXECUTION
3.01 UTILITIES
A. Locate existing utilities, culverts, and structures above or below ground before any
excavation starts. Coordinate Work with Owners of utilities. Protect, maintain service, and prevent damage to utilities not designated to be removed. When utilities are encountered and are not shown on the drawings, or when locations differ from those shown on the drawings,
notify ENGINEER for instruction before proceeding. 3.02 SITE PROTECTION

A. Protect benchmarks from damage or displacement. B. Protect OWNER'S property and adjoining properties from damage due to construction
activities. Use barricades, coverings, and warning signs as appropriate. C. CONTRACTOR is responsible for correcting any damage caused by construction activities. Make repairs to the satisfaction of the OWNER or other parties having jurisdiction. All costs
for repairs will be borne by the CONTRACTOR. D. The Contractor shall protect living trees designated to remain within the construction area and
those outside the construction area. Cut or scarred surfaces of trees or shrubs shall be treated with a paint prepared especially for tree surgery. E. Conduct Work in accordance with the requirements of the project specifications.

John’s River Landfill, Burke County, NC 02100-2 Joyce Engineering, Inc.
C&D Expansion – Permit to Construct Application May 2017

3.03 CLEARING
A. Clear and grade areas required for access to site and execution of Work. B. Remove from the site trees, brush, shrubs, downed timber, undergrowth, deadwood, rubbish, and other vegetation and incidental structures to allow for new construction.
C. Remove all trees, stumps, and roots within 10 feet of any proposed structure or pipeline.
D. Remove all stumps when such stumps will be less than five (5) feet below finished grade. Stumps of trees to be left in place shall be left no more than six 6 inches above original grade. E. Clearing shall be limited to areas within the limits of construction that need to be cleared in
order to execute the Work. Clearing may be required to obtain suitable materials in the borrow area. CONTRACTOR shall keep clearing to the minimum required to complete the Work. Any clearing performed in the borrow area shall be at no additional cost to the
OWNER. F. With the exception of areas that are disturbed in accordance with an erosion and sediment control permit obtained under the provisions of the project specifications; do not disturb other
areas outside the limits of construction shown on the Contract Drawings. 3.04 GRUBBING
A. Grub areas within a 10-foot zone bordering all proposed structures and pipelines. B. In areas to be cleared, remove all stumps, roots ½-inch or larger, organic material, and debris
to a depth of approximately one foot below existing grade, or one foot below the proposed subgrade elevation, whichever is lower.
C. Remove grassy vegetation in a manner that maximizes the separation of vegetative cover and
topsoil or subsoil. Unless otherwise noted, grassy vegetation shall be removed from the site or disposed on-site as approved by landfill personnel.
D. Use hand methods for grubbing inside the drip lines of trees which are to remain. E. Clean up debris resulting from site clearing operations continuously with the progress of the
Work.
F. Stockpile topsoil material on site in areas designated by the ENGINEER or the OWNER.
G. Keep pavement and areas adjacent to site clean and free from mud, dirt, and debris. 3.05 REMOVAL AND DISPOSAL OF DEBRIS

A. Unless otherwise noted, trees within the construction limits shall become the property of the CONTRACTOR and shall be removed from the site or disposed on-site as approved by landfill personnel.
B. Remove other debris, rock, and extracted plant life from the site or dispose on-site as approved by the OWNER.
John’s River Landfill, Burke County, NC 02100-3 Joyce Engineering, Inc.
C&D Expansion – Permit to Construct Application May 2017

C. Removal and disposal of debris, rock and extracted plant life shall be accomplished at no additional cost to the OWNER.
D. Open burning will be permitted if not in violation of local ordinance, or requirements of Rule .1626(5)(b) and after obtaining approvals from the Division of Air Quality and local fire department. No burning will be allowed within 100 feet of waste disposal areas or site access
roads. E. CONTRACTOR shall obtain and comply with all required permits.
3.06 SITE RESTORATION A. At the end of the construction period, the CONTRACTOR shall restore to existing grade
those areas disturbed by construction activities that lie beyond the limits of construction shown on the Drawings. CONTRACTOR is also responsible for restoration of the sections of the borrow area utilized for the construction at no addition cost to the Owner. Areas to be
filled shall be nominally compacted as may be achieved with construction equipment, graded to prevent ponding, and permanently seeded in accordance with the requirements of the project specifications.
END OF SECTION 02100
John’s River Landfill, Burke County, NC 02200-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

SECTION 02200 EARTHWORK

PART 1 -GENERAL 1.01 SCOPE
A. The Work covered by this specification consists of furnishing all labor, equipment and materials to perform general grading; excavation; and placement and compaction of structural fill for foundations, perimeter berms, embankments and structures, as shown on the Drawings.
B. All excavation shall be unclassified regardless of material encountered, except for Rock as defined in this specification.
C. A layer is defined as a compacted stratum composed of several lifts constructed without joints. A lift is defined as a segment of a layer composed of the maximum thickness of soil permitted to be placed / compacted at one time.
D. All fill materials shall be subject to the approval of the CQA Consultant.
E. The CONTRACTOR is solely responsible for the placement of all fill material and shall not rely on the CQA Consultant for recommendations and directions. It is recommended the CONTRACTOR employs his own geotechnical consultant to provide construction assistance and recommendations.
F. The CQA Consultant will perform field and laboratory testing as required and in accordance with the CQA Plan.
G. The use of explosives is prohibited. 1.02 CONSTRUCTION QUALITY CONTROL (CQC)
A. The CONTRACTOR will provide a testing program to perform the following minimum laboratory tests on soil materials being used for construction. All testing will be performed by an
independent qualified geotechnical consultant and testing laboratory and under the direction of a Registered Professional Engineer licensed in the State in which the project work is conducted.
B. Laboratory Testing - Soils:
1. Visual Classification Visual classification (ASTM D2487) shall be conducted at a frequency of one test for each
soil type. 2. Gradation Analysis Gradation analysis (ASTM D422) shall be conducted at a frequency of one test for each soil type.
3. Atterberg Limits and Moisture Content
John’s River Landfill, Burke County, NC 02200-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

Atterberg limits (ASTM D4318) and moisture content test (ASTM 2216) shall be conducted at a frequency of one test for each soil type.
4. Standard Proctor Density Test Standard Proctor density test (ASTM D698) shall be conducted at a frequency of one test for each soil type.
5. Specific Gravity Specific gravity test (ASTM D854) shall be conducted at a frequency of one test for each soil type.
6. Triaxial Compression Testing Consolidated Undrained Triaxial with Pore Pressure Measurements Series (ASTM D4767), Three Point Series, Remolded, shall be conducted at a frequency of one test for each soil type. PART 2 - PRODUCTS
2.01 FILL MATERIAL All fill material used to establish necessary grades as shown on the Drawings shall be free of debris,
roots, stumps, brush, vegetation, frozen material, organic matter, rock, or gravel larger than two inches in any dimension, or other harmful matter, unless allowed by the CQA Consultant.
All fill materials shall be subject to the approval of the CQA Consultant. CONTRACTOR shall
notify the CQA Consultant at least 10 working days in advance of intention to begin filling operations. Notification shall include designation of the proposed borrow source and all necessary laboratory testing data to demonstrate the adequacy of the material to perform its intended use.
CONTRACTOR shall provide the CQA Consultant with 120 pounds of the proposed material in three, five-gallon, PVC, sample buckets with lids and handles at the time of notification. CONTRACTOR shall not initiate filling activities without the approval of the CQA Consultant to use
the intended material for filling activities.
Fill material shall have a minimum internal friction angle of 20 degrees, unless otherwise approved by engineer.
2.02 ROCK Rock shall be construed as solid mineral material with a volume in excess of two (2) cubic yards or
solid material that cannot be fractured and/or removed with conventional earth moving equipment. Conventional earth moving equipment shall be defined as a Cat D8L or equivalent tractor with a single-shank ripper, or Cat 330 sized or equivalent hydraulic excavator.
2.03 UNSUITABLE MATERIAL Material such as clay mass, frozen materials, cinders, ashes, refuse, vegetation, organic material and
muck shall be construed as unsuitable material for backfill. All unsuitable material under access roads, structural fills and berms shall be removed from the area to be filled.
John’s River Landfill, Burke County, NC 02200-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

PART 3 - EXECUTION 3.01 GENERAL
A. Strip topsoil to full depth, and stockpile separate from other excavated materials and pile free of roots, stones, and other undesirable materials. Follow local erosion and sediment control guidelines to prevent erosion. Any depressions caused by removal of stumps of the clearing shall
be excavated to firm subgrade. B. The CONTRACTOR shall perform all excavation described in whatever material encountered to
dimensions and elevations shown on the Drawings. C. Existing utilities, structures, and fencing shall be protected during the construction period, and if damaged or removed by the CONTRACTOR in his operations, shall be repaired or replaced at
the CONTRACTOR’S expense. D. Where unauthorized excavations have been carried below or beyond points required, restore
these areas to the elevations and dimensions shown on the Drawings with material approved by CQA Consultant and compact as specified, at no additional cost to the OWNER. E. Material rendered not suitable for construction due to fault or negligence of the CONTRACTOR,
shall be removed and replaced at no additional cost to the OWNER. 3.02 UTILITIES TO BE ABANDONED OR REMOVED
A. When underground utilities are to be abandoned in place, plug, cap, or seal with concrete at the “Construction Limits” or at points designated by the CQA Consultant.
B. Remove underground utilities indicated on the Drawings to be removed and backfill resulting excavation with suitable material, compacted as specified. Plug, cap or seal utilities with concrete at the construction limits or at points designated by the CQA Consultant.
3.03 PROOFROLLING A. Prior to the placement of any fill material, the subgrade, or bridge lift, shall be proofrolled.
B. Prior to the placement of the liner system, the natural ground or excavated subgrade, shall be proofrolled.
C. Prior to the placement of the liner system, the top of fill shall be proofrolled D. Proofrolling shall be performed using a rubber-tired device having a static weight of at least 10
tons (such as a loaded tandem axle dump truck). This shall be performed during dry weather conditions and under the direction of the CQA Consultant. Areas that “pump” or otherwise exhibit instability shall be repaired as directed by the CQA Consultant.

John’s River Landfill, Burke County, NC 02200-4 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

3.04 WETLANDS PROTECTION
Prior to the placement of any fill material, the Best Management Practices (BMPs), such as stormwater conveyance channels, sediment basins, outlet protection, and silt fence, shown on the contract documents must be installed. In addition, the CONTRACTOR is responsible for flagging the maximum limits of disturbance prior to the start of on-site construction activities. At no time
shall the CONTRACTOR impact any areas beyond the maximum limits of disturbance, without prior approval from the ENGINEER and CQA Consultant.
3.05 EXCAVATION A. Areas that receive permanent seeding shall be graded below finished grades shown, leaving space for the vegetative support layer.
B. Stockpile excavated soil material satisfactory for backfill or fill until required. Place, grade and shape stockpiles for proper drainage. Proper erosion and sediment control
measures shall be installed in conjunction with stockpile development. C. Remove existing pavement as required.
D. Dispose of materials unsatisfactory for backfill or fill continuously with the progress of work.
E. Dispose of trash and debris, and all excess material continuously with the progress of the work. F. All excavation shall be dewatered as necessary to provide proper protection. The
CQA Consultant may require excavation to be continuously dewatered 24 hours per day by adequate pumping or well-points satisfactory to the CQA Consultant until backfilling has been completed.

G. Where underground streams or springs are found, provide temporary drainage and notify ENGINEER and CQA Consultant.
H. Extreme caution shall be taken when excavating in the vicinity of existing facilities. Any damage to the facilities will be repaired to original condition at no additional cost to the OWNER.

I. Excavate unsuitable soil materials encountered that extend below required elevations. The limits of the unsuitable material and depth of removal shall be determined by the CONTRACTOR, and agreed to by the ENGINEER and/or the CQA Consultant.
J. Remove shoring and all form materials.
K. Grade site to prevent surface water run-on into excavations.
3.06 EXCAVATION FOR STRUCTURES
A. Conform to elevations and dimensions shown on the Drawings. Extend excavation sufficient distance from footings and foundations to permit placing and removal of concrete form work,
John’s River Landfill, Burke County, NC 02200-5 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

installation of services, and for other required construction. Foundation concrete shall not be poured until the bearing stratum has been examined and found satisfactory for the design bearing
capacity. B. Where rock is encountered, notify ENGINEER. When the entire structure will bear on rock, it shall be used to support the foundation. Where only a part of the foundation would bear on rock,
excavate 12 inches below the entire structure and backfill with aggregate fill and thoroughly compact.
C. Provide a 12-inch minimum clearance between rock excavation and walls of structure when forming is not used. Provide a two (2) feet clearance when forming is used. 3.07 ROCK REMOVAL
A. Rock removal will be by mechanical method only unless prior approval is received from the OWNER, ENGINEER, and CQA Consultant.
B. If Rock is encountered as defined in this specification, The CONTRACTOR will before proceeding:
1. Demonstrate findings to the CQA Consultant;
2. Determine limits of the rock above the base grade; and
3. Quantify the rock and provide information, including limits, to the CQA Consultant for assessment.
C. Remove rock at bottom of excavations to form level bearings. D. In utility trenches, excavate to 4 inches below invert elevation of pipe and to width indicated on
Standard Details. E. Remove rock loosened by mechanical method. Over-excavation of six inches to one foot will be allowed.
F. Correct unauthorized rock removal in accordance with backfilling and compaction requirements of the project specifications.
G. Excavated rock will be removed from the site or segregated and stockpiled on-site as directed by the OWNER.
3.08 COMPACTION OF FILL A. Compaction of each layer shall be continuous over the entire area and the compaction equipment
shall make sufficient trips to assure that the density has been obtained. Fill shall be placed and compacted in uniform lifts and shall not exceed 6 inches in compacted thickness. All fill shall be compacted to within 95 percent of maximum density (standard proctor) as determined by ASTM D698. This compaction method shall apply to all fills, berms, embankments, paved areas and
for a distance of at least 25 feet beyond structures and at least five feet beyond fills, berms, embankments and paved areas. All other unpaved areas shall be compacted to within 90 percent of maximum density as determined by ASTM D698.

John’s River Landfill, Burke County, NC 02200-6 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

B. Compaction equipment shall be of such design that it will be able to compact the fill to the specified density. Use power-driven hand tampers for compacting materials adjacent to
structures. 3.09 COMPACTION TESTS
Field tests of the compaction of fill will be made by the CQA Consultant. 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 no additional cost to the OWNER, until a passing test results. The
CONTRACTOR may elect at his own expense to remove the failing material. 3.10 SURFACE WATER
All excavations and fill areas shall be kept free of standing water. Grade surfaces and ditches to drain. Pumping of water shall be required to remove water from areas that cannot drain naturally.
3.11 FILL AND BACKFILL A. Remove vegetation, debris, unsatisfactory materials prior to placement of fill. Plow, strip or break up sloped surfaces steeper than 4 to 1 so that fill material shall bond with existing surface.
B. Obtain clean earth fill from excavation or other approved sources. The material shall be compacted in accordance with these Specifications. Rock fragments and stones up to 2 feet in its
greatest dimension may be placed in an embankment fill to within 10 feet of the top of the earth fill. The remainder of the embankment to within 2 feet of the top of the earth fill shall not contain rock more than 6 inches in its greatest dimension. The top 2 feet of the embankment shall not contain rock more than 2 inches in its greatest dimension. Rock, fines, and earth shall
be distributed throughout each lift so that voids are filled. Rock shall not be placed in the embankment where, piling, borings, monitoring wells or boundary probes are to be driven, drilled or constructed. Prevent nesting of large rocks and compact fill to prevent voids.
Maximum rock size within 12 inches of footing elevations shall be 2 inch diameter.
C. Provide borrow material when on-site excavation is not sufficient to grade site to contours and finished grade elevations shown on the Drawings. All necessary costs shall be included in Bid
Price. D. Remove and replace, or scarify and air dry, soil material that is too wet to permit compaction to
specified percentage of maximum density.
E. Do not backfill with or compact over frozen soil material.
F. Soil material that has been removed as too wet to permit compaction may be stockpiled or spread to dry. When moisture content is reduced to a satisfactory value, soil material may be used as fill or backfill.

G. Place clean earth fill to obtain elevations shown on the Drawings. H. Excavate depression caused by removed stumps or other clearing operations to firm subgrade, fill
with clean earth and compact as specified.
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I. When the existing ground surface has been disturbed and has a density of less than that specified for the particular area, scarify the ground surface, adjust moisture content and compact to
required depth and percentage of maximum density. J. Place backfill and fill materials in layers which, when compacted, shall not exceed six inches in lift thickness at depths less than four feet below finished grade and 12 inches in lift thickness at
depths greater than four feet below finished grade. Each layer shall be spread evenly and shall be thoroughly bladed and mixed during the spreading to ensure uniformity of material in each layer. If required, the fill material shall be dried by aerating with a scarifier, disc harrow, blade or other
equipment or by such other means as may be necessary. If required, the fill material shall be wetted by the use of water trucks. Dried or wetted fill material shall be thoroughly mixed to provide optimum moisture content. Compact each layer to the required density.
K. Place backfill and fill materials evenly adjacent to structures. Prevent wedging of the backfill against structures by carrying the material uniformly around the structure to approximately the same elevation in each lift.
L. Place aggregate fill material under all structures as shown on the Drawings. Compact to density required for fill under buildings and structures.
3.12 GRADING A. Uniformly grade all areas within the limits designated on the Drawings, including adjacent
transition areas. Finish surfaces within specified tolerances with uniform levels or slopes between points where elevations are shown and existing grades. B. Finish all surfaces free from irregular changes and grade to drain as shown on the Drawings.
C. Finish areas to receive geosynthetic liner to within 0.10 feet of required subgrade elevations, unless approved in writing by ENGINEER.

D. Shape subgrade under unpaved areas to line, grade and cross-section to within 0.25 feet of required subgrade elevation.
E. Shape subgrade under pavement to line, grade, and cross-section to within 0.05 feet of required subgrade elevations.
F. Grade for structures to required elevation within tolerance of 0.05 feet.
G. Protect newly graded areas from traffic, erosion, desiccation or other damage. Repair and re-establish grade in settled, eroded, or rutted areas to the specified tolerances.
H. Where compacted areas are disturbed by subsequent construction or adverse weather, scarify the surface, reshape and compact to the required density. Use hand tamper for recompaction over
underground utilities. Portions of the fill damaged due to exposure shall be reworked to meet the
project specifications or, at the discretion of the CQA Consultant, removed and replaced with conforming material at no additional cost to the OWNER.
I. Place vegetative support layer to a minimum depth of 6 inches. Where existing on-site supply of topsoil is inadequate to provide the required amount, supply additional topsoil, meeting the
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specification for Topsoil, from off-site sources. Source and quality of additional material shall be approved by ENGINEER. Cost of off-site material shall be at no additional cost to OWNER.
Reference shall be made to the project specifications for requirements of topsoil testing and topsoil amendment options. 3.13 LANDFILL SUBGRADE
The landfill subgrade shall be surveyed in accordance with Section 01720 to demonstrate that proper grades are achieved. The survey of the subgrade will be reviewed and approved by the
engineer/CQA consultant prior to construction of the landfill liner. The CQA consultant will provide a visual inspection of the subgrade and will notify DENR if any unexpected conditions or deviations from the Drawings are observed in the field or in review of the survey. Testing will be performed as outlined in the CQA Plan for “Fill”
3.14 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 approved by the CQA Consultant. Repairs from inclement weather must
be corrected by the CONTRACTOR to the satisfaction of the CQA Consultant at no additional cost to OWNER.

END OF SECTION 02200
John’s River Landfill, Burke County, NC 02210-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 02210 COMPACTED SOIL LINER/CAP PART 1 - GENERAL 1.01 SCOPE A. The CONTRACTOR shall furnish all labor, materials, equipment, tools and appurtenances
required to complete the work of furnishing, installing and compacting the low permeability soil layer of the liner/cap system (soil liner/cap) as shown, specified or required.
B. The construction methods and the related material properties including, but not limited to: type of compaction equipment, method of operation, number of passes, operating frequency, moisture content of the material, compacted density, and permeability of the material, shall
be determined by the results obtained from the Test Pad. C. Acceptance by the CQA Consultant of the compacted soil liner/cap shall be dependent on the
CONTRACTOR satisfying the requirements imposed by the CQA plan during the course of the work, and test results showing that all requirements of the project specifications and results obtained from the Test Pad have been met. Such acceptance shall be based on the soil
liner/cap meeting the required moisture content, density and permeability, in combination with approval of all CONTRACTOR operations, based on visual observation and tests conducted by the CQA Consultant. D. The cost of all sampling and retesting associated with any reconstruction of the compacted soil liner/cap shall be borne by the CONTRACTOR. E. Field and laboratory testing conducted by the CQA Consultant under Paragraph 1.03 of this Section will be done at the OWNER’S expense. F. A separate test pad will be required for each borrow source, change in material or change in
construction method. G. Placement of the compacted soil liner/cap shall not start until the test pad and all associated
testing have been completed and approved by the CQA Consultant in writing. 1.02 SUBMITTALS
The following submittals shall be furnished by the CONTRACTOR for the work of this Section as specified herein.
A. All submittals as required by the project specification applicable to the work being performed, or as requested by the CQA Consultant.
John’s River Landfill, Burke County, NC 02210-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
1.03 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. The Construction Quality Assurance Plan will be administered by the CQA Consultant. CQA testing by the CQA Consultant shall include, but not necessarily be limited to the following:
1. In-place moisture content and density;
2. Standard proctor density test; and
3. Permeability testing. B. The CONTRACTOR shall provide time and space for the CQA tests to be conducted. The CONTRACTOR shall inform the CQA Consultant when an area is suitable for testing. The
CQA Consultant reserves the right to test any area at any time at the CQA Consultants discretion.
The CONTRACTOR shall prepare level areas on which testing or sampling shall be performed and shall repair any disturbances to the soil liner generated through testing and sampling. If ASTM D1556 (Sand-Cone Method) is used for density/moisture content tests,
all sand shall be removed from the test hole prior to backfilling. All test and sample holes shall be backfilled with soil liner/cap material and recompacted by compaction equipment at the proper moisture content to achieve the minimum liner permeability.
C. In all areas where permeability requirements are not achieved, as determined based on moisture content and density tests, and/or visual observations, the representative area, as
determined by the CQA Consultant, shall be reconstructed by reworking and recompacting, or removal and replacement, at no additional cost to the OWNER, and retested until the quality requirements set forth in this Section are met. All additional CQA costs associated with any reconstruction, reworking or replacement of the compacted soil liner/cap and associated laboratory testing fees will be included in a Change Order and deducted from the Contract Price. D. The soil liner/cap construction shall proceed in orderly manner to allow for CQA field and
laboratory testing results prior to continuing with subsequent lifts. No lift shall be covered by new material until laboratory test results have been reviewed and found to meet the permeability requirement for the soil liner/cap.
E. The CONTRACTOR is solely responsible for the construction of the compacted soil liner/cap and shall not rely on the CQA Consultant for recommendations and directions. It is
recommended the CONTRACTOR employs his own geotechnical consultant to provide construction assistance and recommendations.
PART 2 - PRODUCTS 2.01 MATERIALS Material supplied for use to construct the soil liner/cap shall be a mineral soil with cohesive characteristics, free of organic matter, shall not contain particles larger than 3/8 inches, and shall have a hydraulic conductivity (permeability) as indicated on the Drawings. The material supplied for use to construct the soil liner/cap shall be the same material used to construct the approved test pad.
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PART 3 - EXECUTION 3.01 SUBGRADE PREPARATION Areas to receive soil liner/cap shall be cleared, grubbed, and stripped of topsoil in accordance with the requirements set forth in the project specifications. After stripping all topsoil and organic soil, any soft natural soil or soft existing fill shall be removed. Removed soils shall be replaced with compacted layers of fill. Any soil that softens due to precipitation, groundwater,
disturbance, exposure, or any other cause shall be removed and replaced at no additional cost to the OWNER. The area shall then be observed and approved by the CQA Consultant before placement of the soil liner/cap.
The surface shall be free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction.
The CONTRACTOR shall employ a professional land surveyor licensed in the State in which the project work is conducted to obtain surveyed elevations, at 50-foot intervals on a grid pattern
across the subgrade/intermediate cover prior to placement of the soil liner/cap. From this survey, a contour plan showing contours at no more than two-foot intervals shall be generated. This survey information and contour plan shall become part of the Record Drawings.
3.02 SITE DRAINAGE At all times, the CONTRACTOR shall maintain and operate proper and adequate surface and subsurface drainage to keep the construction site dry and in such condition that placement and compaction of the soil liner/cap may proceed unhindered by saturation of the area. Construction of the soil liner/cap material on a saturated subgrade is prohibited. After a rainfall the subgrade shall be given sufficient time to drain and dry to the design moisture content before placing soil.
3.03 INSTALLATION A. PLACEMENT OF SOIL LINER/CAP MATERIAL
The soil shall be thoroughly mixed and spread immediately after dumping, by mechanical equipment above the approved subgrade, and shall be built up in even horizontal layers. Prior
to compaction, the soil shall be mixed by disc-harrow or an equivalent method to a homogeneous consistency. Lift thickness shall be no greater than six compacted inches. The loose lift thickness shall not exceed the effective depth of compaction for the equipment
utilized. The soil liner/cap shall be constructed in such a manner that bonding between lifts is achieved. The final grades of the soil liner/cap shall result in a smooth surface through fine finishing with a road grader and a smooth drum roller. The final grades of the soil liner/cap shall be true to grade and shall not allow the ponding of water, with deviations of no more than 0.1
foot for soil liners and 0.2 feet for soil caps, measured across any 10-foot section. The
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minimum thickness, measured perpendicularly to slope, as shown on the plans, shall be achieved.
The CONTRACTOR shall employ a professional land surveyor licensed in the licensed in the State in which the project work is conducted to obtain surveyed elevations of the top of the compacted soil liner/cap, at the same 50-foot grid locations used to survey the subgrade/intermediate cover. From this survey, a contour plan showing contours at no more than two-foot intervals shall be generated. This survey information and contour plan shall become part of the Record Drawings.
B. MOISTURE CONTROL Material that is too wet shall be spread and permitted to dry, assisted by discing or harrowing,
if necessary, and the work shall be delayed until the moisture is reduced to the required limits.
When the material is too dry, the CONTRACTOR shall add moisture to each layer. Water must be allowed to soak into the soil for a period of time sufficient to permit hydration of the soil. Harrowing, or other approved methods shall be required to work the moisture into the
soil and break up any dry clods until a uniform distribution of moisture is obtained. The moisture content after compaction shall be uniform throughout any one layer.
If it is impractical to obtain the required moisture/density by wetting or drying the soil at the site, the CONTRACTOR shall condition the material off the site. C. COMPACTION The soil liner/cap shall be compacted to the moisture/density determined from the results of the Test Pad. The CONTRACTOR may be permitted to modify the compaction and moisture content to fit site conditions and material requirements if he can demonstrate that all design parameters can be satisfied as determined and approved by the CQA Consultant. The compaction procedures (e.g., equipment and methods, operating frequency, number of passes, etc.) shall be in accordance with the results determined by the Test Pad.
Successive lifts of soil liner/cap shall not be placed until the previous lift is accepted by the CQA Consultant.
To avoid damage to structures and pipes, hand-operated vibratory type plate compactor, jumping jack, or other suitable equipment shall be used in areas not accessible to larger roller
or compactor. The compaction around penetrations shall be as specified and able to achieve the hydraulic conductivity requirements. 3.04 FROST No soil liner/cap materials shall be placed when either the soil or the previous lift (or subgrade) on which it is to be placed is frozen. In the event that any installed soil liner/cap or subgrade becomes frozen, it shall be scarified, thawed and recompacted, or removed to the approval of the
CQA Consultant before the next lift is placed. Any soft spots resulting from frost shall be
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removed or recompacted to the satisfaction of the CQA Consultant before new soil lift material is placed. No frozen material shall be used as soil liner/cap.
3.05 GEOSYNTHETIC AREA PREPARATION Surfaces to receive a geosynthetic material shall be kept smooth and free of debris, roots, sticks, bones and angular or sharp rocks larger than 3/8 inch in any dimension. The surface should provide a firm, unyielding foundation with no sudden, sharp, or abrupt changes or break in grade. No standing water or excessive moisture shall be allowed. Final compaction of any area to receive a geosynthetic shall be with smooth steel wheel roller. The CONTRACTOR shall certify
in writing that the surface on which the material is to be installed is acceptable before commencing placement of geosynthetic materials.
3.06 PROTECTION OF WORK It is imperative that the CONTRACTOR schedule his work to prevent the soil liner/cap from
drying and/or cracking due to exposure, or from softening due to precipitation. This applies to every layer of soil liner/cap material placed. The CONTRACTOR shall develop a construction contingency plan for responding to construction deficiencies resulting from circumstances
including, but not limited to: inclement weather, sediment deposits run-on, defective materials, or construction inconsistent with the project specifications as demonstrated by quality assurance testing and observations by the CQA Consultant. The plan shall provide a methodology for
selecting and implementing the corrective action. Any portion of the soil liner/cap damaged due to exposure shall be reworked, removed or replaced with conforming material to meet the project specifications. Payment for the soil liner/cap will not be made until it has been covered with the overlying material and protected
from damage. 3.07 REMEDIAL MAINTENANCE
The CONTRACTOR shall maintain all compacted soil liner/cap fill in an undisturbed and compacted state until covered and protected from damage. All work and materials required for
remedial maintenance shall be performed at no additional cost to the OWNER. In the event of slides, sloughing, or erosion in any part of the work, the CONTRACTOR shall remove the disturbed material from the damaged area and shall rebuild such portion as directed by the CQA
Consultant. The removal of material and the rebuilding of any slide area shall be performed at no additional cost to the OWNER.
END OF SECTION 02210
John’s River Landfill, Burke County, NC 02218-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 02218 TEST PAD PART 1- GENERAL
1.01 SCOPE A. The work covered by this Section shall include all labor, equipment and materials necessary to
construct a test pad(s) as specified herein.
B. The test pad shall include construction of a trial section of a compacted soil layer as shown on the Drawings. The test pad shall include, but not be limited to:
1 Preparation of subgrade in accordance with Section 02200 - Earthwork; and
2. Construction of compacted soil test pad or amended soil test pad. C. The purpose of the test pad is to develop and demonstrate construction methods to produce a
compacted low permeability soil layer of the liner/cap system (soil liner/cap) satisfying the requirements of the project specification in all respects. Of particular concern are the construction methods to be adopted to construct a compacted soil liner/cap to achieve the
required permeability. The construction methods and the related material properties to be noted shall include, but are not limited to: type of compaction equipment, method of construction, number of passes, moisture
content of the material, compacted density, and the resulting permeability of the material. D. A separate test pad will be required for each borrow source, change in material or change in
construction method. E. Acceptance by the CQA Consultant of the test pad shall be dependent on the CONTRACTOR satisfying the requirements imposed by the CQA plan during the course of the work, and test
results showing that all requirements of the project specifications have been met. Such acceptance shall be based on the test pad meeting the required permeability, in combination with approval of all CONTRACTOR operations, based on visual observation and tests conducted by
the CQA Consultant. F. Testing of soil samples as required under Paragraph 1.03 of this Specification shall be paid for by CONTRACTOR. The cost of all sampling and retesting associated with additional or separate
test pads or any reconstruction of the test pad shall be borne by the CONTRACTOR. G. Field and laboratory testing conducted by the CQA Consultant under Paragraph 1.04 of this
Specification will be performed at the OWNER’S expense. 1.02 SUBMITTALS
A. CONTRACTOR shall notify the CQA Consultant at least 10 working days in advance of intention to begin filling operations. Notification shall include designation of the proposed borrow source and all necessary laboratory testing data to demonstrate the adequacy of the
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material to perform its intended use. CONTRACTOR shall provide the CQA Consultant with 120 pounds of the proposed material in three, five-gallon, PVC, sample buckets with lids and
handles at the time of notification. CONTRACTOR shall not initiate filling activities without the approval of the CQA Consultant to use the intended material for filling activities. B. The results of analyses required under Paragraph 1.03 of this Specification shall be submitted to
the CQA Consultant at least two weeks prior to beginning construction of the test pad. The equipment used for compacting the soil liner/cap material shall be a sheepsfoot roller that
can effectively compact the loose lift thickness to meet the specifications. 1.03 CONSTRUCTION QUALITY CONTROL (CQC)
A. The CONTRACTOR shall perform a borrow evaluation to determine the moisture content / dry density / permeability relationship for the material. These tests shall be run to develop an acceptable window of density and moisture to obtain the permeability criteria.
B. If an alternate borrow material is proposed or required, the CONTRACTOR shall perform a borrow evaluation to determine the moisture content / dry density / permeability relationship of the material. These tests shall be run to develop an acceptable window of density and moisture to
obtain the permeability criteria. C. Final criteria for construction of the compacted soil liner/cap (including moisture content,
compactive effort, and density) shall be determined based on the results of the Test Pad demonstration. D. For all soils to be used to construct the test pad, the CONTRACTOR shall perform:
1. Sieve analyses in accordance with ASTM D 422. Frequency: A minimum of one test per test pad.
2. Testing for Atterberg Limits accordance with ASTM D 4318. Frequency: A minimum of one test per test pad.
3. Testing for PROCTOR in accordance with ASTM D 698. Frequency: A minimum of one test per test pad.
4. Remolded permeability testing in accordance with ASTM D 5084. Frequency: One test per
test pad (composite sample). Conduct tests using a confining pressure of 5 psi, and a hydraulic gradient of 10.
5. Triaxial Compression Testing Consolidated Undrained Triaxial with Pore Pressure Measurements Series (ASTM D4767), Three Point Series, Remolded, shall be conducted at a frequency of one test for each soil type.
1.04 CONSTRUCTION QUALITY ASSURANCE (CQA) A. The Construction Quality Assurance Plan will be administered by the CQA Consultant. CQA
testing by the CQA Consultant shall include, but not necessarily be limited to the following:
1. In-place moisture content and density; and
2. Permeability testing.
John’s River Landfill, Burke County, NC 02218-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
B. The CONTRACTOR shall provide time and space for the CQA tests to be conducted. The
CONTRACTOR shall inform the CQA Consultant when an area is suitable for testing. The CQA Consultant reserves the right to test any area at any time at the CQA Consultants discretion. The CONTRACTOR shall prepare level pads on which tests or sampling shall be performed and
shall repair disturbances to the test pad generated through testing and sampling. If ASTM D1556 (Sand-Cone Method) is used for density/moisture content tests, the CONTRACTOR shall remove all sand from the test hole prior to backfilling. All test and sample holes shall be
backfilled with soil liner/cap material and recompacted to achieve the minimum specified permeability. C. The test pad construction shall proceed in orderly manner to allow for CQA field and laboratory
testing. In all areas where permeability requirements are not achieved, as determined based on direct testing, moisture content and density tests, and/or visual observations, the representative area, as determined by the CQA Consultant, shall be reconstructed, such as by reworking and
recompacting, or removal and replacement, at no additional cost to the OWNER, and retested until the quality requirements set forth in this Section are met. All additional CQA costs associated with any reconstruction, reworking or replacement of the test pad and associated laboratory testing fees will be included in a Change Order and deducted from the Contract Price.
D. The CONTRACTOR is solely responsible for the construction of the compacted soil layer test pad and shall not rely on the CQA Consultant for recommendations and directions. The
CONTRACTOR shall employ his own geotechnical consultant to provide construction assistance and recommendations.
PART 2- PRODUCTS
2.01 MATERIALS Borrow materials for the test pad shall be tested and approved in accordance with procedures as
outlined in this specification and the CQA Plan. The material shall have an internal friction angle of 20 degrees or greater unless otherwise approved
by engineer. PART 3- EXECUTION 3.01 GENERAL A. The plan area for the test pad shall be a minimum of 50 by 150 feet. It shall be constructed and
tested prior to the placement of the compacted soil liner/cap. The location of the test pad shall be selected by the CONTRACTOR and approved by the CQA Consultant. The test pad shall be located on a slope equal to the steepest slope proposed to receive the compacted soil liner/cap.
B. The test pad shall be constructed with the equipment and methods proposed for the compacted soil liner/cap. The compacted lift thickness shall not exceed six inches, unless otherwise approved in writing by the CQA Consultant.
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C. The test pad may be part of the landfill compacted soil liner/cap. If the CONTRACTOR chooses
to construct the test pad as part of the landfill liner/cap, all component materials of the test pad and the associated testing must be in accordance with the Specifications. Unsuccessful trial or defective sections shall be replaced at no additional cost to the OWNER.
D. Should the CONTRACTOR change the borrow source for the compacted soil liner/cap material, or the properties of material at borrow source have significantly changed as determined by the CQA Consultant, a new test pad 50 feet by 150 feet shall be constructed from this material.
E. The Contractor shall keep equipment used for the test pad construction on the test pad at all times to avoid contamination of the low-permeability soil with the adjacent soils.
F. If in the opinion of the CQA Consultant, the construction methods, equipment or materials result in unsatisfactory placement, the CONTRACTOR shall make necessary modifications and reconstruct the appropriate sections or layer of the test pad. This will be done at no additional
cost to the OWNER. G. Placement of the compacted soil liner/cap shall not start until the test pad and all associated testing have been completed and approved by the CQA Consultant in writing.
PART 4 - PAYMENT 4.01 The test pad shall be considered incidental to the soil liner/cap and will not be measured for separate payment.

END OF SECTION 02218
John’s River Landfill, Burke County, NC 02220-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

SECTION 02220 TRENCHING, BACKFILLING, AND COMPACTING

PART 1- GENERAL 1.01 SECTION INCLUDES
A. Excavating, backfilling, and compacting for installation of underground pipelines and related structures.
B. Compacted Bedding 1.02 REFERENCES
A. ASTM D 698 - Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3))
B. ANSI/ASTM D 1556 - Test Method for Density of Soil in Place by the Sand-Cone Method. C. ASTM D 2937 - Test Method for Density of Soil in Place by the Drive Cylinder Method
D. ASTM D 2487 - Test Method for Clarification of Soils for Engineering Purposes E. ASTM D 2488 - Practice for Description and Identification of Soils (Visual-Manual
Procedure) F. ASTM D 2922 - Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth)
PART 2- PRODUCTS
2.01 BEDDING MATERIAL A. Material shall be NCDOT #57 stone.
B. Provide NCDOT approved material test report. 2.02 BACKFILL MATERIAL
A. Use clean earth fill, substantially free of lumps, debris, organic matter or other perishable matter, rock or gravel larger than one inch in any dimension, pavement material, frozen soil,
snow, and topsoil.
B. Soil excavated from the trench that meets the above criteria will be considered suitable for use as trench backfill only after approval by the CQA Consultant.

John’s River Landfill, Burke County, NC 02220-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

PART 3- EXECUTION 3.01 GENERAL
A. Conduct all construction operations in accordance with the U.S. “Occupational Safety and Health Act of 1970”, the Standards of the U.S. Department of Labor, Occupational Safety and Health Administration and the latest amendments thereto.
B. Protect structures, utilities, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by trenching operations.
3.02 PREPARATION A. Identify required lines and levels.
B. Maintain benchmarks, other control points, existing structures, and paving. If disturbed or destroyed, re-establish at no additional cost to Owner.
C. Locate existing utilities and structures above or below ground before excavation starts. D. Maintain and protect existing utilities not designated for removal. When utilities are
encountered but are not shown on the Drawings, or when locations differ from those shown on the Drawings, notify Engineer for instructions before proceeding. 3.03 TRENCH EXCAVATION
A. Remove topsoil or stone paving from trench lines and stockpile for later use over compacted backfill.
B. Excavate trenches to the depth shown on the Drawings. C. Accurately grade the trench bottom to provide uniform bearing for the utility.
D. Trim and shape trench bottom and leave free of irregularities, lumps, and projections.
E. The trench walls above the top of the pipe may be sloped or the trench above the top of the pipe may be widened as necessary for bracing, sheeting, and shoring. Conduct all trenching, bracing, shoring, and sheeting in accordance with OSHA requirements.
F. Excavate trenches to elevations shown on the Contract Drawings. G. The width of the trench at and below the top of the pipe shall not exceed the outside diameter
of the pipe plus 18 inches except that for pipe 12 inches or less in diameter, the trench width shall not exceed 33 inches. Where this width is exceeded, provide for increased pipe loading as directed by the Engineer.
H. If the subgrade is unsuitable for compaction as determined by the CQA Consultant, excavate and remove the unsuitable material and replace with pipe bedding material meeting the requirements of Paragraph 2.01 of this Section.

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I. Removal of materials beyond the indicated subgrade elevation without authorization by the Engineer shall be classified as unauthorized excavation and shall be backfilled and
compacted at no additional cost to the Owner. J. Where rock is encountered at the bottom of the trench, excavate to approximately 6 inches below the depth shown on the Drawings. Place and compact pipe bedding material as
specified in paragraphs 2.01 and 3.05 B. K. Remove water from the excavation continuously throughout the progress of the Work and
keep the excavation dry until the pipe installation and backfilling are completed. L. Provide trench depth to maintain the minimum cover below finished grade as shown on the Drawings.
M. Where rock is encountered so that a manhole, vault, or other structure will bear on rock, it shall be used to support the foundation. Where only a part of the foundation will be on rock,
at least 8 inches of compacted granular material shall be provided below bottom of footings. N. Blasting for the excavation of trenches requires prior written approval by the Engineer.
O. Provide a minimum of 8 inches between rock excavation and sides of structures. P. Where underground streams or springs are found, provide temporary drainage and notify
Engineer. Q. Remove and dispose of excess material and material unsatisfactory for backfill as Work progresses.
R. Remove shoring and all form materials prior to backfilling.
3.04 SHEETING
A. Maintain trench walls in a safe condition at all times. Provide sheeting, shoring, and bracing as necessary to prevent cave-in of excavation or damage to existing structures on or adjoining
the site. B. Comply with local codes and authorities having jurisdiction.

C. All costs of providing sheeting and shoring shall be borne by the CONTRACTOR. 3.05 BEDDING
A. Provide bedding (if required) in accordance with this Specification.
B. Place bedding material in continuous layers not exceeding 6 inches compacted depth.
Compact bedding material to prevent settlement. C. Compact bedding and haunching material (if required) for the leachate force main to achieve
100 percent maximum density at optimum moisture plus or minus 2 percent as determined by ASTM D 698.
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3.06 BACKFILLING AND COMPACTING
A. Support pipe during placement and compaction of fill material. B. Do not backfill over porous, wet, frozen, or spongy subgrade surfaces.
C. Backfill trench up to a compacted depth of one foot above the pipe with select backfill in accordance with the details shown on the Drawings. Place backfill material by hand, uniformly on each side of pipe and compact in layers not exceeding 6 inches compacted
thickness. D. Backfill trench from one foot above the pipe to grade with clean earth fill free of stones not larger than 5 inches or one-half the layer thickness, whichever is smaller. Layers shall not
exceed 12 inches compacted thickness, except that under road shoulders and under existing or future paved areas, layers shall not exceed 8 inches compacted thickness.
E. Excavate depressions caused by the removal of stumps or other cleaning operations to firm subgrade. Backfill with clean earth fill and compact as specified. F. Place backfill material on both sides of the pipe at the same time and to approximately the
same elevation. Each layer shall be thoroughly compacted by hand-tamping or mechanical means being careful not to damage the pipe. Any pipe that is damaged shall be replaced at the CONTRACTOR’S expense.
G. Maintain optimum moisture content of backfill materials to attain required compaction density.
H. Compact soil materials using equipment suitable for materials to be compacted and work area locations. Use power-driven hand tampers for compacting materials adjacent to structures.
I. Backfill material shall be compacted to the minimum density of 95 % and as determined by pre-construction soil testing (ASTM D 698). J. Spread stockpiled topsoil material over disturbed areas and lightly compact.
3.07 TOLERANCES
A. Top surface of backfilling: ± 1 inch from required elevations. 3.08 FIELD QUALITY CONTROL
A. Testing of Trench Backfill Material 1. Compaction/Density tests: minimum of one test for every 100 feet of trench.
B. Materials not meeting density specification requirement shall be scarified, recompacted, and retested at Contractor’s expense.
John’s River Landfill, Burke County, NC 02220-5 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017

C. The Engineer may require additional tests to establish gradation, maximum density, and in-place density as working conditions dictate, at the Contractor’s expense.
3.09 DISPOSAL OF MATERIAL A. Dispose excess and unsuitable materials on site at a location designated by the Engineer.

END OF SECTION 02220
John’s River Landfill, Burke County, NC 02222-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 02222 EXCAVATION

PART 1- GENERAL 1.01 SECTION INCLUDES
A. Removal of topsoil material. B. Soil excavation for landfill cells and other project features.
C. Undercutting and backfilling. D. Soil excavation for structures.
E. Grading.
F. Stockpiles. 1.02 BASIS OF PAYMENT
A. Payment for excavation of anchor trenches shall be included in the contract price (lump sum) for Anchor Trench Excavation and Backfilling.
B. Undercutting and backfilling shall be paid for at the contract unit price per cubic yard for Undercutting and Backfilling. The quantity shall be based on the volume of in-place backfilled material, calculated by the Method of Average End Areas between the excavated surface and the finished earthwork lines with no shrinkage or other factors applied. The contract price shall
include the excavation and disposal of material removed, and furnishing and placing suitable backfill material to meet specified requirements.
C. Excavation for the remaining work performed under this Section shall be paid for at the contract unit price per cubic yard for Unclassified Soil Excavation. The quantity shall be the volume of excavation in cubic yards, calculated by the Method of Average End Areas with no shrinkage or other factors applied.
D. Payment will constitute full compensation for all labor, materials, equipment, and all other items necessary to the performance of the work, including hauling and stockpiling.
PART 2- PRODUCTS
Not Used PART 3- EXECUTION 3.01 GENERAL
John’s River Landfill, Burke County, NC 02222-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
A. Identify required lines, levels, contours and datum.
B. Locate existing utilities, culverts and structures, above or below ground, before excavation activities begin. Coordinate Work with Owners of utilities. Protect, maintain in service, and prevent damage to utilities not designated to be removed. When utilities are encountered and are not shown on the Contract Drawings, or when locations differ from those shown on the Contract
Drawings, notify Engineer for instructions before proceeding. C. Unauthorized excavation consists of the removal of material below or beyond indicated subgrade
elevations or sides without approval of the Engineer. Unauthorized excavation shall be replaced at Contractor’s expense. D. All fill materials used to restore unauthorized excavations shall be subject to the approval of the
CQA Consultant. E. Depressions caused by the removal of stumps shall be excavated to firm subgrade.
F. 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 to the satisfaction of the Owner at the Contractor’s expense.
G. Where excavations have been carried below or beyond points required, restore these areas to the elevations and dimensions shown on the Contract Drawings with material approved by the
Engineer and compacted as specified. H. Where the removal of unsatisfactory material is due to the fault or negligence of the Contractor, by inadequate shoring or bracing, or other failure to meet specified requirements, work shall be
conducted at no additional cost to the Owner. 3.02 REMOVAL OF TOPSOIL MATERIAL

A. Excavate topsoil material from areas to be further excavated or regraded. B. Strip topsoil material to full depth, and stockpile separate from other excavated materials.
Stockpile free of roots, stones, and other undesirable materials. Follow guidelines in the North Carolina Erosion and Sediment Control Planning and Design Manual to prevent erosion.
C. Stockpile in area designated on-site.
D. Stockpile topsoil material to depth not exceeding 8 feet.
3.03 EXCAVATION FOR LANDFILL CELLS AND OTHER PROJECT FEATURES A. Excavate to the lines and grades shown on the Drawings. B. Areas that receive permanent seeding shall be graded below finished grades shown, leaving space
for topsoil material. C. Excavated soil not needed immediately for construction shall be stockpiled in an area designated
by the Owner. Implement erosion control practices as shown on the Contract Drawings and as required by the North Carolina Erosion and Sediment Control Planning and Design Manual.
John’s River Landfill, Burke County, NC 02222-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
D. Stockpile or dispose at the active landfill facility continuously with the progress of the work and
as directed by facility personnel all excess material, trash and debris, and materials that are unsatisfactory for backfill or fill. E. All excavations shall be dewatered as necessary to provide proper protection. The Engineer may
require excavation to be continuously dewatered 24 hours per day until backfilling has been completed.
F. Where underground streams or springs are found, provide temporary drainage and notify the Engineer immediately. G. Excavate so that banks of excavation will not be undercut and stratum for foundations will not be
disturbed. H. Excavate unsatisfactory soil materials encountered to the additional depth as directed by the
Engineer. I. Grade site to prevent introduction of surface water into excavations.
3.04 ANCHOR TRENCH EXCAVATION AND BACKFILLING A. Excavate trenches to the depth and dimension shown on the Drawings, and trim and shape trench
bottom and leave free of irregularities, lumps, and projections. B. Remove water from the excavation throughout the progress of the Work and keep the excavation dry until the geosynthetic materials installation and backfilling are completed.
C. Place excavated soil as backfill evenly maintaining approximately the same elevation. Each layer shall be compacted by mechanical means being careful not to damage the geomembrane.
Any damaged liner shall be replaced at the CONTRACTOR’S expense.
D. Maintain optimum moisture content of backfill materials to attain required compaction density.
E. Compact backfill using equipment suitable for materials to be compacted and work area locations.
F. Backfill material shall be compacted to achieve at least 95 percent within ± 2 percent of optimum moisture content as determined by ASTM D 698.
G. Anchor trench backfill material Compaction/Density test frequency minimum of one test for every 100 feet of trench. H. Materials not meeting density specification requirement shall be scarified, recompacted, and
retested at Contractor’s expense. I. The Engineer may require additional tests to establish gradation, maximum density, and in-place
density as working conditions dictate, at the Contractor’s expense. 3.05 UNDERCUTTING AND BACKFILLING
John’s River Landfill, Burke County, NC 02222-4 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
A. Excavate muck or other unsuitable soils to a depth below grade as directed by CQA Consultant.
B. Limit cut slopes to 1 vertical to 3 horizontal. C. Dispose excavated materials in the designated daily cover stockpile area.
D. Backfill excavation with materials meeting the requirements of 02200. E. Prepare subgrade and backfill excavation in accordance with Section 02200.
3.06 EXCAVATION FOR STRUCTURES A. Conform to elevations and dimensions shown on the Contract Drawings. Extend the excavation a
sufficient distance from footings and foundations to permit placement and removal of concrete forms and other construction required. Foundation concrete shall not be placed until the bearing stratum has been examined by Engineer and found satisfactory for the design bearing capacity.
B. Where rock is encountered, notify the Engineer. When the entire structure will bear on rock, it shall be used to support the foundation. Where only a part of the foundation would bear on rock, excavate 8 inches below the entire structure and backfill with aggregate fill and thoroughly
compact. C. Provide an 8-inch minimum clearance between rock excavation and walls of pipes and structures.
3.07 GRADING A. Uniformly grade all areas within the limits designated on the Drawings, including adjacent transition areas. Finish surfaces within specified tolerances with uniform slopes between points
where elevations are shown and existing grades. B. Finish all surfaces free from irregular changes, and grade to drain as shown on the Drawings.
C. Shape the subgrade under unpaved areas to the proposed line and grade so that the finished surface is within 0.20 feet of the required subgrade elevation.
D. Protect newly graded areas from traffic and erosion. Repair and re-establish grade in settled, eroded, or rutted areas to the specified tolerances.
E. Where compacted areas are disturbed by subsequent construction or adverse weather, scarify the surface, reshape and compact to the required density. Use hand tamper for recompaction over underground utilities.
F. Grade borrow area and conduct borrow activities in accordance with the approved Erosion and Sediment Control Plan for the borrow area.
3.08 STOCKPILES A. Construct stockpile slopes no steeper than 2:1 (Horizontal: Vertical).
B. Soil in stockpiles shall be compacted to a sufficient degree to minimize infiltration of rainfall. Compaction shall be to the satisfaction of the Engineer. Cover stockpile with plastic sheeting if
John’s River Landfill, Burke County, NC 02222-5 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
necessary.
C. Slopes of the stockpile shall be “tracked” by movement of a cleated dozer up and down the slope. D. Grass finished stockpile surfaces that will be exposed for more than 30 days.
E. Maintain adequate temporary erosion control until grass is well established.
END OF SECTION 02222
John’s River Landfill, Burke County, NC 02274-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 02274 RIPRAP

PART 1- GENERAL 1.01 WORK INCLUDED
A. Providing and placing riprap. 1.02 BASIS OF PAYMENT
A. Payment for Work under this Section is included in the Contract unit price per cubic yard of Riprap. Such payment shall constitute full compensation for providing all materials, and furnishing all labor, equipment and other items necessary to construct the riprap features shown
on the Drawings. PART 2- PRODUCTS
2.01 MATERIALS A. Subgrade lining: Non-woven geotextile mat equivalent to Mirafi 1100N or crusher run stone produced by secondary crushing of durable rock.
B. Riprap
1. Provide stone that is sound, tough, dense, angular, resistant to the action of air and water, and suitable in all other respects for the purpose intended. 2. Provide stone meeting the criteria as shown on Erosion and Sediment Control drawings.
3. Grade stone so that the smaller stones are uniformly distributed throughout the mass. PART 3- EXECUTION

3.01 PROCEDURE A. Line prepared subgrade with 6 inches of crusher-run stone or geotextile mat.
B. Reject mat material having defects, rips, holes, flaws, deterioration or damage during manufacture, transportation or storage.
C. Lay mat material smooth and free from tension, stress, folds, wrinkles or creases. Overlaps shall be a minimum of 12 inches with the upper fabric overlapping the lower fabric.
D. Remove fabric that is displaced during riprap placement and reposition at no additional cost to the Owner.
John’s River Landfill, Burke County, NC 02274-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
E. Remove fabric that is damaged during riprap placement and replace at no additional cost to the Owner.
F. Protect fabric from damage due to placement of riprap by limiting the height of drop of the material.
G. No more than 72 hours shall elapse from the time the fabric is unwrapped to the time the fabric is covered with riprap.
H. Place riprap stone to the dimensions indicated on the Drawings. I. Stone may be placed by mechanical methods, augmented by hand placing where necessary.
J. The minimum thickness of the riprap shall be as indicated on the Drawings. The completed riprap layer shall be properly graded, dense and neat.
END OF SECTION 02274
John’s River Landfill, Burke County, NC 02500-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 02500 STONE SURFACING

PART 1- GENERAL 1.01 SECTION INCLUDES
A. Providing aggregate base course for roadways. 1.02 REFERENCES
A. ASTM D422 – Standard Test Method for Particle-Size Analysis of Soils. B. ASTM D698 – Test Method for Laboratory Compaction Characteristics of Soil Using
Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) C. ASTM D3017 – Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth). D. North Carolina Department of Transportation Standard Specifications for Roads and Structures, latest edition.
1.03 SUBMITTALS
A. Submit job mix formula of proposed material at least 40 days prior to placement of aggregate base course. B. Proposed job mix formula shall be approved by the ENGINEER prior to use.
C. Testing of aggregate samples shall be paid for by CONTRACTOR.
D. Identify proposed supplier with the job mix formula submission. 1.04 CONSTRUCTION QUALITY CONTROL AND CONSTRUCTION QUALITY ASSURANCE CQC/CQA)
A. Acceptance by the ENGINEER of aggregate base course shall be dependent on the Soils CQA Consultant satisfying all requirements of the CQA Plan during the course of the work
and the test results showing that all requirements of this Section have been met. B. Supporting data for CQA purposes shall be obtained by field and laboratory testing to be conducted by the soils CQA Consultant.
C. Field and laboratory testing conducted by the CQA Consultant will be done at the OWNER’S expense.
PART 2- PRODUCTS
John’s River Landfill, Burke County, NC 02500-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
2.01 AGGREGATE BASE COURSE
A. Aggregate shall be NCDOT Type ABC aggregate furnished in accordance with the latest edition of the NCDOT Standard Specifications for Roads and Structures. 2.02 GEOTEXTILE FABRIC
A. Geotextile fabric shall be Mirafi 600X or approved alternate.

PART 3- EXECUTION 3.01 SUBGRADE PREPARATION
A. Prepare areas to receive aggregate base course in accordance with Section 02100, Site Preparation.
B. Where subgrade requires undercutting, limit cut slopes to 1 vertical to 3 horizontal. C. Grade areas to receive aggregate base course to a uniform surface. Scarify surface if directed by the ENGINEER.
D. Eliminate ruts, hummocks, or other uneven features.
E. Proofroll the subgrade with a loaded tandem-axle dump truck having a minimum weight of 20 tons or other similar rubber-tired equipment. F. Make at least two passes in each direction with the proofrolling equipment.
G. Remove and replace any soft, saturated or yielding areas indicated by pumping or rutting.
H. Replace soil that has been removed with structural fill material in accordance with the requirements of Section 02200. I. Where unsuitable soil was removed, compact the structural fill material to at least 95% of the
maximum dry density as determined by ASTM D698 to a depth of at least 12 inches. J. Dry or wet the subgrade at the discretion of the ENGINEER to establish a subgrade with
acceptable moisture content. K. Place geotextile fabric as shown on the drawings. Place in strict accordance with manufacturer’s recommendations.
L. Do not construct structural fill layer until the subgrade has been approved by the ENGINEER.
3.02 CONSTRUCTION A. Construct project features to the lines and grades shown on the Drawings.
B. Place aggregate in lifts no greater than 6 inches compacted depth.
John’s River Landfill, Burke County, NC 02500-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
C. Compact aggregate to a minimum dry density of 100% of the maximum dry density
determined from the Standard Proctor Test (ASTM D698). D. In-place aggregate which does not meet the density requirements shall be recompacted or removed and reworked to meet density objectives.

E. Do not place aggregate during sustained period of temperatures below 32° F.
3.03 PROTECTION OF WORK A. Protect the finished surface from erosion, desiccation, or other damage.
B. Portions of the aggregate base course damaged due to exposure shall be reworked to meet the Specifications or, at the discretion of the ENGINEER, removed and replaced with conforming material at no additional cost to the OWNER.
3.04 QUALITY ASSURANCE
A. Field inspection and testing will be performed under provisions of Section 01410. B. Prior to material placement, testing for moisture-density relationship will be performed on proposed aggregate base course material in accordance with ASTM D698. Frequency: A
minimum of one test per 5000 cubic yards of aggregate base course. C. Testing of the in-place aggregate base course will include density/moisture content tests in
accordance with ASTM D2922/D3017. Frequency: One test per 100 linear feet of roadbed per lift. D. If tests indicate Work does not meet specified requirements, remove Work, replace and retest
at no cost to OWNER. E. The horizontal and vertical location of all test locations will be recorded. A drawing will be
prepared showing all test locations.
END OF SECTION 02500
John’s River Landfill, Burke County, NC 02720-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 02720 STORMWATER PIPE SYSTEMS

PART 1- GENERAL 1.01 SECTION INCLUDES
A. Construction of the storm water conveyance piping. 1.02 REFERENCES
A. North Carolina Department of Transportation Standard Specifications for Roads and Structures, latest edition.
1.03 SUBMITTALS A. Submit shop drawings of prefabricated drainage structures.
1.04 PROJECT RECORD DOCUMENTS A. Submit documents under provisions of Section 01720.
B. Accurately record location of pipe runs, connections, and invert elevations.
PART 2- PRODUCTS 2.01 REINFORCED CONCRETE PIPE: All concrete pipe for the project shall be round
reinforced concrete pipe conforming to AASHTO M 170, Class III. Joints shall be tongue and groove compression gasket joints complying with AASHTO M 198, type B flexible gaskets. 2.02 CORRUGATED METAL PIPE:
A. Use asphalt-coated corrugated steel culvert pipe conforming to the requirements of North Carolina Department of Transportation Road and Bridge Specifications. The pipe shall be of galvanized steel, minimum 16 gauge, and may be of riveted or non-riveted type.
B. Corrugations shall have a pitch of 2-2/3 inches and a depth of ½ inch.
C. Special sections shall be of the same gauge as the conduit to which they are joined and shall conform to the applicable standards of AASHTO M36. D. All fittings, connecting bands, and special sections shall be from the same manufacturer as
the pipe to which they are joined. E. If helically formed pipe is used, the ends shall be rerolled a minimum of two angular
corrugations where connecting bands or flared end sections are required.
John’s River Landfill, Burke County, NC 02720-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
F. All joints are to be constructed watertight.
G. Coupling bands need not be coated unless required for water tightness. 2.03 BACKFILL MATERIAL FOR STORMWATER CONVEYANCE PIPE
A. Use on-site or off-site borrow area natural soils.
B. Use material free of topsoil, roots, stumps, brush, vegetation, and other deleterious material. C. Backfill material shall be in accordance with Section 02220.
PART 3- EXECUTION 3.01 EXAMINATION
A. Verify that the excavation base is ready to receive work and excavations, dimensions and elevations are as indicated on the Drawings.
3.02 PREPARATION A. Hand trim excavations to required elevations. Correct over-excavation with fill material of course aggregate.
B. Remove stones or other hard matter that could impede consistent backfilling or compaction.
3.03 PIPE INSTALLATION A. Lay pipe true to line and grade as shown on the Drawings, and in such a manner as to form a close concentric joint with adjoining pipe and to prevent sudden offsets to flow line.
B. Provide a continuous and uniform bedding for all buried pipe.
C. Install pipe and pipe fittings in accordance with manufacturer’s instructions. All stormwater pipe systems are to be constructed watertight. D. Do not lay pipe when trench conditions or weather are unsuitable for such work.
E. As work progresses, clear pipe of dirt and other superfluous materials.
F. Backfilling of soil in pipe trenches shall be in accordance with 02220, Trenching and Backfilling. 3.04 FIELD QUALITY ASSURANCE
A. Field inspection will be performed under provisions of Section 01410.
3.05 PROTECTION
John’s River Landfill, Burke County, NC 02720-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
A. Protect finished installation under provisions of Section 01500.

END OF SECTION 02720
John’s River Landfill, Burke County, NC 02936-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 02936 SEEDING

PART 1- GENERAL 1.01 WORK INCLUDED
A. Preparation of subsoil. B. Placing topsoil material.
C. Fertilizing. D. Temporary seeding.
E. Permanent seeding. F. Mulching.
1.02 RELATED SECTIONS
A. 02200 - Earthwork 1.03 QUALITY ASSURANCE
A. Provide seed mixture in containers showing percentage of seed mix, year of production, net weight, date of packaging, and location of packaging.
1.04 MAINTENANCE DATA A. Submit maintenance data for continuing Owner maintenance.
B. Include maintenance instructions, cutting method and maximum grass height; types, application frequency, and recommended coverage of fertilizer.
1.05 DELIVERY, STORAGE AND HANDLING
A. Transport and handle products in accordance with manufacturer’s instructions.
B. Deliver grass seed mixture in sealed containers. Seed in damaged packaging will not be acceptable. C. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of
manufacturer. D. Promptly inspect shipments to assure that products comply with requirements, quantities are
correct, and products are undamaged.
John’s River Landfill, Burke County, NC 02936-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
E. Store and protect products in accordance with manufacturer’s instructions, with seals and labels intact and legible.
PART 2- PRODUCTS 2.01 SOIL MATERIALS
A. Topsoil Material: Excavated from site and free of weeds. 2.02 ACCESSORIES
A. Mulching material: Oat or wheat straw, dry, free from weeds and other foreign matter detrimental to plant life.
B. Lime: Lime shall comply with applicable North Carolina state laws and shall be delivered in unopened bags or other convenient standard containers, each fully labeled with the manufacturer’s guaranteed analysis. Lime shall be ground limestone containing not less than
85 percent total carbonates, and shall be ground to such fineness that 90 percent by weight will pass through a No. 20 mesh sieve and 50 percent by weight will pass through a No. 100 mesh sieve.
C. Fertilizer: Fertilizer shall comply with applicable North Carolina state laws and shall be delivered in unopened bags or other convenient standard container, each fully labeled with the manufacturer’s guaranteed analysis. Fertilizer shall contain not less than 10 percent
nitrogen, 10 percent available phosphoric acid and 10 percent water soluble potash (N-P-K, 10-10-10). Any fertilizer which becomes caked or otherwise damaged, making it unsuitable for use, will not be acceptable and shall be immediately removed from the job site.
PART 3- EXECUTION 3.01 GENERAL
A. Areas where topsoil material is to be placed and areas to be seeded include all areas disturbed during construction beyond the limits of the proposed cell which are not to be paved.
B. Verify that prepared soil base is ready to receive the work of this Section, and seed all areas disturbed as a result of construction activities.
3.02 PREPARATION OF SUBSOIL A. Prepare subsoil to eliminate uneven areas and low spots. Maintain lines, levels, profiles and contours. Make changes in grade gradual. Blend slopes into level areas.
B. Remove deleterious materials, such as weeds, and undesirable plants and their roots. Remove contaminated subsoil.
C. Scarify subsoil to a depth of 3 inches where topsoil material is to be placed. Repeat cultivation in areas where equipment used for hauling and spreading topsoil has compacted
John’s River Landfill, Burke County, NC 02936-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
subsoil.
3.03 PLACING TOPSOIL MATERIAL A. Place topsoil material during dry weather and on dry unfrozen subgrade 2 to 3 weeks prior to sowing seed.
B. Spread topsoil material over area to be seeded. Finished thickness of topsoil material shall be 3 inches minimum after settling and nominal compaction caused by spreading equipment.
C. Grade to eliminate rough, low, or soft areas, and to ensure positive drainage. D. Rake topsoil material and remove roots, vegetable matter, rocks, clods, and other non-organic
material. 3.04 FERTILIZER AND LIME
A. Apply lime and fertilizer according to soil tests, or apply lime at the rate of 90 lbs./1000 sq.ft. and fertilizer at the rate of 20 lbs./1000 sq.ft.
B. Mix thoroughly into upper 4 inches of topsoil. C. Lightly water to aid the dissipation of fertilizer and lime.
3.05 SEEDBED PREPARATION A. Prepare seedbed to a depth of 4 to 6 inches.
B. Remove loose rocks, roots and other obstructions so that they will not interfere with the establishment and maintenance of vegetation.

3.06 TEMPORARY SEEDING A. Provide temporary seeding on any cleared, unvegetated, or sparsely vegetated soil surface
where vegetative cover is needed for less than one year or when seeding dates will prevent the establishment of vegetative cover if permanent seeding is attempted.
B. Seed in accordance with the following schedule and application rates:

Description Seeding Dates Seeding Mixture Rate (lbs/acre)
Steep Slopes (3:1) April 15 – August 20 German Millet 40
October 25 – February 1 Rye Grain 120
Low Maintenance
Areas
October 25 – February 1 Rye Grain 120
Areas requiring cover less than 1 year February 1 – April 15 Rye Grain Kobe Lespedeza 120 50
April 15 – August 20 German Millet 40
John’s River Landfill, Burke County, NC 02936-4 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
August 20 – February 1 Rye Grain
Kobe Lespedeza
120
50
C. To amend soil, follow recommendations of soil tests or apply 2000 lbs./acre ground agricultural limestone and 750 lbs./acre 10-10-10 fertilizer.
D. Mulch in accordance with the following schedule and application rates 1. Steep Slopes (3:1): In mid-summer, late fall, or winter, apply 100 lb/1000 ft2 grain straw, cover with V netting and staple to the slope. In the spring or early fall, use 45 lb/1000 ft2
wood fiber in a hydroseeder slurry. 2. Low Maintenance areas and areas requiring cover less than 1 year: Apply 90 lb/1000 ft2 grain straw and tack with 11 gal/1000 ft2.
E. Refertilize if growth is not fully adequate. F. Reseed, refertilize and mulch immediately following erosion or other damage.

3.08 PERMANENT SEEDING A. Seed in accordance with the following schedule and application rates:

Description Seeding Dates Seeding Mixture Rate (lbs/acre)
Steep Slopes (3:1) February 1 – April 15, August 20 – October 25 Tall Fescue Kobe Lespedeza
Bahiagrass Rye Grain
100 10
25 40 Grassed Channels February 1 – April 15, August 20 – October 25 Tall Fescue Rye Grain

200 40
April 15 – August 20 Tall Fescue
German Millet
200
10
Low Maintenance Areas February 1 – April 15, August 20 – October 25 Tall Fescue Kobe Lespedeza Bahiagrass
Rye Grain
100 10 25
40

April 15 – August 20 Tall Fescue Kobe Lespedeza Bermuda Grass German Millet
100 10 15 10

B. Compact seeded areas by means of a roller or other approved equipment immediately after sowing.
C. Mulch in accordance with the following schedule and application rates
John’s River Landfill, Burke County, NC 02936-5 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
1. Steep Slopes (3:1): In mid-summer, late fall, or winter, apply 100 lb/1000 ft2 grain straw, cover with V netting and staple to the slope. In the spring or early fall, use 45 lb/1000 ft2
wood fiber in a hydro seeder slurry. 2. Grassed Channels: Install excelsior mat in the channel to the top of the channel, and secure according to manufacturer’s specifications. 3. Low Maintenance areas: Apply 90 lb/1000 ft2 grain straw and tack with
synthetic mulch binder. Apply binder at rate recommended by manufacturer. D. Refertilize in the second year unless growth is fully adequate. Reseed, refertilize, and mulch damaged areas immediately.

END OF SECTION 02936

John’s River Landfill, Burke County, NC 13315-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application (GCL) May 2017
SECTION 13315 GEOSYNTHETIC CLAY LINER (GCL)

PART 1- GENERAL 1.01 SCOPE
A. This specification covers the technical requirements for the furnishing and installation of the geosynthetic clay liner described herein. All materials used shall meet the requirements of this specification, and all work shall be performed in accordance with the procedures provided herein and the contract drawings.
1.02 DEFINITIONS
A. Geosynthetic Clay Liner (GCL): A manufactured hydraulic barrier consisting of clay bonded to a layer or layers of geosynthetics. The GCL may be reinforced or unreinforced as required by site conditions. Slopes steeper than 10H:1V typically require reinforced GCLs.
B. Geomembrane: An essentially impermeable geosynthetic composed of one or more geosynthetic sheets.
C. Geotextile: Any permeable textile used with foundation, soil, rock, earth, or any other geotechnical engineering-related material as an integral part of a human-made project, structure or system.
D. Minimum Average Roll Value: The minimum average value of a particular physical property of a material for 95 percent of all of the material in the lot.
E. Overlap: Where two adjacent GCL panels contact, the distance measuring perpendicular from the overlying edge of one panel to the underlying edge of the other. 1.03 REFERENCES
A. American Society for Testing and Materials (ASTM) 1. D5890 Standard Test Method for Swell Index of Clay Mineral Component of Geosynthetic
Clay Liners 2. D5891 Standard Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners 3. D5993 Standard Test Method for Measuring Mass Per Unit of Geosynthetic Clay Liners
4. D5887 Test method for Measurement of Index Flux / Hydraulic Conductivity Through Saturated Geosynthetic Clay Liner Specimens Using a Flexible Wall Permeameter 5. D6496 Test method for Determining Average Bonding Peel Strength Between the Top and
Bottom Layers of Needle-Punched Geosynthetic Clay Liners 6. D6243 Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method

John’s River Landfill, Burke County, NC 13315-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application (GCL) May 2017
1.04 UNIT PRICES
A. Measurement will be made of the total surface area in square feet covered by the GCL as shown on the contract drawings. Final quantities will be based on as-built conditions. Allowance will be made for GCL in anchor and drainage trenches but no allowance will be made for waste, overlap, or materials used for the convenience of the CONTRACTOR. GCL installed and accepted will
be paid for at the respective contract price in the bidding schedule. 1.05 SUBMITTALS
A. Furnish with the bid the following information: 1. Conceptual description of the proposed plan for placement of the GCL panels over the area
of installation. 2. GCL manufacturer’s MQC Plan for documenting compliance to Sections 2.1 and 2.2 of these
specifications. B. Furnish at the ENGINEER’s or OWNER’s request the following information:
1. A representative sample of the GCLs. 2. A project reference list demonstrating the experience required in Section 1.06 of this
specification. C. Upon shipment, the CONTRACTOR shall furnish the GCL manufacturer’s Quality Assurance/Quality Control (QA/QC) certifications to verify that the materials supplied for the
project are in accordance with the requirements of this specification. The certifications shall be signed by a responsible party employed by the GCL manufacturer and shall include:
1. Manufacturer’s certification for the bentonite clay used in GCL production demonstrating
compliance with the parameters swell index, fluid loss and bentonite mass unit/area as shown in GRI-GCL3 Table 1.
2. GCL lot and roll numbers supplied for the project (with corresponding shipping information).
D. The installation CONTRACTOR shall observe the subgrade preparation procedures, inspect the
entire subgrade and certify in writing that the subgrade on which the GCL is to be installed is acceptable before commencing GCL placement. This inspection shall be performed in the presence of the CQA Agency. The CONTRACTOR shall repair any defects noted in the
subgrade prior to the installation of the GCL. 1.06 QUALIFICATIONS

A. GCL Manufacturer shall have produced at least 10 million ft2. B. The GCL Installer shall either have installed on at least two projects, or must provide to the ENGINEER satisfactory evidence, through similar experience in the installation of other types of
geosynthetics, that the GCL will be installed in a competent, professional manner.

John’s River Landfill, Burke County, NC 13315-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application (GCL) May 2017
1.07 CONSTRUCTION QUALITY ASSURANCE (CQA)
A. CQA shall be provided in accordance with the GCL CQA Manual provided by the ENGINEER.
PART 2- PRODUCTS 2.01 GEOSYNTHETIC CLAY LINER
A. The GCLs shall consist of a layer of natural sodium bentonite clay encapsulated between two geotextiles and shall comply with all of the criteria listed in this Section. Prior to using an
alternate GCL, furnish independent test results demonstrating that the proposed alternate material meets all requirements of this specification. The CONTRACTOR also must obtain prior approval of the alternative GCL in writing by the ENGINEER.
B. Use reinforced GCL (A) on 3H:1V slopes as designated by the ENGINEER. GCL (B) may be unreinforced and used on flat areas of the site not exceeding 10H:1V in steepness, or as approved by the ENGINEER. GCL products must satisfy the material requirements listed in Specification
Section 13400. 2.02 MATERIALS
A. The materials supplied under these Specifications shall be first quality industrial grade products designed and manufactured specifically for the purposes of this work, and which have been satisfactorily demonstrated by prior use to be suitable and durable for use in sanitary landfills
accepting municipal waste. B. The geosynthetic clay liner (GCL) shall be uniform in thickness and texture. Material shall be chemically and temperature stable under the intended conditions, and shall contain no additives
or filler that can leach out and cause deterioration over time. C. The GCL properties shall meet the roll requirements for GCL stated in Table 1 of GRI-GCL3
(latest version) Test Methods, Required Properties, and Testing Frequencies of Geosynthetic Clay Liners (GCLs). D. Manufacturer’s Quality Control (MQC) testing (test methods and frequencies) shall be conducted
in accordance with the most recent version of Tables 1 of GRI Test Method GCL3, or the manufacturer quality control guide, whichever is more stringent.
E. At least seven (7) days prior to the loading and shipment of any GCL material, the CONTRACTOR shall provide the CQA Consultant with the following information:
1. The origin (supplier's name and production plant), identification (brand name, number) and production date of the GCL;
2. A copy of the quality control certificates issued by the bentonite supplier;
3. The manufacturer’s data and samples of the GCL to be used, giving full details of the minimum physical properties and test methods, as specified in GRI - GCL3, certified test reports indicating the physical properties of the materials to be used, and roll numbers and
identification.

John’s River Landfill, Burke County, NC 13315-4 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application (GCL) May 2017
4. The manufacturer’s certificate shall state that the finished GCL meets the requirements of GRI Test Method GCL3 as evaluated under the manufacturer’s quality control program. A
person having legal authority to bind the manufacturer shall attest the certificate.
2.03 LABELING
A. Prior to shipment, the GCL manufacturer shall label each roll, identifying: 1. Product identification information (manufacturer’s name and address, brand name, product
code). 2. Lot number and roll number. 3. Roll length, width and weight.
2.04 PACKAGING A. The GCL shall be wound around a rigid core whose diameter is sufficient to facilitate handling.
The core is not necessarily intended to support the roll for lifting but should be sufficiently strong to prevent collapse during transit. B. All rolls shall be labeled and bagged in packaging that is resistant to photodegradation by
ultraviolet (UV) light. 2.05 ACCESSORY BENTONITE

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

2.06 CONFORMANCE TESTING A. Conformance testing sampling must be performed, prior to shipment to the site, at the
manufacturer’s facility. The CONTRACTOR shall notify the CQA Consultant at least three (3) weeks prior to shipment in order to arrange for conformance sampling. No material shall be shipped to the site until conformance sampling has been performed and reports reviewed by the CQA Consultant. When completed, the particular approved lot should be marked for the
particular site under investigation. The expressed purpose of in-plant Material Conformance Test Sampling is to verify that GCL material designated for the project is confirmed as meeting the project specifications prior to shipment to the site. The Manufacturer shall make available all
necessary personnel and equipment to assist the CQA Consultant in retrieving conformance samples material. B. Procedures in the Event of a Conformance Test Failure
The following procedure shall apply whenever a sample fails a conformance test conducted by the CQA Laboratory:
1. The Manufacturer shall replace the roll of GCL that is in nonconformance with the Specifications with a roll that meets Specifications.

John’s River Landfill, Burke County, NC 13315-5 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application (GCL) May 2017
2. The CONTRACTOR shall remove conformance samples for testing by the CQA Laboratory from the next numbered rolls on each side of the failed roll. These two samples must both
conform to Specifications. If either or both of these samples fail, the immediately adjacent rolls to the failed rolls must also be tested, and so on until a roll(s) that pass the test are found. Any roll that fails a test must be replaced with a roll that meets Specifications. This additional conformance testing shall be at the expense of the CONTRACTOR.
C. Interface friction testing shall be conducted by the CONTRACTOR in accordance of testing parameters outlined in Specification Section 13400.

PART 3- EXECUTION
3.01 SHIPPING AND HANDLING
A. The manufacturer assumes responsibility for initial loading the GCL. Unloading, on-site handling and storage of the GCL are the responsibility of the CONTRACTOR, Installer or other designated party.
B. Visually inspect each roll during unloading to identify any packaging that has been damaged. Mark rolls with damaged packaging and set aside for further inspection. Repair packaging prior to placing in storage.
C. The party responsible for unloading the GCL shall contact the Manufacturer prior to shipment to ascertain the appropriateness of the proposed unloading methods and equipment.
3.02 STORAGE A. Storage of the GCL rolls shall be the responsibility of the Installer. Select a dedicated storage
area at the job site that is away from high traffic areas and is level, dry and well-drained. B. Store rolls in a manner that prevents sliding or rolling from the stacks and may be accomplished by the use of chock blocks or by use of the dunnage shipped between rolls. Stack rolls at a
height the lifting apparatus can safely handle (typically no higher than four). C. Cover all stored GCL materials and the accessory bentonite with a plastic sheet or tarpaulin until
their installation. D. Preserve the integrity and legibility of the labels during storage. 3.03 EARTHWORK A. Immediately prior to GCL deployment, prepare the subgrade to fill in all voids or cracks and then smooth-roll to provide the best practical surface for the GCL. At completion of this activity, no
wheel ruts, footprints or other irregularities shall exist in the subgrade. Remove, crush, or push all protrusions extending more than one-half inch from the surface into the surface with a smooth-drum compactor. The rolled surface shall be free of vegetation, construction debris,
sticks, ice, standing water, and rocks in excess of 0.75 inches prior to placement of the overlying GCL. B. The GCL shall be installed on directly on a controlled subgrade with a minimum thickness of 12
inches.

John’s River Landfill, Burke County, NC 13315-6 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application (GCL) May 2017
C. The controlled subgrade shall consist of soils having a Unified Soil Classification of SC, ML,
CL, MH, or CH and shall be compacted to a minimum of 95% of maximum dry density, as determined by ASTM D698 (Standard Proctor). D. The project CQA inspector shall certify acceptance of the subgrade before GCL placement.
E. It shall be the Installer’s responsibility thereafter to indicate to the ENGINEER any change in the condition of the subgrade that could cause the subgrade to be out of compliance with any of the
requirements listed in this Section. F. Excavate an anchor trench for the GCL at the top of sloped areas of the job site, in accordance with the project plans and accepted panel placement plan prepared by the installation
CONTRACTOR. The trench shall be excavated and approved by the CQA Inspector prior to GCL placement. No loose soil shall be allowed at the bottom of the trench and no sharp corners or protrusions shall exist anywhere within the trench.
3.04 GCL PLACEMENT A. Place reinforced GCL on all sloped areas in accordance with project specifications.
B. Deliver GCL rolls to the working area of the site in their original packaging. Immediately prior to deployment, carefully remove the packaging without damaging the GCL. Orient the GCL (i.e.,
which side faces up) shall be in accordance with the ENGINEER's or Manufacturer's recommendations. Unless otherwise specified, install the GCL such that the manufacturers name printed on one side of the GCL faces up.
C. Do not allow equipment which could damage the GCL to travel directly on it. If the installation equipment causes rutting of the subgrade, restore the subgrade to its originally accepted condition before placement continues.

D. Minimize the extent to which the GCL is dragged across the subgrade in order to avoid damage to the bottom surface of the GCL. Use a temporary geosynthetic subgrade covering commonly known as a slip sheet or rub sheet may be used to reduce friction damage during placement.
E. Place the GCL so that seams are parallel to the direction of the slope. Locate seams at most 3 feet from the toe of slopes steeper than 4H:1V.

F. All GCL panels shall lie flat on the underlying surface, with no wrinkles or fold, especially at the exposed edges of the panels. Protect the edge of the GCL each day to prevent hydration,
G. Deploy only as much GCL as can be covered at the end of the working day with soil, a geomembrane, or a temporary waterproof tarpaulin. Do not leave the GCL uncovered overnight. If the GCL is hydrated when no confining stress is present, it may be necessary to remove and
replace the hydrated material. Consult the project ENGINEER, CQA inspector, and GCL
supplier for specific guidance if premature hydration occurs.

John’s River Landfill, Burke County, NC 13315-7 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application (GCL) May 2017
3.05 ANCHORAGE
A. Place the end of the GCL roll in an anchor trench at the top of the slope. Round the front edge of the trench, so as to eliminate any sharp corners. Remove loose soil from the floor of the trench. The GCL shall cover the entire trench floor but not the rear trench wall.
3.06 SEAMING A. Construct the GCL seams by overlapping their adjacent edges. Do not contaminate the overlap
zone with loose soil or other debris. Supplemental bentonite is required for all GCL unless specified otherwise by the manufacturer. B. The minimum dimension of the longitudinal overlap shall be 6 inches. End-of-roll overlapped
seams shall be similarly constructed. The minimum overlap shall measure 24 inches. C. Construct seams at the ends of the panels such that they are shingled in the direction of the grade
to prevent the potential for runoff flow to enter the overlap zone. D. Construct bentonite-enhanced seams between the overlapping adjacent panels described above. Expose the underlying edge of the longitudinal overlap. Apply a continuous bead of granular
sodium bentonite along a zone defined by the edge of the underlying panel and the 6-inch line. Apply a similar bead of granular sodium bentonite at the end-of-roll overlap. Apply the bentonite at a minimum application rate of one quarter pound per lineal foot.

3.07 DETAIL WORK A. Seal the GCL around any penetrations and embedded structures in accordance with manufacturer’s recommendations.
3.08 DAMAGE REPAIR
A. If the GCL is damaged (torn, punctured, perforated, etc.) during installation, it may be possible to repair it by cutting a patch to fit over the damaged area. Obtain the patch from a new GCL roll and cut to size such that a minimum overlap of 12 inches is achieved around all of the damaged area. Apply dry bentonite or bentonite mastic around the damaged area prior to placement of the
patch. It may be desirable to use an adhesive to affix the patch in place so that it is not displaced during cover placement.
3.09 COVER PLACEMENT A. Cover soils, if used, shall be free of angular stones or other matter that could damage the GCL. Cover soils should be approved the project ENGINEER with respect to particle size, uniformity
and chemical compatibility. Cover soils with high concentrations of calcium (e.g., limestone, dolomite) are not acceptable.
B. Cover soils placed over the GCL using construction equipment that minimizes stresses on the GCL. Maintain a minimum thickness of 1-foot of cover between the equipment tires/tracks and the GCL at all times during the covering process. This thickness recommendation does not apply to frequently trafficked areas or roadways, for which a minimum thickness of 2 feet is required.

John’s River Landfill, Burke County, NC 13315-8 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application (GCL) May 2017
C. Cover soils shall be placed in a manner that prevents the soil from entering the GCL overlap zones. Push the cover soil up slopes, not down slopes, to minimize tensile forces on the GCL.
D. Although direct vehicular contact with the GCL is to be avoided, lightweight, low ground pressure vehicles (such as 4-wheel all-terrain vehicles) may be used to facilitate the installation of any geosynthetic material placed over the GCL. The GCL Supplier or CQA Engineer shall be
contacted with specific recommendations on the appropriate procedures in this situation. E. When a textured geomembrane is installed over the GCL, a temporary geosynthetic covering
known as a slip sheet or rub sheet shall be used to minimize friction during placement and to allow the textured geomembrane to be more easily moved into its final position.
END OF SECTION 13315
John’s River Landfill, Burke County, NC 13400-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 13400 INTERFACE FRICTION AND SOIL STRENGTH TESTING PART 1- GENERAL
1.01 REQUIREMENTS INCLUDE A. Provide personnel, equipment and materials to test materials proposed for use in constructing the
facility to ensure the proposed materials are in accordance with applicable design parameters.
The cost of all tests required under this Section shall be the responsibility of the CONTRACTOR.
1.02 REFERENCES A. American Society for Testing and Materials (ASTM )
1. D5321-92 (1998) Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method.
2. D3080-98 Standard Test Method Direct Shear Test of Soils Under Consolidated Drained
Conditions.
1.03 TESTING LABORARTORY
A. The testing laboratory shall be accredited to conduct ASTM D5321 in accordance with the Geosynthetic Accreditation Institute Laboratory Accreditation Program (GAI – LAP) at the time of testing. Verification of the accreditation shall be provided to the ENGINEER prior to testing.
PART 2- PRODUCTS 2.01 TEST SAMPLES
A. Soil Materials - Soils used for interface friction and/or soil strength testing shall be representative of those that will be used for construction. If a variation is anticipated in soil characteristics that
cannot be appropriately modeled as a composite sample, individual samples of each specific soil material shall be obtained. Obtain a minimum of 75 lbs of each soil for each test. B. Geosynthetic Materials - Geosynthetics used for interface friction testing shall be representative
of those that will be used for construction. Samples shall be obtained from same manufacturer and preferably off of the same rolls anticipated for use in the construction. Obtain a minimum of four samples of each geosynthetic for each test. Take the longest dimension of the samples in the
machine direction of the geosynthetic roll. PART 3- EXECUTION
3.01 SAMPLE PREPARATION
John’s River Landfill, Burke County, NC 13400-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
A. Samples to be used for interface friction and soil strength testing shall be collected, transported,
stored, and prepared in accordance with all applicable ASTM standards. B. Prior to shear testing, all soil samples shall undergo index testing in accordance with the following:

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

C. Prepare samples to appropriately model anticipated field conditions of moisture content and density at which the samples are to be tested. 3.02 LOADING
A. Testing for each interface shall include a minimum of three (3) points corresponding to three (3) compressive loadings. The loadings shall be as specified for each in paragraph 3.03.A below.
3.03 REQUIRED TESTING A. The following tests are required for this project. Additional testing may be required by the
ENGINEER based on material variability and unanticipated conditions. 1. FINAL COVER SYSTEM (ASTM D5321)

a. Intermediate Cover soil vs. Geosynthetic clay liner (GCL) with high end of moisture range and proper compaction. Normal loads: 250 psf, 1000 psf, and 2000 psf. And a shear rate of 0.04 in/min.
b. Protective Cover Soil vs. Geosynthetic clay liner (GCL) with high end of moisture range and proper compaction. Normal loads: 250 psf, 1000 psf, and 2000 psf. And a shear rate of 0.04 in/min.
3.04 MATERIAL REQUIREMENTS A. The peak interface friction angle shall be greater than 26.4 degrees for each interface of the soils
and GCL for the cover materials to be considered as having acceptable friction characteristics unless otherwise allowed by the ENGINEER.
3.05 TEST RESULTS
A. All test results shall be submitted to the ENGINEER prior to the delivery of the materials to the project.
B. Test reports shall conform to all reporting requirements of ASTM D5321, including, but not limited to: data and results for peak and large-displacement friction angles, a plot of the failure
envelopes showing friction angles and adhesion values, and notification of any departure from
the test procedures of ASTM D5321.
John’s River Landfill, Burke County, NC 13400-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
C. The ENGINEER shall review the test data for conformance with the specifications.
D. The ENGINEER will either accept the test results or require additional testing. The ENGINEER may request up to 5 points per test to define a material property.
E. Acceptance by the ENGINEER shall not relieve the CONTRACTOR from the responsibility of providing material and constructing it in such a way that the required frictional characteristics are obtained.

END OF SECTION 13400
John’s River Landfill, Burke County, NC 13910-1 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
SECTION 13910 LANDFILL GAS VENTS PART 1- GENERAL 1.01 SCOPE OF APPLICATION A. Supply all equipment, materials and labor needed to install the landfill gas (LFG) vents as
specified herein and as indicated on the Drawings. 1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):
1. ASTM C136 - Standard Method for Sieve Analysis of Fine and Coarse Aggregates. 2. ASTM C702 - Standard Practice for Reducing Field Samples of Aggregate to Testing
Size. 3. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of
Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)). 4. ASTM D2487 - Standard Test Method for Classification of Soils for Engineering Purposes. 5. ASTM D2488 - Standard Practice for Description of Soils (Visual-Manual Procedure). 6. ASTM D2922 - Standard Test Methods for Density of Soil and Soil-Aggregate In-Place
by Nuclear Methods (Shallow Depth). 7. ASTM D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity
Index of Soils. 8. ASTM D4373 – Standard Test Method for Calcium Carbonate Content of Soils.
1.03 SUBMITTALS
A. Submit to the ENGINEER Certificates of Compliance on materials furnished, and manufacturer’s brochures containing complete information and instructions pertaining to the storage, handling, installation, and inspection of pipe and appurtenances furnished. B. The CONTRACTOR shall submit to the ENGINEER samples of all well backfill materials furnished. C. The CONTRACTOR shall keep detailed well logs and construction diagrams for all wells drilled, including the total depth of the well, the static water level, depth, thickness, and description of soil or waste strata, (including dates from any readable material), and the occurrence of any water bearing zones. Well logs shall be submitted to the ENGINEER.

John’s River Landfill, Burke County, NC 13910-2 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
1.04 SITE CONDITIONS
A. Obstructions and saturated conditions are sometimes encountered when drilling in a landfill, many of which can be drilled through. The CONTRACTOR is expected to make reasonable effort to drill through obstructions and saturated conditions and will be paid for offset re-drilling and boring abandonment only if prior approval is granted in writing by OWNER. CONTRACTOR will be paid for abandonment of abandoned hole and for well installation at new location. 1.05 BASIS OF PAYMENT
A. All work performed under this Section shall be paid for at the contract price (linear foot) for gas well installation and shall include any required boots and surface completions.
PART 2- PRODUCTS
2.01 AGGREGATE
A. Gravel pack shall be No. 57 stone, (non-calcareous rock, quarry certificate required). 2.02 BENTONITE
A. Bentonite shall be pelletized sodium bentonite. 2.03 SOLID WALL PIPE A. All pipe and fittings shall be rigid PVC (Schedule 80) pipe. 2.04 PERFORATED/SLOTTED PIPE A. Perforations in vent piping shall be 1/2-inch diameter spaced 90 degrees around the circumference of the pipe, and 3-inches on center along the pipe.
PART 3- EXECUTION
3.01 DRILLING
A. LFG vents must be installed prior deployment of any geosynthetic materials or construction of a low-permeable soil layer. LFG wells are to be 30-inch diameter. CONTRACTOR must use dry drilling equipment; wet rotary drilling equipment may not be used. All borings shall be made with bucket type augers. B. The locations and depths of borings will be provided by the ENGINEER. The ENGINEER will use available record drawings to establish the appropriate depths of boring. The ENGINEER will be onsite during well drilling to ensure the proper depth of drilling. The boring depths may be adjusted in the field by the ENGINEER. Two reasons limiting depth might be as follows:
1. If water is encountered in a boring, the CONTRACTOR may be directed to drill beyond
John’s River Landfill, Burke County, NC 13910-3 Joyce Engineering, Inc. C&D Expansion – Permit to Construct Application May 2017
the point at which it was encountered. If wet conditions remain, the boring may be terminated and the length of perforated pipe adjusted by the ENGINEER, or the well may be
relocated. If wet conditions cease (e.g. due to trapped water layer), then drilling will continue to the design depth. 2. Unsuitable Drilling is defined as drilling that must be abandoned (as approved by onsite ENGINEER) due to physical limitations before 75% of the specified depth is reached. 3. Each extraction well location and elevation shall be established and staked based on pre-construction survey of the closure area. Final well locations should be surveyed by a licensed
surveyor with a record drawing provided under the provisions of Specification 01720. C. As soon as drilling is completed, a safety screen shall be placed over the top of the bore. This
screen shall stay in place until backfilling is within 4 feet of the surface. Safety screen size should be large enough to accommodate all backfill materials and any tools used during backfill yet not large enough for any human to accidentally fall through.
D. The bore for the well shall be straight and the well pipe shall be installed in the center of the bore hole. The CONTRACTOR will take all tension off of the pipe by mechanical means
and center the pipe in the middle of the borehole before starting to backfill. E. PVC well pipe shall be solvent cemented and lag bolted.
3.02 BACKFILLING A. Backfilling of the well shall commence immediately after well drilling is completed and the well piping has been installed in the borehole. Backfill materials shall be installed as indicated on the Drawings and as approved by the ENGINEER. B. Gravel pack shall be poured or scooped through the screen at a rate that will not endanger the integrity of the well casing. C. The bentonite seal shall be hydrated with 5 gallons of potable water.
D. Soil backfill shall be rodded in the boring to provide even distribution and compaction.
3.03 DISPOSAL A. Refuse from well drilling operations shall be the CONTRACTOR’S responsibility to dispose
of at the on-site landfill working face. No tipping fee will apply. 3.04 HEALTH AND SAFETY A. The Contractor shall be responsible of job site safety, and have a Health and Safety Plan for the proposed work to comply with State and Federal regulations. END OF SECTION 13910

APPENDIX 3
E&S PLAN CALCULATIONS

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1
Job: Burke County - C&D Landfill Expansion
Job Number:
Calculated By: MM Date: 5/17/2017
Checked By: Date:
Subject: Stormwater Design - Outlet Protection
Sheet: 3
Outlet Protection Design (OP-11 & OP-12)
Slope Drain Outlets - Worst Case
The 18" pipe discharges at a flowrate of 4.26 cfs (10-year, 24 hours storm)
1. Tailwater
Minimum Tailwater Conditions
2. Apron Requirements
From Figure RR-6
La = Length of apron [ft]
=4 [ft]
d50 riprap =6 [in]
apron width at outlet = 3*Pipe Diameter
= 3*1.5 ft
=4.5 [ft]
apron width at end = Pipe Diameter + La
= 1.5 ft + 4 ft
=5.5 [ft]
277.1602.11 Task 1
Job: Burke County - C&D Landfill Expansion
Job Number:
Calculated By: MM Date: 5/17/2017
Checked By: Date:
Subject: Stormwater Design - OP-13 Outlet Protection
Sheet: 4
Outlet Protection Design
OP-13
The 18" pipe discharges onto flat ground at 10 cfs (10 year, 24 hours storm)
1. Tailwater
Minimum Tailwater Conditions
2. Apron Requirements
From Figure RR-6
La = Length of apron [ft]
=10 [ft]
d50 riprap =6 [in]
apron width at outlet = 3*Pipe Diameter
= 3*1.5 ft
=4.5 [ft]
apron width at end = Pipe Diameter + La
= 1.5 ft + 10 ft
=11.5 [ft]
277.1602.11 Task 1
Job: Burke County - C&D Landfill Expansion
Job Number:
Calculated By: MM Date: 5/17/2017
Checked By: Date:
Subject: Stormwater Design - Level Spreader
Sheet: 5
Design Criteria
Peak Flow
Peak Flow rate: 8.83 cfs (10-year, 24-hour storm)
Minimum Dimensions for Level Spreader
Entrance Width 10 ft
Depth 0.5 ft
End With 3 ft
Length 10 ft
277.1602.11 Task 1
Job: Burke County - C&D Landfill Expansion
Job Number:
Calculated By: MM Date: 5/17/2017
Checked By: Date:
Subject: Stormwater Design - Temp Sediment Trap
Sheet: 6
Design Calculations:
Area = around 5 acres
Minimum Volume = 18,000 ft3 (3600 cuft/acre x 5 acres)
Minimum Surface Area Required = 4,811 sq ft (435 sqft/Q10 cfs x 11.06 cfs (Q10 cfs))
Minimum Depth = 3.5 ft
Area =5142.857 sq ft (18,000 cuft (volume)/3.5 ft (Depth))
Limiting Area =5,143 sq ft
Length to width ratio 2:1
L=2W & L * W = Area
2W2 =5,143
Minimum Design Criteria
W=51 ft and L= 101 ft
Trap Dimensions
W = 60 ft and L =120 ft
277.1602.11 Task 1

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JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
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RWH
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MM
05/26/179731-F SOUTHERN PINE BLVD.
CHARLOTTE, NC 28273
PHONE: [phone]
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JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2017
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DRAINAGE AREA MAP
RWH
NC CORP LIC: C-0782
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APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
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All rights reserved.
Ó Joyce Engineering, Inc.
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L:\Burke County\2016 phase 2-4 permitting (not hydrogeo)\ENGINEERING PLAN\DRAINAGE AREA MAP.dwg Layout=Layout1 (2)
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AUTODESK STORM AND SANITARY ANALYSIS®
10-YEAR, 24-HOUR STORM EVENT

Project Description
Burke County - E&S 03 31 2017- Final.SPF
Project Options
CFSElevationSCS TR-55
SCS TR-55
Kinematic Wave
YES
YES
Analysis Options
May 25, 2017 00:00:00May 29, 2017 00:00:00
May 25, 2017 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Number of Elements
Qty
1
13
23
20
3
0
0
0
20146000000
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall RainfallIDSourceIDTypeUnitsPeriodDepthDistribution(years)(inches)1 Rain Gage-01 Time Series 10 Year - Burke County Cumulative inches North Carolina Burke 10 5.50 SCS Type II 24-hr
Outlets .......................................................................Pollutants ...........................................................................Land Uses ..........................................................................
Links....................................................................................
Channels ...................................................................
Pipes ..........................................................................
Pumps .......................................................................
Orifices ......................................................................
Weirs .........................................................................
Nodes..................................................................................
Junctions ...................................................................
Outfalls ......................................................................
Flow Diversions .........................................................
Inlets ..........................................................................
Storage Nodes ...........................................................
Runoff (Dry Weather) Time Step .......................................
Runoff (Wet Weather) Time Step ......................................
Reporting Time Step ..........................................................
Routing Time Step .............................................................
Rain Gages ........................................................................
Subbasins...........................................................................
Enable Overflow Ponding at Nodes ...................................
Skip Steady State Analysis Time Periods ..........................
Start Analysis On ...............................................................End Analysis On .................................................................
Start Reporting On .............................................................
Antecedent Dry Days .........................................................
File Name ...........................................................................
Flow Units ..........................................................................Elevation Type ...................................................................Hydrology Method ..............................................................
Time of Concentration (TOC) Method ...............................
Link Routing Method ..........................................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time ofIDCurveRainfallRunoffRunoffRunoffConcentrationNumberVolume(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)1 DA-01 0.56 61.00 5.50 1.68 0.94 1.46 0 00:04:272DA-02 1.17 61.00 5.50 1.68 1.96 2.93 0 00:05:313DA-03 1.75 61.00 5.50 1.68 2.94 3.68 0 00:12:544DA-04 0.41 61.00 5.50 1.68 0.69 1.00 0 00:06:185DA-06 0.80 61.00 5.50 1.68 1.34 2.33 0 00:01:046DA-07 1.00 61.00 5.50 1.68 1.68 2.34 0 00:07:557DA-08 1.34 61.00 5.50 1.68 2.25 3.02 0 00:09:528DA-09 0.41 61.00 5.50 1.68 0.69 0.95 0 00:08:209DA-10 0.70 61.00 5.50 1.68 1.18 1.68 0 00:06:4310DA-11 0.20 61.00 5.50 1.68 0.34 0.46 0 00:08:0211DA-12 3.80 61.00 5.50 1.68 6.38 9.07 0 00:07:0512DA-13 0.25 100.00 5.50 5.50 1.38 1.90 0 00:00:1813DA-5 0.63 61.00 5.50 1.68 1.06 1.81 0 00:01:19
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total TimeIDTypeElevation(Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded FloodedElevationElevationAttainedDepthAttainedFloodingVolumeAttainedOccurrence(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)1 DA-05 Junction 1078.00 1080.00 1078.00 0.00 0.00 1.56 1078.13 0.00 1.87 0 00:00 0.00 0.002Jun-01 Junction 1075.00 1077.00 1075.00 1081.00 0.00 9.44 1075.34 0.00 2.16 0 00:00 0.00 0.003Jun-03 Junction 1074.00 1076.00 1074.00 0.00 0.00 9.43 1074.51 0.00 1.49 0 00:00 0.00 0.004Jun-1 Junction 1056.50 1058.50 1056.50 0.00 0.00 8.72 1056.97 0.00 1.53 0 00:00 0.00 0.005Jun-28 Junction 1074.00 1076.00 1074.00 0.00 0.00 3.23 1074.53 0.00 1.47 0 00:00 0.00 0.006Jun-29 Junction 1109.00 1111.00 1109.00 0.00 0.00 1.42 1109.31 0.00 1.69 0 00:00 0.00 0.007Jun-3 Junction 1043.00 1050.00 1043.00 0.00 0.00 10.00 1046.45 0.00 3.55 0 00:00 0.00 0.008Jun-30 Junction 1096.00 1098.00 1096.00 0.00 0.00 2.80 1096.54 0.00 1.46 0 00:00 0.00 0.009Jun-32 Junction 1040.00 1044.00 1040.00 97.77 0.00 10.00 1042.00 0.00 2.00 0 00:00 0.00 0.0010Jun-34 Junction 1106.00 1108.00 1106.00 0.00 0.00 2.29 1106.48 0.00 1.52 0 00:00 0.00 0.0011Jun-35 Junction 1111.00 1113.00 1111.00 0.00 0.00 2.33 1111.48 0.00 1.52 0 00:00 0.00 0.0012Jun-36 Junction 1082.00 1084.00 1082.00 0.00 0.00 4.26 1082.48 0.00 1.52 0 00:00 0.00 0.0013Jun-37 Junction 1086.00 1088.00 1086.00 0.00 0.00 1.93 1086.48 0.00 1.52 0 00:00 0.00 0.0014Jun-38 Junction 1126.00 1128.00 1126.00 0.00 0.00 1.45 1126.31 0.00 1.69 0 00:00 0.00 0.0015Jun-39 Junction 1078.00 1080.00 1078.00 0.00 0.00 5.17 1078.34 0.00 2.16 0 00:00 0.00 0.0016Jun-40 Junction 1120.00 1122.00 1121.00 0.00 0.00 5.17 1121.63 0.00 1.37 0 00:00 0.00 0.0017Jun-41 Junction 1124.00 1126.00 1124.00 0.00 0.00 2.45 1124.64 0.00 1.36 0 00:00 0.00 0.00
18 Jun-42 Junction 1126.00 1128.00 1126.00 0.00 0.00 1.63 1126.63 0.00 1.37 0 00:00 0.00 0.00
19 Jun-43 Junction 1071.00 1077.00 1071.00 1077.00 0.00 8.00 1071.47 0.00 5.53 0 00:00 0.00 0.00
20 Jun-44 Junction 0.00 6.00 0.00 6.00 0.00 8.90 1116.39 0.00 2.61 0 00:00 0.00 0.00
21 OF-01 Outfall 0.00 8.83 1069.39
22 SB-1A Outfall 1070.00 9.31 1070.51
23 ST-04 Outfall 1042.00 11.06 1042.00
Link Summary
SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time ReportedIDType(Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged ConditionNodeElevationElevationRatioTotal DepthRatio(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min)1 Culvert(Existing)Pipe Jun-39 Jun-01 40.00 1078.00 1075.00 7.5000 30.000 0.0110 5.18 132.75 0.04 13.09 0.33 0.13 0.00 Calculated2Link-3 Pipe Jun-3 Jun-32 77.00 1043.00 1040.00 3.9000 18.000 0.0130 10.00 20.73 0.48 11.62 0.72 0.49 0.00 Calculated3Link-38 Pipe Jun-32 ST-04 36.94 1042.00 1042.00 0.0000 0.000 0.0320 10.00 0.00 0.03 0.00 0.53 0.26 0.00 Calculated4SA-02(a)Pipe Jun-34 Jun-36 75.41 1106.00 1079.00 35.8000 18.000 0.0150 2.29 51.36 0.04 14.71 0.21 0.14 0.00 Calculated5SD-01 Pipe Jun-29 Jun-43 109.00 1109.00 1071.00 34.8600 18.000 0.0150 1.42 53.75 0.03 13.07 0.17 0.11 0.00 Calculated6SD-02(b)Pipe Jun-36 Jun-01 20.59 1079.00 1075.00 19.4300 18.000 0.0150 4.26 53.08 0.08 18.02 0.28 0.19 0.00 Calculated7Link-03 Channel Jun-01 Jun-03 11.42 1075.00 1074.00 8.7600 24.000 0.0180 9.43 482.73 0.02 8.96 0.27 0.14 0.008Link-36 Channel Jun-30 Jun-28 715.60 1096.00 1074.00 3.0700 24.000 0.0320 2.80 94.34 0.03 3.63 0.53 0.26 0.009Link-40 Channel Jun-35 Jun-34 414.62 1111.00 1106.00 1.2100 24.000 0.0180 2.29 105.04 0.02 3.45 0.48 0.24 0.0010Link-42 Channel Jun-37 Jun-36 475.00 1086.00 1082.00 0.8400 24.000 0.0180 1.97 87.77 0.02 4.07 0.48 0.24 0.0011Link-43 Channel Jun-38 Jun-29 382.16 1126.00 1109.00 4.4500 24.000 0.0180 1.42 201.73 0.01 4.96 0.31 0.16 0.0012Link-47 Channel Jun-42 Jun-41 450.27 1126.00 1124.00 0.4400 24.000 0.0320 1.58 35.86 0.04 1.73 0.61 0.31 0.0013Link-48 Channel Jun-41 Jun-40 318.00 1124.00 1121.00 0.9400 24.000 0.0320 2.42 52.26 0.05 2.09 0.62 0.32 0.0014SCC-12(Existing)Channel Jun-03 SB-1A 438.59 1074.00 1070.00 0.9100 24.000 0.0180 9.31 155.79 0.06 4.12 0.49 0.25 0.0015SCC-13(Existing)Channel Jun-40 Jun-39 309.00 1120.00 1078.00 13.5900 24.000 0.0180 5.17 601.43 0.01 8.53 0.17 0.09 0.0016SCC-17(b)Channel Jun-43 Jun-1 521.00 1071.00 1056.50 2.7800 24.000 0.0320 7.92 153.08 0.05 3.89 0.46 0.23 0.0017SCC-17(c)Channel Jun-1 Jun-3 256.00 1054.00 1046.00 3.1300 24.000 0.0320 8.70 185.84 0.05 4.52 0.43 0.22 0.00
18 SCC-18 Channel DA-05 Jun-3 348.00 1078.00 1046.00 9.2000 24.000 0.0320 1.55 278.26 0.01 3.51 0.13 0.07 0.00
19 SCC-19 Channel Jun-44 OF-01 1100.00 1116.00 1069.00 4.2700 36.000 0.0180 8.83 761.80 0.01 7.47 0.39 0.13 0.00
20 SSC-17(a)Channel Jun-28 Jun-43 114.73 1074.00 1071.00 2.6100 24.000 0.0320 3.23 148.38 0.02 2.86 0.29 0.15 0.00
Subbasin Hydrology
Subbasin : DA-01
Input Data
Area (ac) ........................................................................0.56Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.56 B 61.00Composite Area & Weighted CN 0.56 61.00
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
Where :
Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft)
Channel Flow Equation :
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft²)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :71 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00 Velocity (ft/sec) :0.31 0.00 0.00 Computed Flow Time (min) :3.86 0.00 0.00
Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :382.1551 0.00 0.00 Channel Slope (%) :1.8 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :10.75 0.00 0.00 Computed Flow Time (min) :0.59 0.00 0.00
Total TOC (min) ..................4.46
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50
Total Runoff (in) .............................................................1.68
Peak Runoff (cfs) ...........................................................1.46
Weighted Curve Number ...............................................61.00
Time of Concentration (days hh:mm:ss) ........................0 00:04:28
Subbasin : DA-01
Subbasin : DA-02
Input Data
Area (ac) ........................................................................1.17Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 1.17 B 61.00Composite Area & Weighted CN 1.17 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :90 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.32 0.00 0.00
Computed Flow Time (min) :4.67 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :715.6 0.00 0.00
Channel Slope (%) :3.1 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.65 0.00 0.00 Velocity (ft/sec) :14.07 0.00 0.00 Computed Flow Time (min) :0.85 0.00 0.00Total TOC (min) ..................5.52
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................2.93Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:05:31
Subbasin : DA-02
Subbasin : DA-03
Input Data
Area (ac) ........................................................................1.75Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 1.75 B 61.00Composite Area & Weighted CN 1.75 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :300 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.41 0.00 0.00
Computed Flow Time (min) :12.24 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :50 0.00 0.00
Slope (%) :33.3 0.00 0.00
Surface Type :Grassed waterway Unpaved Unpaved
Velocity (ft/sec) :8.66 0.00 0.00 Computed Flow Time (min) :0.10 0.00 0.00
Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :521 0.00 0.00 Channel Slope (%) :2.75 0.00 0.00 Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :15.10 0.00 0.00 Computed Flow Time (min) :0.58 0.00 0.00Total TOC (min) ..................12.91
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................3.68Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:12:55
Subbasin : DA-03
Subbasin : DA-04
Input Data
Area (ac) ........................................................................0.41Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.41 B 61.00Composite Area & Weighted CN 0.41 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :125 0.00 0.00 Slope (%) :33 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.34 0.00 0.00
Computed Flow Time (min) :6.10 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :202 0.00 0.00
Channel Slope (%) :3.13 0.00 0.00
Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :16.11 0.00 0.00 Computed Flow Time (min) :0.21 0.00 0.00Total TOC (min) ..................6.31
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................1.00Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:06:19
Subbasin : DA-04
Subbasin : DA-06
Input Data
Area (ac) ........................................................................0.80Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.80 B 61.00Composite Area & Weighted CN 0.80 61.00
Time of Concentration
Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :475 0.00 0.00 Channel Slope (%) :0.84 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00
Wetted Perimeter (ft) :12.65 0.00 0.00
Velocity (ft/sec) :7.32 0.00 0.00
Computed Flow Time (min) :1.08 0.00 0.00
Total TOC (min) ..................1.08
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50
Total Runoff (in) .............................................................1.68
Peak Runoff (cfs) ...........................................................2.33Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:01:05
Subbasin : DA-06
Subbasin : DA-07
Input Data
Area (ac) ........................................................................1.00Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 1.00 B 61.00Composite Area & Weighted CN 1.00 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :153 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.36 0.00 0.00
Computed Flow Time (min) :7.14 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :419 0.00 0.00
Channel Slope (%) :1.21 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :8.81 0.00 0.00 Computed Flow Time (min) :0.79 0.00 0.00Total TOC (min) ..................7.93
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................2.34Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:07:56
Subbasin : DA-07
Subbasin : DA-08
Input Data
Area (ac) ........................................................................1.34Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 1.34 B 61.00Composite Area & Weighted CN 1.34 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :225 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.39 0.00 0.00
Computed Flow Time (min) :9.72 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :309 0.00 0.00
Channel Slope (%) :13.9 0.00 0.00
Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :33.95 0.00 0.00 Computed Flow Time (min) :0.15 0.00 0.00Total TOC (min) ..................9.88
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................3.02Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:09:53
Subbasin : DA-08
Subbasin : DA-09
Input Data
Area (ac) ........................................................................0.41Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.41 B 61.00Composite Area & Weighted CN 0.41 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :167 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.36 0.00 0.00
Computed Flow Time (min) :7.66 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :318 0.00 0.00
Channel Slope (%) :0.94 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :7.77 0.00 0.00 Computed Flow Time (min) :0.68 0.00 0.00Total TOC (min) ..................8.34
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................0.95Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:08:20
Subbasin : DA-09
Subbasin : DA-10
Input Data
Area (ac) ........................................................................0.70Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.70 B 61.00Composite Area & Weighted CN 0.70 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :41 0.00 0.00 Slope (%) :5 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.13 0.00 0.00
Computed Flow Time (min) :5.32 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :450.27 0.00 0.00
Channel Slope (%) :0.44 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :5.32 0.00 0.00 Computed Flow Time (min) :1.41 0.00 0.00Total TOC (min) ..................6.73
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................1.68Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:06:44
Subbasin : DA-10
Subbasin : DA-11
Input Data
Area (ac) ........................................................................0.20Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.20 B 61.00Composite Area & Weighted CN 0.20 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :174 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.37 0.00 0.00
Computed Flow Time (min) :7.92 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :113 0.00 0.00
Channel Slope (%) :2.61 0.00 0.00
Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :14.71 0.00 0.00 Computed Flow Time (min) :0.13 0.00 0.00Total TOC (min) ..................8.04
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................0.46Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:08:02
Subbasin : DA-11
Subbasin : DA-12
Input Data
Area (ac) ........................................................................3.80Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 3.80 B 61.00Composite Area & Weighted CN 3.80 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :60 0.00 0.00 Slope (%) :7 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.16 0.00 0.00
Computed Flow Time (min) :6.30 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :1100 0.00 0.00
Channel Slope (%) :4.3 0.00 0.00
Cross Section Area (ft²) :33 0.00 0.00 Wetted Perimeter (ft) :21 0.00 0.00 Velocity (ft/sec) :23.20 0.00 0.00 Computed Flow Time (min) :0.79 0.00 0.00Total TOC (min) ..................7.09
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................9.07Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:07:05
Subbasin : DA-12
Subbasin : DA-13
Input Data
Area (ac) ........................................................................0.25Weighted Curve Number ...............................................100.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group NumberPaved roads with curbs & sewers 0.25 B 100.00Composite Area & Weighted CN 0.25 100.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :0.5 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.03 0.00 0.00
Computed Flow Time (min) :0.30 0.00 0.00
Total TOC (min) ..................0.30
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50
Total Runoff (in) .............................................................5.50
Peak Runoff (cfs) ...........................................................1.90
Weighted Curve Number ...............................................100.00
Time of Concentration (days hh:mm:ss) ........................0 00:00:18
Subbasin : DA-13
Subbasin : DA-5
Input Data
Area (ac) ........................................................................0.63Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.63 B 61.00Composite Area & Weighted CN 0.63 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :15 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.22 0.00 0.00
Computed Flow Time (min) :1.11 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :348 0.00 0.00
Channel Slope (%) :9 0.00 0.00
Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :27.32 0.00 0.00 Computed Flow Time (min) :0.21 0.00 0.00Total TOC (min) ..................1.33
Subbasin Runoff Results
Total Rainfall (in) ............................................................5.50Total Runoff (in) .............................................................1.68Peak Runoff (cfs) ...........................................................1.81Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:01:20
Subbasin : DA-5
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded MinimumIDElevation(Max)(Max)Water Water Elevation Depth Area PipeElevationOffsetElevationDepthCover(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)1 DA-05 1078.00 1080.00 2.00 1078.00 0.00 0.00 -1080.00 0.00 0.002Jun-01 1075.00 1077.00 2.00 1075.00 0.00 1081.00 4.00 0.00 0.003Jun-03 1074.00 1076.00 2.00 1074.00 0.00 0.00 -1076.00 0.00 0.004Jun-1 1056.50 1058.50 2.00 1056.50 0.00 0.00 -1058.50 0.00 0.005Jun-28 1074.00 1076.00 2.00 1074.00 0.00 0.00 -1076.00 0.00 0.006Jun-29 1109.00 1111.00 2.00 1109.00 0.00 0.00 -1111.00 0.00 0.007Jun-3 1043.00 1050.00 7.00 1043.00 0.00 0.00 -1050.00 0.00 0.008Jun-30 1096.00 1098.00 2.00 1096.00 0.00 0.00 -1098.00 0.00 0.009Jun-32 1040.00 1044.00 4.00 1040.00 0.00 97.77 -946.23 0.00 0.0010Jun-34 1106.00 1108.00 2.00 1106.00 0.00 0.00 -1108.00 0.00 0.0011Jun-35 1111.00 1113.00 2.00 1111.00 0.00 0.00 -1113.00 0.00 0.0012Jun-36 1082.00 1084.00 2.00 1082.00 0.00 0.00 -1084.00 0.00 0.0013Jun-37 1086.00 1088.00 2.00 1086.00 0.00 0.00 -1088.00 0.00 0.0014Jun-38 1126.00 1128.00 2.00 1126.00 0.00 0.00 -1128.00 0.00 0.0015Jun-39 1078.00 1080.00 2.00 1078.00 0.00 0.00 -1080.00 0.00 0.0016Jun-40 1120.00 1122.00 2.00 1121.00 1.00 0.00 -1122.00 0.00 0.0017Jun-41 1124.00 1126.00 2.00 1124.00 0.00 0.00 -1126.00 0.00 0.0018Jun-42 1126.00 1128.00 2.00 1126.00 0.00 0.00 -1128.00 0.00 0.00
19 Jun-43 1071.00 1077.00 6.00 1071.00 0.00 1077.00 0.00 0.00 0.00
20 Jun-44 0.00 6.00 6.00 0.00 0.00 6.00 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total TimeIDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGL Peak Flooded FloodedInflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolumeAttainedOccurrence(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)1 DA-05 1.56 1.56 1078.13 0.13 0.00 1.87 1078.00 0.00 0 12:00 0 00:00 0.00 0.002Jun-01 9.44 0.00 1075.34 0.34 0.00 2.16 1075.01 0.01 0 12:06 0 00:00 0.00 0.003Jun-03 9.43 0.00 1074.51 0.51 0.00 1.49 1074.01 0.01 0 12:06 0 00:00 0.00 0.004Jun-1 8.72 0.96 1056.97 0.47 0.00 1.53 1056.51 0.01 0 12:07 0 00:00 0.00 0.005Jun-28 3.23 0.46 1074.53 0.53 0.00 1.47 1074.02 0.02 0 12:06 0 00:00 0.00 0.006Jun-29 1.42 0.00 1109.31 0.31 0.00 1.69 1109.01 0.01 0 12:01 0 00:00 0.00 0.007Jun-3 10.00 0.00 1046.45 3.45 0.00 3.55 1046.01 3.01 0 12:07 0 00:00 0.00 0.008Jun-30 2.80 2.80 1096.54 0.54 0.00 1.46 1096.02 0.02 0 12:00 0 00:00 0.00 0.009Jun-32 10.00 0.00 1042.00 2.00 0.00 2.00 1042.00 2.00 0 00:00 0 00:00 0.00 0.0010Jun-34 2.29 0.00 1106.48 0.48 0.00 1.52 1106.02 0.02 0 12:06 0 00:00 0.00 0.0011Jun-35 2.33 2.33 1111.48 0.48 0.00 1.52 1111.02 0.02 0 12:05 0 00:00 0.00 0.0012Jun-36 4.26 0.00 1082.48 0.48 0.00 1.52 1082.02 0.02 0 12:05 0 00:00 0.00 0.0013Jun-37 1.93 1.93 1086.48 0.48 0.00 1.52 1086.02 0.02 0 12:05 0 00:00 0.00 0.0014Jun-38 1.45 1.45 1126.31 0.31 0.00 1.69 1126.01 0.01 0 12:00 0 00:00 0.00 0.0015Jun-39 5.17 0.00 1078.34 0.34 0.00 2.16 1078.01 0.01 0 12:06 0 00:00 0.00 0.0016Jun-40 5.17 3.01 1121.63 1.63 0.00 1.37 1121.03 1.03 0 12:08 0 00:00 0.00 0.0017Jun-41 2.45 0.95 1124.64 0.64 0.00 1.36 1124.03 0.03 0 12:06 0 00:00 0.00 0.00
18 Jun-42 1.63 1.63 1126.63 0.63 0.00 1.37 1126.02 0.02 0 12:05 0 00:00 0.00 0.00
19 Jun-43 8.00 3.47 1071.47 0.47 0.00 5.53 1071.01 0.01 0 12:06 0 00:00 0.00 0.00
20 Jun-44 8.90 8.90 1116.39 1116.39 0.00 2.61 1116.01 1116.01 0 12:05 0 00:00 0.00 0.00
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial FlapIDInvertInvertInvertInvertDropSlopeRoughnessLossesLossesLossesFlowGateElevationOffsetElevationOffset(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)1 Link-03 11.42 1075.00 0.00 1074.00 0.00 1.00 8.7600 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No2Link-36 715.60 1096.00 0.00 1074.00 0.00 22.00 3.0700 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No3Link-40 414.62 1111.00 0.00 1106.00 0.00 5.00 1.2100 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No4Link-42 475.00 1086.00 0.00 1082.00 0.00 4.00 0.8400 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No5Link-43 382.16 1126.00 0.00 1109.00 0.00 17.00 4.4500 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No6Link-47 450.27 1126.00 0.00 1124.00 0.00 2.00 0.4400 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No7Link-48 318.00 1124.00 0.00 1121.00 1.00 3.00 0.9400 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No8SCC-12(Existing)438.59 1074.00 0.00 1070.00 0.00 4.00 0.9100 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No9SCC-13(Existing)309.00 1120.00 0.00 1078.00 0.00 42.00 13.5900 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No10SCC-17(b)521.00 1071.00 0.00 1056.50 0.00 14.50 2.7800 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No11SCC-17(c)256.00 1054.00 -2.50 1046.00 3.00 8.00 3.1300 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No12SCC-18 348.00 1078.00 0.00 1046.00 3.00 32.00 9.2000 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No13SCC-19 1100.00 1116.00 1116.00 1069.00 1069.00 47.00 4.2700 Trapezoidal 3.000 20.000 0.0180 0.5000 0.5000 0.0000 0.00 No14SSC-17(a)114.73 1074.00 0.00 1071.00 0.00 3.00 2.6100 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No
Channel Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude ReportedIDFlowPeak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number ConditionOccurrenceRatioTotal DepthRatio(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)1 Link-03 9.43 0 12:06 482.73 0.02 8.96 0.02 0.27 0.14 0.002Link-36 2.80 0 12:06 94.34 0.03 3.63 3.29 0.53 0.26 0.003Link-40 2.29 0 12:06 105.04 0.02 3.45 2.00 0.48 0.24 0.004Link-42 1.97 0 12:05 87.77 0.02 4.07 1.95 0.48 0.24 0.005Link-43 1.42 0 12:01 201.73 0.01 4.96 1.28 0.31 0.16 0.006Link-47 1.58 0 12:07 35.86 0.04 1.73 4.34 0.61 0.31 0.007Link-48 2.42 0 12:08 52.26 0.05 2.09 2.54 0.62 0.32 0.008SCC-12(Existing)9.31 0 12:07 155.79 0.06 4.12 1.77 0.49 0.25 0.009SCC-13(Existing)5.17 0 12:06 601.43 0.01 8.53 0.60 0.17 0.09 0.0010SCC-17(b)7.92 0 12:07 153.08 0.05 3.89 2.23 0.46 0.23 0.0011SCC-17(c)8.70 0 12:07 185.84 0.05 4.52 0.94 0.43 0.22 0.0012SCC-18 1.55 0 12:01 278.26 0.01 3.51 1.65 0.13 0.07 0.0013SCC-19 8.83 0 12:06 761.80 0.01 7.47 2.45 0.39 0.13 0.0014SSC-17(a)3.23 0 12:06 148.38 0.02 2.86 0.67 0.29 0.15 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial FlapIDInvertInvertInvertInvertDropSlopeShapeDiameter or Width Roughness Losses Losses Losses Flow GateElevationOffsetElevationOffsetHeight(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)1 Culvert(Existing)40.00 1078.00 0.00 1075.00 0.00 3.00 7.5000 CIRCULAR 30.000 30.000 0.0110 0.5000 0.5000 0.0000 0.00 No2Link-3 77.00 1043.00 0.00 1040.00 0.00 3.00 3.9000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No3Link-38 36.94 1042.00 2.00 1042.00 0.00 0.00 0.0000 Dummy 0.000 0.000 0.0320 0.5000 0.5000 0.0000 0.00 No4SA-02(a)75.41 1106.00 0.00 1079.00 -3.00 27.00 35.8000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No5SD-01 109.00 1109.00 0.00 1071.00 0.00 38.00 34.8600 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No6SD-02(b)20.59 1079.00 -3.00 1075.00 0.00 4.00 19.4300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No
No. ofBarrels
111111
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude ReportedIDFlowPeak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number ConditionOccurrenceRatioTotal DepthRatio(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)1 Culvert(Existing)5.18 0 12:06 132.75 0.04 13.09 0.05 0.33 0.13 0.00 Calculated2Link-3 10.00 0 12:06 20.73 0.48 11.62 0.11 0.72 0.49 0.00 Calculated3Link-38 10.00 0 12:06 0.00 0.03 0.00 0.53 0.26 0.00 Calculated4SA-02(a)2.29 0 12:06 51.36 0.04 14.71 0.09 0.21 0.14 0.00 Calculated5SD-01 1.42 0 12:01 53.75 0.03 13.07 0.14 0.17 0.11 0.00 Calculated6SD-02(b)4.26 0 12:06 53.08 0.08 18.02 0.02 0.28 0.19 0.00 Calculated

AUTODESK STORM AND SANITARY ANALYSIS®
25-YEAR, 24-HOUR STORM EVENT

Project Description
Burke County - E&S 03 31 2017- Final.SPF
Project Options
CFSElevationSCS TR-55
SCS TR-55
Kinematic Wave
YES
YES
Analysis Options
May 25, 2017 00:00:00May 29, 2017 00:00:00
May 25, 2017 00:00:00
0 days
0 01:00:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
0 00:05:00 days hh:mm:ss
30 seconds
Number of Elements
Qty
1
13
23
20
3
0
0
0
20146000000
Rainfall Details
SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall RainfallIDSourceIDTypeUnitsPeriodDepthDistribution(years)(inches)1 Rain Gage-01 Time Series 25 Year - Burke County Cumulative inches North Carolina Burke 25 6.20 SCS Type II 24-hr
Outlets .......................................................................Pollutants ...........................................................................Land Uses ..........................................................................
Links....................................................................................
Channels ...................................................................
Pipes ..........................................................................
Pumps .......................................................................
Orifices ......................................................................
Weirs .........................................................................
Nodes..................................................................................
Junctions ...................................................................
Outfalls ......................................................................
Flow Diversions .........................................................
Inlets ..........................................................................
Storage Nodes ...........................................................
Runoff (Dry Weather) Time Step .......................................
Runoff (Wet Weather) Time Step ......................................
Reporting Time Step ..........................................................
Routing Time Step .............................................................
Rain Gages ........................................................................
Subbasins...........................................................................
Enable Overflow Ponding at Nodes ...................................
Skip Steady State Analysis Time Periods ..........................
Start Analysis On ...............................................................End Analysis On .................................................................
Start Reporting On .............................................................
Antecedent Dry Days .........................................................
File Name ...........................................................................
Flow Units ..........................................................................Elevation Type ...................................................................Hydrology Method ..............................................................
Time of Concentration (TOC) Method ...............................
Link Routing Method ..........................................................
Subbasin Summary
SN Subbasin Area Weighted Total Total Total Peak Time ofIDCurveRainfallRunoffRunoffRunoffConcentrationNumberVolume(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)1 DA-01 0.56 61.00 6.20 2.14 1.20 1.90 0 00:04:272DA-02 1.17 61.00 6.20 2.14 2.50 3.81 0 00:05:313DA-03 1.75 61.00 6.20 2.14 3.75 4.77 0 00:12:544DA-04 0.41 61.00 6.20 2.14 0.88 1.30 0 00:06:185DA-06 0.80 61.00 6.20 2.14 1.71 3.00 0 00:01:046DA-07 1.00 61.00 6.20 2.14 2.14 3.03 0 00:07:557DA-08 1.34 61.00 6.20 2.14 2.87 3.91 0 00:09:528DA-09 0.41 61.00 6.20 2.14 0.88 1.23 0 00:08:209DA-10 0.70 61.00 6.20 2.14 1.50 2.18 0 00:06:4310DA-11 0.20 61.00 6.20 2.14 0.43 0.60 0 00:08:0211DA-12 3.80 61.00 6.20 2.14 8.13 11.78 0 00:07:0512DA-13 0.25 100.00 6.20 6.20 1.55 2.14 0 00:00:1813DA-5 0.63 61.00 6.20 2.14 1.35 2.33 0 00:01:19
Node Summary
SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total TimeIDTypeElevation(Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded FloodedElevationElevationAttainedDepthAttainedFloodingVolumeAttainedOccurrence(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)1 DA-05 Junction 1078.00 1080.00 1078.00 0.00 0.00 1.95 1078.15 0.00 1.85 0 00:00 0.00 0.002Jun-01 Junction 1075.00 1077.00 1075.00 1081.00 0.00 12.26 1075.38 0.00 2.12 0 00:00 0.00 0.003Jun-03 Junction 1074.00 1076.00 1074.00 0.00 0.00 12.25 1074.59 0.00 1.41 0 00:00 0.00 0.004Jun-1 Junction 1056.50 1058.50 1056.50 0.00 0.00 11.34 1057.04 0.00 1.46 0 00:00 0.00 0.005Jun-28 Junction 1074.00 1076.00 1074.00 0.00 0.00 4.17 1074.59 0.00 1.41 0 00:00 0.00 0.006Jun-29 Junction 1109.00 1111.00 1109.00 0.00 0.00 1.84 1109.34 0.00 1.66 0 00:00 0.00 0.007Jun-3 Junction 1043.00 1050.00 1043.00 0.00 0.00 13.04 1046.51 0.00 3.49 0 00:00 0.00 0.008Jun-30 Junction 1096.00 1098.00 1096.00 0.00 0.00 3.67 1096.59 0.00 1.41 0 00:00 0.00 0.009Jun-32 Junction 1040.00 1044.00 1040.00 97.77 0.00 13.04 1042.00 0.00 2.00 0 00:00 0.00 0.0010Jun-34 Junction 1106.00 1108.00 1106.00 0.00 0.00 2.96 1106.52 0.00 1.48 0 00:00 0.00 0.0011Jun-35 Junction 1111.00 1113.00 1111.00 0.00 0.00 3.00 1111.53 0.00 1.47 0 00:00 0.00 0.0012Jun-36 Junction 1082.00 1084.00 1082.00 0.00 0.00 5.45 1082.53 0.00 1.47 0 00:00 0.00 0.0013Jun-37 Junction 1086.00 1088.00 1086.00 0.00 0.00 2.43 1086.52 0.00 1.48 0 00:00 0.00 0.0014Jun-38 Junction 1126.00 1128.00 1126.00 0.00 0.00 1.88 1126.35 0.00 1.65 0 00:00 0.00 0.0015Jun-39 Junction 1078.00 1080.00 1078.00 0.00 0.00 6.80 1078.38 0.00 2.12 0 00:00 0.00 0.0016Jun-40 Junction 1120.00 1122.00 1121.00 0.00 0.00 6.80 1121.70 0.00 1.30 0 00:00 0.00 0.0017Jun-41 Junction 1124.00 1126.00 1124.00 0.00 0.00 3.20 1124.70 0.00 1.30 0 00:00 0.00 0.00
18 Jun-42 Junction 1126.00 1128.00 1126.00 0.00 0.00 2.09 1126.69 0.00 1.31 0 00:00 0.00 0.00
19 Jun-43 Junction 1071.00 1077.00 1071.00 1077.00 0.00 10.38 1071.54 0.00 5.46 0 00:00 0.00 0.00
20 Jun-44 Junction 0.00 6.00 0.00 6.00 0.00 11.41 1116.44 0.00 2.56 0 00:00 0.00 0.00
21 OF-01 Outfall 0.00 11.40 1069.44
22 SB-1A Outfall 1070.00 12.12 1070.58
23 ST-04 Outfall 1042.00 14.28 1042.00
Link Summary
SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time ReportedIDType(Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged ConditionNodeElevationElevationRatioTotal DepthRatio(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min)1 Culvert(Existing)Pipe Jun-39 Jun-01 40.00 1078.00 1075.00 7.5000 30.000 0.0110 6.82 132.75 0.05 14.24 0.38 0.15 0.00 Calculated2Link-3 Pipe Jun-3 Jun-32 77.00 1043.00 1040.00 3.9000 18.000 0.0130 13.04 20.73 0.63 12.39 0.85 0.58 0.00 Calculated3Link-38 Pipe Jun-32 ST-04 36.94 1042.00 1042.00 0.0000 0.000 0.0320 13.04 0.00 0.04 0.00 0.58 0.29 0.00 Calculated4SA-02(a)Pipe Jun-34 Jun-36 75.41 1106.00 1079.00 35.8000 18.000 0.0150 2.96 51.36 0.06 15.81 0.24 0.16 0.00 Calculated5SD-01 Pipe Jun-29 Jun-43 109.00 1109.00 1071.00 34.8600 18.000 0.0150 1.84 53.75 0.03 14.21 0.18 0.13 0.00 Calculated6SD-02(b)Pipe Jun-36 Jun-01 20.59 1079.00 1075.00 19.4300 18.000 0.0150 5.44 53.08 0.10 19.35 0.32 0.22 0.00 Calculated7Link-03 Channel Jun-01 Jun-03 11.42 1075.00 1074.00 8.7600 24.000 0.0180 12.25 482.73 0.03 9.72 0.31 0.16 0.008Link-36 Channel Jun-30 Jun-28 715.60 1096.00 1074.00 3.0700 24.000 0.0320 3.60 94.34 0.04 3.82 0.58 0.29 0.009Link-40 Channel Jun-35 Jun-34 414.62 1111.00 1106.00 1.2100 24.000 0.0180 2.96 105.04 0.03 3.68 0.52 0.26 0.0010Link-42 Channel Jun-37 Jun-36 475.00 1086.00 1082.00 0.8400 24.000 0.0180 2.49 87.77 0.03 4.23 0.52 0.26 0.0011Link-43 Channel Jun-38 Jun-29 382.16 1126.00 1109.00 4.4500 24.000 0.0180 1.84 201.73 0.01 5.26 0.34 0.17 0.0012Link-47 Channel Jun-42 Jun-41 450.27 1126.00 1124.00 0.4400 24.000 0.0320 2.06 35.86 0.06 1.79 0.68 0.34 0.0013Link-48 Channel Jun-41 Jun-40 318.00 1124.00 1121.00 0.9400 24.000 0.0320 3.16 52.26 0.06 2.22 0.69 0.35 0.0014SCC-12(Existing)Channel Jun-03 SB-1A 438.59 1074.00 1070.00 0.9100 24.000 0.0180 12.12 155.79 0.08 4.43 0.57 0.29 0.0015SCC-13(Existing)Channel Jun-40 Jun-39 309.00 1120.00 1078.00 13.5900 24.000 0.0180 6.80 601.43 0.01 9.35 0.20 0.10 0.0016SCC-17(b)Channel Jun-43 Jun-1 521.00 1071.00 1056.50 2.7800 24.000 0.0320 10.30 153.08 0.07 4.19 0.53 0.27 0.0017SCC-17(c)Channel Jun-1 Jun-3 256.00 1054.00 1046.00 3.1300 24.000 0.0320 11.33 185.84 0.06 4.89 0.50 0.26 0.00
18 SCC-18 Channel DA-05 Jun-3 348.00 1078.00 1046.00 9.2000 24.000 0.0320 1.94 278.26 0.01 3.79 0.15 0.08 0.00
19 SCC-19 Channel Jun-44 OF-01 1100.00 1116.00 1069.00 4.2700 36.000 0.0180 11.40 761.80 0.01 8.01 0.44 0.15 0.00
20 SSC-17(a)Channel Jun-28 Jun-43 114.73 1074.00 1071.00 2.6100 24.000 0.0320 4.16 148.38 0.03 3.09 0.33 0.17 0.00
Subbasin Hydrology
Subbasin : DA-01
Input Data
Area (ac) ........................................................................0.56Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.56 B 61.00Composite Area & Weighted CN 0.56 61.00
Time of Concentration
TOC Method : SCS TR-55
Sheet Flow Equation :
Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4))
Where :
Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft)
Shallow Concentrated Flow Equation :
V = 16.1345 * (Sf^0.5) (unpaved surface)
V = 20.3282 * (Sf^0.5) (paved surface)
V = 15.0 * (Sf^0.5) (grassed waterway surface)
V = 10.0 * (Sf^0.5) (nearly bare & untilled surface)
V = 9.0 * (Sf^0.5) (cultivated straight rows surface)
V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr)
Where:
Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft)
Channel Flow Equation :
V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr)
Where :
Tc = Time of Concentration (hr)
Lf = Flow Length (ft)
R = Hydraulic Radius (ft)
Aq = Flow Area (ft²)
Wp = Wetted Perimeter (ft)
V = Velocity (ft/sec)
Sf = Slope (ft/ft)
n = Manning's roughness
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :71 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00 Velocity (ft/sec) :0.31 0.00 0.00 Computed Flow Time (min) :3.86 0.00 0.00
Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :382.1551 0.00 0.00 Channel Slope (%) :1.8 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :10.75 0.00 0.00 Computed Flow Time (min) :0.59 0.00 0.00
Total TOC (min) ..................4.46
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20
Total Runoff (in) .............................................................2.14
Peak Runoff (cfs) ...........................................................1.90
Weighted Curve Number ...............................................61.00
Time of Concentration (days hh:mm:ss) ........................0 00:04:28
Subbasin : DA-01
Subbasin : DA-02
Input Data
Area (ac) ........................................................................1.17Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 1.17 B 61.00Composite Area & Weighted CN 1.17 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :90 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.32 0.00 0.00
Computed Flow Time (min) :4.67 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :715.6 0.00 0.00
Channel Slope (%) :3.1 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.65 0.00 0.00 Velocity (ft/sec) :14.07 0.00 0.00 Computed Flow Time (min) :0.85 0.00 0.00Total TOC (min) ..................5.52
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................3.81Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:05:31
Subbasin : DA-02
Subbasin : DA-03
Input Data
Area (ac) ........................................................................1.75Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 1.75 B 61.00Composite Area & Weighted CN 1.75 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :300 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.41 0.00 0.00
Computed Flow Time (min) :12.24 0.00 0.00
Subarea Subarea Subarea
Shallow Concentrated Flow Computations A B C
Flow Length (ft) :50 0.00 0.00
Slope (%) :33.3 0.00 0.00
Surface Type :Grassed waterway Unpaved Unpaved
Velocity (ft/sec) :8.66 0.00 0.00 Computed Flow Time (min) :0.10 0.00 0.00
Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :521 0.00 0.00 Channel Slope (%) :2.75 0.00 0.00 Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :15.10 0.00 0.00 Computed Flow Time (min) :0.58 0.00 0.00Total TOC (min) ..................12.91
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................4.77Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:12:55
Subbasin : DA-03
Subbasin : DA-04
Input Data
Area (ac) ........................................................................0.41Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.41 B 61.00Composite Area & Weighted CN 0.41 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :125 0.00 0.00 Slope (%) :33 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.34 0.00 0.00
Computed Flow Time (min) :6.10 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :202 0.00 0.00
Channel Slope (%) :3.13 0.00 0.00
Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :16.11 0.00 0.00 Computed Flow Time (min) :0.21 0.00 0.00Total TOC (min) ..................6.31
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................1.30Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:06:19
Subbasin : DA-04
Subbasin : DA-06
Input Data
Area (ac) ........................................................................0.80Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.80 B 61.00Composite Area & Weighted CN 0.80 61.00
Time of Concentration
Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :475 0.00 0.00 Channel Slope (%) :0.84 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00
Wetted Perimeter (ft) :12.65 0.00 0.00
Velocity (ft/sec) :7.32 0.00 0.00
Computed Flow Time (min) :1.08 0.00 0.00
Total TOC (min) ..................1.08
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20
Total Runoff (in) .............................................................2.14
Peak Runoff (cfs) ...........................................................3.00Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:01:05
Subbasin : DA-06
Subbasin : DA-07
Input Data
Area (ac) ........................................................................1.00Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 1.00 B 61.00Composite Area & Weighted CN 1.00 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :153 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.36 0.00 0.00
Computed Flow Time (min) :7.14 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :419 0.00 0.00
Channel Slope (%) :1.21 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :8.81 0.00 0.00 Computed Flow Time (min) :0.79 0.00 0.00Total TOC (min) ..................7.93
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................3.03Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:07:56
Subbasin : DA-07
Subbasin : DA-08
Input Data
Area (ac) ........................................................................1.34Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 1.34 B 61.00Composite Area & Weighted CN 1.34 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :225 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.39 0.00 0.00
Computed Flow Time (min) :9.72 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :309 0.00 0.00
Channel Slope (%) :13.9 0.00 0.00
Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :33.95 0.00 0.00 Computed Flow Time (min) :0.15 0.00 0.00Total TOC (min) ..................9.88
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................3.91Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:09:53
Subbasin : DA-08
Subbasin : DA-09
Input Data
Area (ac) ........................................................................0.41Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.41 B 61.00Composite Area & Weighted CN 0.41 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :167 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.36 0.00 0.00
Computed Flow Time (min) :7.66 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :318 0.00 0.00
Channel Slope (%) :0.94 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :7.77 0.00 0.00 Computed Flow Time (min) :0.68 0.00 0.00Total TOC (min) ..................8.34
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................1.23Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:08:20
Subbasin : DA-09
Subbasin : DA-10
Input Data
Area (ac) ........................................................................0.70Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.70 B 61.00Composite Area & Weighted CN 0.70 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :41 0.00 0.00 Slope (%) :5 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.13 0.00 0.00
Computed Flow Time (min) :5.32 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :450.27 0.00 0.00
Channel Slope (%) :0.44 0.00 0.00
Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :5.32 0.00 0.00 Computed Flow Time (min) :1.41 0.00 0.00Total TOC (min) ..................6.73
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................2.18Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:06:44
Subbasin : DA-10
Subbasin : DA-11
Input Data
Area (ac) ........................................................................0.20Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.20 B 61.00Composite Area & Weighted CN 0.20 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :174 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.37 0.00 0.00
Computed Flow Time (min) :7.92 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :113 0.00 0.00
Channel Slope (%) :2.61 0.00 0.00
Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :14.71 0.00 0.00 Computed Flow Time (min) :0.13 0.00 0.00Total TOC (min) ..................8.04
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................0.60Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:08:02
Subbasin : DA-11
Subbasin : DA-12
Input Data
Area (ac) ........................................................................3.80Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 3.80 B 61.00Composite Area & Weighted CN 3.80 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :60 0.00 0.00 Slope (%) :7 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.16 0.00 0.00
Computed Flow Time (min) :6.30 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :1100 0.00 0.00
Channel Slope (%) :4.3 0.00 0.00
Cross Section Area (ft²) :33 0.00 0.00 Wetted Perimeter (ft) :21 0.00 0.00 Velocity (ft/sec) :23.20 0.00 0.00 Computed Flow Time (min) :0.79 0.00 0.00Total TOC (min) ..................7.09
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................11.78Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:07:05
Subbasin : DA-12
Subbasin : DA-13
Input Data
Area (ac) ........................................................................0.25Weighted Curve Number ...............................................100.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group NumberPaved roads with curbs & sewers 0.25 B 100.00Composite Area & Weighted CN 0.25 100.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :0.5 0.00 0.00 Slope (%) :1 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.03 0.00 0.00
Computed Flow Time (min) :0.30 0.00 0.00
Total TOC (min) ..................0.30
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20
Total Runoff (in) .............................................................6.20
Peak Runoff (cfs) ...........................................................2.14
Weighted Curve Number ...............................................100.00
Time of Concentration (days hh:mm:ss) ........................0 00:00:18
Subbasin : DA-13
Subbasin : DA-5
Input Data
Area (ac) ........................................................................0.63Weighted Curve Number ...............................................61.00Rain Gage ID .................................................................Rain Gage-01
Composite Curve Number
Area Soil CurveSoil/Surface Description (acres)Group Number> 75% grass cover, Good 0.63 B 61.00Composite Area & Weighted CN 0.63 61.00
Time of Concentration
Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.3 0.00 0.00 Flow Length (ft) :15 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.80 0.00 0.00
Velocity (ft/sec) :0.22 0.00 0.00
Computed Flow Time (min) :1.11 0.00 0.00
Subarea Subarea Subarea
Channel Flow Computations A B C
Manning's Roughness :0.018 0.00 0.00
Flow Length (ft) :348 0.00 0.00
Channel Slope (%) :9 0.00 0.00
Cross Section Area (ft²) :18 0.00 0.00 Wetted Perimeter (ft) :15.6 0.00 0.00 Velocity (ft/sec) :27.32 0.00 0.00 Computed Flow Time (min) :0.21 0.00 0.00Total TOC (min) ..................1.33
Subbasin Runoff Results
Total Rainfall (in) ............................................................6.20Total Runoff (in) .............................................................2.14Peak Runoff (cfs) ...........................................................2.33Weighted Curve Number ...............................................61.00Time of Concentration (days hh:mm:ss) ........................0 00:01:20
Subbasin : DA-5
Junction Input
SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded MinimumIDElevation(Max)(Max)Water Water Elevation Depth Area PipeElevationOffsetElevationDepthCover(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)1 DA-05 1078.00 1080.00 2.00 1078.00 0.00 0.00 -1080.00 0.00 0.002Jun-01 1075.00 1077.00 2.00 1075.00 0.00 1081.00 4.00 0.00 0.003Jun-03 1074.00 1076.00 2.00 1074.00 0.00 0.00 -1076.00 0.00 0.004Jun-1 1056.50 1058.50 2.00 1056.50 0.00 0.00 -1058.50 0.00 0.005Jun-28 1074.00 1076.00 2.00 1074.00 0.00 0.00 -1076.00 0.00 0.006Jun-29 1109.00 1111.00 2.00 1109.00 0.00 0.00 -1111.00 0.00 0.007Jun-3 1043.00 1050.00 7.00 1043.00 0.00 0.00 -1050.00 0.00 0.008Jun-30 1096.00 1098.00 2.00 1096.00 0.00 0.00 -1098.00 0.00 0.009Jun-32 1040.00 1044.00 4.00 1040.00 0.00 97.77 -946.23 0.00 0.0010Jun-34 1106.00 1108.00 2.00 1106.00 0.00 0.00 -1108.00 0.00 0.0011Jun-35 1111.00 1113.00 2.00 1111.00 0.00 0.00 -1113.00 0.00 0.0012Jun-36 1082.00 1084.00 2.00 1082.00 0.00 0.00 -1084.00 0.00 0.0013Jun-37 1086.00 1088.00 2.00 1086.00 0.00 0.00 -1088.00 0.00 0.0014Jun-38 1126.00 1128.00 2.00 1126.00 0.00 0.00 -1128.00 0.00 0.0015Jun-39 1078.00 1080.00 2.00 1078.00 0.00 0.00 -1080.00 0.00 0.0016Jun-40 1120.00 1122.00 2.00 1121.00 1.00 0.00 -1122.00 0.00 0.0017Jun-41 1124.00 1126.00 2.00 1124.00 0.00 0.00 -1126.00 0.00 0.0018Jun-42 1126.00 1128.00 2.00 1126.00 0.00 0.00 -1128.00 0.00 0.00
19 Jun-43 1071.00 1077.00 6.00 1071.00 0.00 1077.00 0.00 0.00 0.00
20 Jun-44 0.00 6.00 6.00 0.00 0.00 6.00 0.00 0.00 0.00
Junction Results
SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total TimeIDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGL Peak Flooded FloodedInflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolumeAttainedOccurrence(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)1 DA-05 1.95 1.95 1078.15 0.15 0.00 1.85 1078.00 0.00 0 12:00 0 00:00 0.00 0.002Jun-01 12.26 0.00 1075.38 0.38 0.00 2.12 1075.01 0.01 0 12:05 0 00:00 0.00 0.003Jun-03 12.25 0.00 1074.59 0.59 0.00 1.41 1074.01 0.01 0 12:05 0 00:00 0.00 0.004Jun-1 11.34 1.23 1057.04 0.54 0.00 1.46 1056.51 0.01 0 12:07 0 00:00 0.00 0.005Jun-28 4.17 0.59 1074.59 0.59 0.00 1.41 1074.02 0.02 0 12:05 0 00:00 0.00 0.006Jun-29 1.84 0.00 1109.34 0.34 0.00 1.66 1109.01 0.01 0 12:01 0 00:00 0.00 0.007Jun-3 13.04 0.00 1046.51 3.51 0.00 3.49 1046.01 3.01 0 12:07 0 00:00 0.00 0.008Jun-30 3.67 3.67 1096.59 0.59 0.00 1.41 1096.02 0.02 0 12:00 0 00:00 0.00 0.009Jun-32 13.04 0.00 1042.00 2.00 0.00 2.00 1042.00 2.00 0 00:00 0 00:00 0.00 0.0010Jun-34 2.96 0.00 1106.52 0.52 0.00 1.48 1106.02 0.02 0 12:05 0 00:00 0.00 0.0011Jun-35 3.00 3.00 1111.53 0.53 0.00 1.47 1111.02 0.02 0 12:05 0 00:00 0.00 0.0012Jun-36 5.45 0.00 1082.53 0.53 0.00 1.47 1082.02 0.02 0 12:05 0 00:00 0.00 0.0013Jun-37 2.43 2.43 1086.52 0.52 0.00 1.48 1086.02 0.02 0 12:05 0 00:00 0.00 0.0014Jun-38 1.88 1.88 1126.35 0.35 0.00 1.65 1126.01 0.01 0 12:00 0 00:00 0.00 0.0015Jun-39 6.80 0.00 1078.38 0.38 0.00 2.12 1078.01 0.01 0 12:06 0 00:00 0.00 0.0016Jun-40 6.80 3.90 1121.70 1.70 0.00 1.30 1121.03 1.03 0 12:07 0 00:00 0.00 0.0017Jun-41 3.20 1.23 1124.70 0.70 0.00 1.30 1124.03 0.03 0 12:06 0 00:00 0.00 0.00
18 Jun-42 2.09 2.09 1126.69 0.69 0.00 1.31 1126.03 0.03 0 12:05 0 00:00 0.00 0.00
19 Jun-43 10.38 4.55 1071.54 0.54 0.00 5.46 1071.01 0.01 0 12:05 0 00:00 0.00 0.00
20 Jun-44 11.41 11.41 1116.44 1116.44 0.00 2.56 1116.01 1116.01 0 12:05 0 00:00 0.00 0.00
Channel Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial FlapIDInvertInvertInvertInvertDropSlopeRoughnessLossesLossesLossesFlowGateElevationOffsetElevationOffset(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)1 Link-03 11.42 1075.00 0.00 1074.00 0.00 1.00 8.7600 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No2Link-36 715.60 1096.00 0.00 1074.00 0.00 22.00 3.0700 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No3Link-40 414.62 1111.00 0.00 1106.00 0.00 5.00 1.2100 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No4Link-42 475.00 1086.00 0.00 1082.00 0.00 4.00 0.8400 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No5Link-43 382.16 1126.00 0.00 1109.00 0.00 17.00 4.4500 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No6Link-47 450.27 1126.00 0.00 1124.00 0.00 2.00 0.4400 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No7Link-48 318.00 1124.00 0.00 1121.00 1.00 3.00 0.9400 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No8SCC-12(Existing)438.59 1074.00 0.00 1070.00 0.00 4.00 0.9100 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No9SCC-13(Existing)309.00 1120.00 0.00 1078.00 0.00 42.00 13.5900 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No10SCC-17(b)521.00 1071.00 0.00 1056.50 0.00 14.50 2.7800 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No11SCC-17(c)256.00 1054.00 -2.50 1046.00 3.00 8.00 3.1300 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No12SCC-18 348.00 1078.00 0.00 1046.00 3.00 32.00 9.2000 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No13SCC-19 1100.00 1116.00 1116.00 1069.00 1069.00 47.00 4.2700 Trapezoidal 3.000 20.000 0.0180 0.5000 0.5000 0.0000 0.00 No14SSC-17(a)114.73 1074.00 0.00 1071.00 0.00 3.00 2.6100 Trapezoidal 2.000 15.000 0.0320 0.5000 0.5000 0.0000 0.00 No
Channel Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude ReportedIDFlowPeak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number ConditionOccurrenceRatioTotal DepthRatio(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)1 Link-03 12.25 0 12:05 482.73 0.03 9.72 0.02 0.31 0.16 0.002Link-36 3.60 0 12:05 94.34 0.04 3.82 3.12 0.58 0.29 0.003Link-40 2.96 0 12:05 105.04 0.03 3.68 1.88 0.52 0.26 0.004Link-42 2.49 0 12:05 87.77 0.03 4.23 1.87 0.52 0.26 0.005Link-43 1.84 0 12:01 201.73 0.01 5.26 1.21 0.34 0.17 0.006Link-47 2.06 0 12:06 35.86 0.06 1.79 4.19 0.68 0.34 0.007Link-48 3.16 0 12:07 52.26 0.06 2.22 2.39 0.69 0.35 0.008SCC-12(Existing)12.12 0 12:07 155.79 0.08 4.43 1.65 0.57 0.29 0.009SCC-13(Existing)6.80 0 12:06 601.43 0.01 9.35 0.55 0.20 0.10 0.0010SCC-17(b)10.30 0 12:07 153.08 0.07 4.19 2.07 0.53 0.27 0.0011SCC-17(c)11.33 0 12:07 185.84 0.06 4.89 0.87 0.50 0.26 0.0012SCC-18 1.94 0 12:01 278.26 0.01 3.79 1.53 0.15 0.08 0.0013SCC-19 11.40 0 12:05 761.80 0.01 8.01 2.29 0.44 0.15 0.0014SSC-17(a)4.16 0 12:06 148.38 0.03 3.09 0.62 0.33 0.17 0.00
Pipe Input
SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial FlapIDInvertInvertInvertInvertDropSlopeShapeDiameter or Width Roughness Losses Losses Losses Flow GateElevationOffsetElevationOffsetHeight(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)1 Culvert(Existing)40.00 1078.00 0.00 1075.00 0.00 3.00 7.5000 CIRCULAR 30.000 30.000 0.0110 0.5000 0.5000 0.0000 0.00 No2Link-3 77.00 1043.00 0.00 1040.00 0.00 3.00 3.9000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No3Link-38 36.94 1042.00 2.00 1042.00 0.00 0.00 0.0000 Dummy 0.000 0.000 0.0320 0.5000 0.5000 0.0000 0.00 No4SA-02(a)75.41 1106.00 0.00 1079.00 -3.00 27.00 35.8000 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No5SD-01 109.00 1109.00 0.00 1071.00 0.00 38.00 34.8600 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No6SD-02(b)20.59 1079.00 -3.00 1075.00 0.00 4.00 19.4300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No
No. ofBarrels
111111
Pipe Results
SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude ReportedIDFlowPeak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number ConditionOccurrenceRatioTotal DepthRatio(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)1 Culvert(Existing)6.82 0 12:05 132.75 0.05 14.24 0.05 0.38 0.15 0.00 Calculated2Link-3 13.04 0 12:06 20.73 0.63 12.39 0.10 0.85 0.58 0.00 Calculated3Link-38 13.04 0 12:06 0.00 0.04 0.00 0.58 0.29 0.00 Calculated4SA-02(a)2.96 0 12:06 51.36 0.06 15.81 0.08 0.24 0.16 0.00 Calculated5SD-01 1.84 0 12:01 53.75 0.03 14.21 0.13 0.18 0.13 0.00 Calculated6SD-02(b)5.44 0 12:06 53.08 0.10 19.35 0.02 0.32 0.22 0.00 Calculated

APPENDIX 4
CLOSURE & POST-CLOSURE CARE PLAN

PREPARED FOR:
BOARD OF COMMISSIONERS
COUNTY OF BURKE P.O. BOX 1486
MORGANTON, NC 28680

JOHN’S RIVER WASTE MANAGEMENT FACILITY BURKE COUNTY, NORTH CAROLINA
PERMIT NUMBER 1203-CDLF-2014
CLOSURE AND POST-CLOSURE CARE PLAN
REVISED OCTOBER 2015 REVISED MAY 2017

PREPARED BY:
9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: [phone]
FAX: [phone]
JEI PROJECT NO. 277.1602.11 TASK 4
John’s River Landfill, Burke County, NC Joyce Engineering Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017
i
TABLE OF CONTENTS
A. CLOSURE PLAN ................................................................................................................1 1. Closure Cap System ...........................................................................................................1 2. Passive Gas Vents ...............................................................................................................2 3. Closure Area .......................................................................................................................2 4. Waste Inventory .................................................................................................................2
5. Installation ..........................................................................................................................2
5.1 Soil Cap Installation and Testing ...................................................................................2 5.2 GCL Installation.............................................................................................................3 6. Closure Schedule ................................................................................................................3 7. Cost Estimates for Closure ................................................................................................4
8. Closure Certification .........................................................................................................6 9. Deed Recordation ...............................................................................................................6 B. POST-CLOSURE PLAN .....................................................................................................6 1. Contact ................................................................................................................................6 2. Security ...............................................................................................................................7
3. Post-Closure Maintenance ................................................................................................7 4. Inspection Plan ...................................................................................................................7 5. Post-Closure Land Use ......................................................................................................7 6. Post-Closure Cost Estimate ...............................................................................................7
TABLES Table 1 Soil Testing Methods & Frequencies Table 2 Proposed Closure Milestones and Schedule – Phases 1A, 2A & 4 Table 3 Closure Cost Estimate for Phases 1A, 2A & 4 with Soil Cap Table 4 Post Closure Care Cost Estimate

John’s River Landfill, Burke County, NC 1 Joyce Engineering, Inc. Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017

Closure & Post-Closure Care Plan John’s River Waste Management Facility, Burke County NC
Permit # 12-03
A. CLOSURE PLAN
The John’s River Waste Management Facility was first permitted as municipal solid waste (MSW) landfill under Permit Number 12-03 in 1987. The MSW landfill was closed in 1997.
Since 1998, Burke County has operated a permitted Construction and Demolition (C&D) disposal area on top of the closed MSW landfill in accordance with the facility’s Transition Plan. In February 2007, the North Carolina Department of Environmental Quality (NCDEQ) Solid Waste Section (the Section) approved a permit modification establishing the current final elevation for the C&D-over-MSW (C&D/MSW) landfill. On March 20, 2014, NCDEQ issued a
Permit to Construct (PTC) for Phase 1A of a C&D landfill expansion area located adjacent to the C&D/MSW landfill, and a Permit to Operate Phase 1A was issued on August 14, 2014. In July 2014, a revised Closure & Post-Closure Care (CPCC) Plan was submitted to accommodate changed plans and schedule for closure of the C&D/MSW landfill. In October
2015, another revision of the CPCC plan was submitted to NCDEQ. This CPCC plan represents a revision of the plan that was submitted in October 2015.
1. Closure Cap System
The cap system to be used is designed to minimize infiltration and erosion. Post-settlement
surface slopes will be a minimum of five percent and a maximum of 33 percent. The cap system will consist of: a. Intermediate Cover - Local soil will be placed over the daily cover soil to provide at least 12 inches of intermediate cover and a uniform base for construction of the cap.
b. Infiltration Barrier - The infiltration barrier is proposed to consist of either: (1) 18 inches of compacted soil with a permeability of no greater than 1x10-5 cm/sec; or (2) a geosynthetic clay liner (GCL). This layer will be constructed over the intermediate soil
layer. In the case of soil, the permeability requirement will be achieved using
construction specifications developed prior to construction, and verified with laboratory test data. Installation and testing requirements for the cap are provided in Section 5 below.
c. Protective/Erosion Layer – If a soil infiltration barrier is used, a layer consisting
of at least 18 inches of local soil will be placed above the infiltration barrier to provide a protective cover. If a GCL infiltration barrier is used, a layer consisting of at least 24 inches of local soil will be placed above the infiltration barrier to provide a protective cover. Compaction of the layer will be limited to about 90 percent (plus or minus three
percent) of the Standard Proctor maximum dry density so that the vegetation can develop
a strong root system.
John’s River Landfill, Burke County, NC 2 Joyce Engineering, Inc. Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017

d. Vegetation - After placement of the protective/erosion layer, the area will be seeded. Seeding will be accomplished in accordance with the "North Carolina Erosion
and Sediment Control Planning and Design Manual," and the approved E&S Plan.
2. Passive Gas Vents
Passive gas vents will be installed at a frequency of one per acre. Areas of the landfill that will be overlapped by waste from future phases of the landfill may not have vents installed. Passive
venting of landfill gasses will protect the integrity of the cap by preventing excessive pressure buildup beneath the cap. The vents will be installed in accordance with the specifications provided in Appendix 2 of this Permit Modification Application.
3. Closure Area
• The maximum closure area of Phase 1A of the C&D expansion is 2.5 acres.
• The maximum closure area of Phase 2A of the C&D expansion is 2.3 acres.
• The maximum closure area of Phase 4 of the C&D expansion is 3.5 acres.
Thus, the total closure area is approximately 8.3 acres.
4. Waste Inventory
• The projected total tonnage in place in Phase 1A of the new landfill expansion at the end of Phase 1A operations will be approximately 44,636 tons of C&D waste.
• The projected total tonnage in place in Phase 2A&4 of the new landfill expansion at the end of Phase 2A&4 operations will be approximately 201,750 tons of C&D waste.

5. Installation
5.1 Soil Cap Installation and Testing
The construction of the soil cap will be in accordance with the specifications provided in Appendix 2 of the Permit Modification Application. For placement of the soil infiltration barrier,
lab and field testing will be performed for each lift of soil. Soil will be placed in six inch lifts.
In addition, a hydraulic conductivity test will be performed at a frequency of 1/acre/lift to verify that the maximum hydraulic conductivity of 1x10-5 cm/sec is being achieved. The field measurements of moisture and density, will not be used to determine a pass or fail for the material, but will be used as a guide to expedite construction by increasing the likelihood of
passing hydraulic conductivity tests. Each time a passing hydraulic conductivity test is
performed (< 1x10-5 cm/sec) the moisture and density of the soil will be plotted. The moisture/density plots of all the passing tests will form a “window” or “zone” that can be used as a benchmark for the desired moisture and density. Ultimately, the hydraulic conductivity tests will always determine the pass/fail status of the soil. Testing requirements are summarized below
in Table 1.

John’s River Landfill, Burke County, NC 3 Joyce Engineering, Inc. Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017

Table 1: Soil Testing Methods & Frequency.
Test Method Soil Cap
Particle Size Analysis of Soils ASTM D422 1/10,000 CY
Unified Soil Classification System ASTM D2487 1/10,000 CY
Moisture Content of Soil Lab Method ASTM D2216 1/10,000 CY
Atterberg Limits ASTM D4318 1/10,000 CY
Specific Gravity ASTM D854 1/10,000 CY
Standard Proctor ASTM D698 1/10,000 CY
In-place Density by Sand Cone ASTM D1556 1/Lift/Acre
In-place Density by Drive Cylinder ASTM D2937 1/Lift/Acre
In-place Density by Nuclear Method ASTM D2922 5/Lift/Acre
In-place Moisture by Nuclear Method ASTM D3017 5/Lift/Acre
Soil Moisture By Direct Heating ASTM D4959 1/Lift/Acre
Undisturbed Hydraulic Conductivity ASTM D5084 1/Lift/Acre
Laboratory Compacted Hydraulic Conductivity ASTM D5084 1/Material

5.2 GCL Installation
The installation of a Geosynthetic Clay Liner (GCL) as the infiltration barrier in lieu of 18 inches of 10-5 cm/sec soil will be in accordance with the specifications provided in Appendix 2 of the Permit Modification Application. The GCL will be installed directly on top of the prepared
intermediate cover layer.
6. Closure Schedule
The remaining life of Phase 1A is approximately 2.5 years as of the most recent survey
completed on August 15, 2016, assuming waste disposal occurs at the current rate of 7,000 tons
per year during the operation life of Phase 1A. Phases 2A and 4 of the landfill expansion has a projected operating life of approximately 15.6 years, assuming waste disposal occurs at the projected rate of 12,000 tons per year during the operation life of Phases 2A&4. Thus, closure of the Phases 1A, 2A and 4 of the landfill is not anticipated until early 2034. Prior to beginning
final closure, Burke County will notify the Division that a notice of intent to close the facility has
been placed in the operating record. An itemized list of closure milestones and a proposed schedule follow. Closure activities are proposed to begin within 30 days of final receipt of waste. Construction of the closure cap is to be completed within 180 days following the initiation of closure activities. The total length of the proposed closure period is 210 days following the final
receipt of waste. Approximate closure milestones for Phases 1A, 2A and 4 are shown below.

John’s River Landfill, Burke County, NC 4 Joyce Engineering, Inc. Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017

Table 2: Proposed Closure Milestones and Schedule for Phases 1A, 2A and 4.
Milestone Proposed Schedule
Testing of borrow sources Within 6 months prior to closure
Grading of intermediate cover 30 to 60 days after final receipt of waste
Installation of gas vents 30 to 90 days after final receipt of waste
Placement of infiltration barrier and protective/erosion layer 60 to 150 days after final receipt of waste
Construction of stormwater controls 60 to 180 days after final receipt of waste
Seeding and mulching 150 to 180 days after final receipt of waste
Final inspection of cap by P.E. 150 to 180 days after final receipt of waste
Preparation of survey plat 180 to 210 days after final receipt of waste
Submittal of closure certification 180 to 210 days after final receipt of waste

7. Cost Estimates for Closure
Closure cost estimates for Phases 1A, 2A and 4 closure, with 18-inches of 10-5 cm/sec soil as the infiltration layer, are provided in Table 3.

John’s River Landfill, Burke County, NC 5 Joyce Engineering, Inc. Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017

Table 3: Closure Cost Estimate for Phases 1A, 2A & 4.
ITEM UNIT QUANTITY UNIT COST COST

FINAL CAP SYSTEM - 8.3 ACRES
Intermediate Cover (12" local soil) cy 13,391 $4 $53,563
Infiltration Layer (18" low K soil) cy 20,086 $12 $241,032
Erosion Layer (18" soil) cy 20,086 $8 $160,688
Subtotal $455,283

E&S CONTROLS
Diversion Berms
Construction lf 2,500 $13 $32,500
Slope Drains
Pipe and Installation lf 300 $45 $13,500
Drop Inlet with Cover each 1 $750 $750
Miscellaneous
Outlet Protection (RipRap) each 3 $440 $1,320
Subtotal $48,070

GAS CONTROLS (Vents) (Includes Drilling & CQA) each 8 $6,900 $55,200

VEGETATIVE COVER acre 8.3 $1,750 $14,525

TOTAL OF ABOVE ITEMS $573,078

MOBILIZATION / DEMOBILIZATION 5% $28,654
ENGINEERING FEE - - 6% $34,385
CQA (cap only) - 6% $27,317
CONTINGENCY - - 5% $28,654

ADMINISTRATION lump sum 1 $3,600 $3,600
CLOSURE CERTIFICATION lump sum 1 $3,600 $3,600
SURVEY AND DEED lump sum 1 $3,750 $3,750

TOTAL CLOSURE COST (IN 2015 DOLLARS) $703,037
TOTAL CLOSURE COST (IN 2016 DOLLARS) INFLATION FACTOR MULTIPLIER (1.010) $710,067
TOTAL CLOSURE COST (IN 2017 DOLLARS) INFLATION FACTOR MULTIPLIER (1.013) $719,298
Notes:
1. Costs include labor by a third party.
2. The unit costs for the cap soils are based on in-place, compacted volumes. 3. Final cap system acreage is based on Phases 1A, 2A, and 4 accounting for 2.5, 2.3, and 3.5 acres, respectively.
4. Closure cost estimates are calculated per NCDEQ's Financial Assurance annual inflation factor multipliers.
John’s River Landfill, Burke County, NC 6 Joyce Engineering, Inc. Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017

8. Closure Certification
A professional engineer, registered in the State of North Carolina, will verify that the closure has
been completed in accordance with the Closure Plan. The Certification Report will contain the results of all the construction quality assurance and construction quality control testing including documentation of any failed test results, descriptions of procedures used to correct the improperly installed material, and results of all retesting performed. The Certification Report will contain as-built drawings noting any deviation from the approved engineering plans and will also
contain a comprehensive narrative including, but not limited to, daily reports from the project engineer, a series of color photographs of major project features, and documentation of proceedings of all progress and troubleshooting meetings. The Certification Report will be submitted after completion of construction of the cap system in accordance with the requirements of Rule .0543. The Certification Report must bear the seal of the project engineer
and a certification that construction was completed in accordance with the CQA Plan and acceptable engineering practices.
9. Deed Recordation
Following closure, the owner or operator will record a notation on the deed to the landfill facility
property at the local county Register of Deeds office, or some other instrument that is normally examined during title search, and notify the Division that the notation has been recorded and a copy has been placed in the operating record. The notation on the deed shall in perpetuity notify any potential purchaser of the property that the land has been used as a C&D landfill unit or facility and its use is restricted under the closure plan approved by the Division.

B. POST-CLOSURE PLAN
Post-closure activities will be conducted at the landfill for a period of 30 years following closure of the landfill. The length of the period can be increased or decreased in accordance with Division directives.
1. Contact
Burke County will be responsible for answering questions and/or addressing problems which might occur during the post-closure care period. CONTACT PERSON: Mr. Keith Farris Associate Engineer/Facilities Maintenance OWNER: Burke County, NC ADDRESS: PO Box 219 (201 South Green Street)
Morganton, NC 28680 PHONE NUMBER: [phone] FAX: [phone]
John’s River Landfill, Burke County, NC 7 Joyce Engineering, Inc. Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017

2. Security
Access to the site will be controlled by the use of barriers and gates at roadway entrances. These
control devices will be maintained throughout the post-closure care period, and inspected as part of the monthly inspection program. All barriers and gates will be clearly marked with signs stating the name and nature of the facility and the person to contact in case of emergency or breach of security.
3. Post-Closure Maintenance
Post-closure maintenance and monitoring will be conducted at the landfill for a period of 30 years after final closure. The Division may decrease the length of the post-closure period if the owner or operator demonstrates that the reduced period is sufficient to protect human health and the environment, and the Division approves this demonstration. The period might be increased
by the Division if the Division determines that the lengthened period is necessary to protect human health and the environment. Monitoring will include semi-annual sampling of groundwater and surface water, quarterly gas monitoring, and quarterly inspections of the final cover and monitoring and control systems. Maintenance needs identified through the monitoring program will be initiated no later than 60 days after the discovery, and within 24 hours if a
danger or eminent threat to human health or the environment is indicated. Minor cap maintenance may be deferred until there is a sufficient amount of work to justify the mobilization of equipment and personnel.
4. Inspection Plan
Routine inspections will be conducted throughout the post-closure care period. These inspections will be carried out quarterly unless problems are detected that indicate that more frequent visits are warranted. Potential impacts to the public and environment will be considered in determining the inspection frequency. Items to be included in the periodic inspection will be as follows:
• Access and security control,
• Stormwater management,
• Erosion and sediment control,
• Gas management,
• Groundwater and landfill gas monitoring systems, and
• Vector control.

5. Post-Closure Land Use
The primary land use for the site after closure of the landfill will be open dormant green space.
6. Post-Closure Cost Estimate
An estimate of post-closure care costs is presented in Table 4. Post closure care costs shown include maintenance and monitoring of both the C&D/MSW landfill area, Phase 1A, and Phases 2A&4 of the new expansion area.
John’s River Landfill, Burke County, NC 8 Joyce Engineering, Inc. Closure & Post-Closure Care Plan Rev. October 2015 Rev. May 2017

Table 4. Post Closure Care Cost Estimate

ITEM UNIT QUANTITY UNIT COST ANNUAL COST
INSPECTIONS/ RECORD KEEPING per trip 12 $200 $2,400
MONITORING
Explosive gases (quarterly)per trip 4 $900 $3,600
Groundwater (semi-annually)per trip 2 $18,000 $36,000
Surface Water (semi-annually)per trip 2 $2,000 $4,000
Subtotal $43,600
LEACHATE COLLECTION AND TREATMENT N/A
ROUTINE MAINTENANCE
Mowing acre 36.3 $150 $5,445
Fertilizing (once every 3 years)acre 10.9 $275 $2,995
Reseeding (once every 3 years)acre 10.9 $1,700 $18,513
Vector and Rodent Control acre 36.3 $35 $1,271
Subtotal $28,223
WELL MAINTENANCE
Groundwater Wells each 15 $75 $1,125
Gas Detection Probes each 6 $75 $450
Subtotal $1,575
CAP REPAIR acre 0.36 $45,000 $16,200
CORRECTIVE ACTION PLAN ACTIVITIES (MNA&PHYTO)per year 1 $20,000 $20,000
ADMINISTRATION AND FEES lump sum --$1,314
TOTAL OF ABOVE ITEMS $113,312
ENGINEERING --6%$6,799
CONTINGENCY --6%$6,799
TOTAL ANNUAL POST-CLOSURE COST (IN 2015 DOLLARS)$126,909
TOTAL 30-YR POST-CLOSURE COST (IN 2015 DOLLARS)$3,807,283
TOTAL 30-YR POST-CLOSURE COST (IN 2016 DOLLARS)$3,845,356
TOTAL 30-YR POST-CLOSURE COST (IN 2017 DOLLARS)$3,895,346
Notes:
1. Costs for the whole facility, including the C&D/MSW LF and Phases 1A, 2A and 4 of the C&D Expansion.
2. Post-closure area is based on C&D/MSW LF (28 acres) and Phases 1A (2.5 acres), 2A (2.3 acres), & 4 (3.5 acres)
3. Costs include labor by a third party.
4. Groundwater monitoring costs include sampling, Appendix I and II analytical costs for 15 wells and trip
and field blanks, and reporting for semiannual sampling.
5. Surface water monitoring costs include sampling, Appendix I analysis and detected Appendix II costs for surface
points, and reporting for semiannual sampling.
6. Gas monitoring costs include monitoring 6 gas probes, several facility structures, and ambient air around the
landfill area.
7. The landfill is not designed with a base liner system or a leachate collection and recovery system;
thus, no leachate monitoring or collection and treatment costs are included.
8. Post-Closure cost estimates are calculated per NCDEQ's Financial Assurance annual inflation factor multipliers.
INFLATION FACTOR MULTIPLIER
(1.010)INFLATION FACTOR MULTIPLIER (1.013)

APPENDIX 5
WATER QUALITY MONITORING PLAN

PREPARED FOR:
BOARD OF COMMISSIONERS
COUNTY OF BURKE
P.O. BOX 1486 MORGANTON, NORTH CAROLINA 28680
JOHN’S RIVER WASTE MANAGEMENT FACILITY
PERMIT NO. 12-03
WATER QUALITY MONITORING PLAN
MAY 2016 (REVISED JANUARY 2017)

PREPARED BY:

2211 WEST MEADOWVIEW ROAD, SUITE 101 GREENSBORO, NORTH CAROLINA 27407 NC LICENSE NUMBER C-0782 PHONE: [phone] FAX: [phone] JOYCE PROJECT NO. 277.1602.12

WATER QUALITY MONITORING PLAN
JOHN’S RIVER WASTE MANAGEMENT FACILITY
PERMIT # 34-06 BURKE COUNTY, NC JANUARY 2017
Prepared by:
2211 West Meadowview Road, Suite 101
Greensboro, North Carolina 27407 NC LICENSE NUMBER C-0782

Prepared by: _____________________________ G. Van Ness Burbach, Ph.D., P.G. NC License # 1349
Water Quality Monitoring Certification Statement: We certify that the Water Quality Monitoring Plan presented in this report, when implemented, will be
effective in providing early detection of any release of hazardous constituents to the uppermost aquifer, so as to be protective of public health and the environment. JOYCE Project # 277.1602.12, Task 03
i
John’s River Landfill, Burke County, Permit #12-03 Joyce Engineering Water Quality Monitoring Plan January 2017

Water Quality Monitoring Plan John’s River Waste Management Facility, Permit # 12-03
Burke County, NC
TABLE OF CONTENTS

1.0 INTRODUCTION..........................................................................................................1 1.1 Water Quality Monitoring................................................................................................1 1.2 Site Description ................................................................................................................2 
2.0 GROUNDWATER MONITORING ............................................................................2 
2.1 Monitoring Network for the Old C&D-over-MSW Landfill ...........................................2 2.2 Monitoring Network for the C&D Expansion Area ........................................................5 2.2.1 Monitoring Networks for Phases 1A, 2A, & 4 ....................................................5 2.2.2 Monitoring Networks for Future Phases ..............................................................6 2.3 Establishment of Background Data .................................................................................7 
2.4 Groundwater Sampling Methodology .............................................................................7 2.4.1 Standard Sampling Method..................................................................................7 2.4.2 Low-flow Purging and Sampling Method ...........................................................8 2.4.3 Other Sampling Requirements .............................................................................11 2.5 Sample Analysis Requirements .......................................................................................14 
2.5.1 Analytical Requirements .......................................................................................14 2.5.2 Reporting and Record Keeping .............................................................................15 2.6  Well Abandonment ..........................................................................................................15 
3.0 COMPARISON TO GROUNDWATER PROTECTION STANDARDS ................16 
4.0 STATISTICAL ANALYSES ........................................................................................16 
4.1 Treatment of Truncated Data ...........................................................................................16 4.2 Assumption of Normality ................................................................................................17 4.3 Parametric Upper Tolerance Limit ..................................................................................17 4.4 Aitchison’s Adjusted Parametric Upper Prediction Limit ...............................................17 
4.5 Non-parametric Upper Tolerance Limit ..........................................................................17 
4.6 Poisson Upper Prediction Limit .......................................................................................17 
5.0 SURFACE WATER MONITORING ..........................................................................18 
6.0 ABILITY TO EFFECTIVELY MONITOR RELEASES .........................................18 
7.0 REFERENCES ...............................................................................................................19 
8.0 ACRONYMS ..................................................................................................................22 

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John’s River Landfill, Burke County, Permit #12-03 Joyce Engineering Water Quality Monitoring Plan January 2017

Water Quality Monitoring Plan John’s River Waste Management Facility, Permit # 12-03
Burke County, NC
TABLE OF CONTENTS (continued)
TABLE Table 1: Construction Data for Wells and Piezometers
DRAWING Drawing WQMP-01: Water Quality Monitoring Plan
APPENDICES
Appendix A: Construction Specifications for Groundwater Monitoring Wells Appendix B: NCSWMR Appendix I & II Constituents with NC-2L Standards Appendix C: NCDEQ November 2014 Memo on Document Submittal Appendix D: NC-2B Surface Water Standards

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1.0 INTRODUCTION
The Johns River Waste Management Facility (JRWMF) is located in the north-central portion of Burke County, north of Morganton, North Carolina. The 318-acre facility was permitted in 1987 and the landfill began receiving waste in 1988. The old landfill consists of an unlined waste disposal unit covering 28 acres in the southwest corner of the landfill property. The old landfill started as a municipal solid waste (MSW) landfill which began operation in April 1988, but was
closed to comply with §.1627(c)(10)(A) of the North Carolina Solid Waste Management Rules (NCSWMR). Burke County operated a permitted Construction and Demolition (C&D) disposal area on top of the closed portions of the MSW landfill between 1998 and 2014. Final closure of the C&D portion of the old landfill is planned for the summer 2016.
An expansion of the C&D landfill located adjacent to and northeast of the old landfill was permitted in 2014. The expansion includes 37 acres of C&D waste disposal area to be built in eight phases. The Phase 1A permit to operate was issued in August 2014. Phase 2A and Phase 4 are proposed to be constructed in 2017. A MSW transfer facility is located in the eastern half of the property. A site plan showing all the pertinent features of the facility is provided in Drawing
WQMP-01. The North Carolina Department of Environment and Natural Resources (NCDENR) officially became the Department of Environmental Quality (NCDEQ) on Sept. 18, 2015 when Governor McCrory signed the 2015-2016 state’s budget into law. The agency will be referenced as
NCDEQ in this document, including references to its actions or documents predating the change. The NCDEQ Division of Waste Management (DWM) and Solid Waste Section (SWS) retain the same designations.
1.1 Water Quality Monitoring
Groundwater and surface water for the old C&D-over-MSW landfill has previously been monitored in accordance with the April 1994 Transition Plan (JOYCE, 1994), and in accordance with the Corrective Action Plan (CAP) (JOYCE, 2008) submitted to NCDEQ in June 2008, which was approved by NCDEQ in January 2009. A revised Water Quality Monitoring Plan
was submitted to NCDEQ in August 2012 (JOYCE, 2012) as part of the Permit to Construct
Application for Phase 1 of the C&D Expansion. In July 2013, JOYCE submitted an Addendum to the Corrective Action Plan, which included an updated Water Quality Monitoring Plan. The July 2013 CAP addendum was approved by the NCDEQ in a letter dated September 5, 2013.
This Water Quality Monitoring Plan (WQMP) for the facility will cover both the old landfill and
the new C&D expansion. This WQMP was prepared in accordance with NCSWMR 15A NCAC 13B §.0544-.0545 and §.1630-.1634 and will serve as the guidance document for collecting and analyzing samples of groundwater and surface water. The groundwater at the facility will be monitored in accordance with the requirements of the NCSWMR (under the Detection
Monitoring Program and/or Assessment Monitoring Program, as appropriate) until the end of the
post-closure care period.

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1.2 Site Description
The 318-acre landfill property is bounded by Lower Creek to the north and east, and the Catawba River/Lake Rhodhiss to the south. Lake Rhodhiss is a long, narrow lake formed by the Rhodhiss Hydroelectric Dam on the Catawba River approximately 12 miles downstream of the landfill property. The landfill property is adjacent to the uppermost reaches of the lake. The John’s River flows into the Catawba River near the southwest corner of the landfill property.
Drawing WQMP-01 shows the existing site conditions with the old and new waste units and facility boundaries, including the most recent topographic survey information. Properties within 2,000 feet of the landfill boundary are mostly heavily wooded or are covered by surface water. All adjoining properties and properties within 2,000 feet of the facility are undeveloped except
for two private residences to the north and northwest of the landfill. There are no water supply wells or surface water intakes within 2,000 feet of the facility boundary. All properties to the north and northwest as well as the landfill facility buildings are supplied with potable water by the Burke Caldwell Corporation. The City of Morganton and the
Triple Community Water Corporation provide public water to areas south and southeast (respectively) of the facility on the other side of the Catawba River. There are three public water intakes on Lake Rhodhiss between the landfill facility and the dam. The Town of Valdese intake is located approximately 5 miles downstream of the facility boundary, and the Lenoir and Granite Falls intakes are approximately 8 and 10 miles downstream, respectively.

2.0 GROUNDWATER MONITORING
2.1 Monitoring Network for the Old C&D-over-MSW Landfill
Groundwater samples from the C&D-over-MSW landfill are collected semiannually and analyzed for constituents in accordance the NCSWMR (15A NCAC 13B, § .1632-.1635, and §
.0544-.0545) and the amended CAP (JOYCE, 2013). Compliance well samples are analyzed for the constituents listed in Appendix I and/or II of 40 CFR Part 258 plus the C&D parameters listed in NCSWMR § .0544.b.1.D (mercury, manganese,
iron, chloride, sulfate, alkalinity, total dissolved solids, pH, temperature, and specific
conductance), as well as tetrahydrofuran (THF) per the NCDEQ Memo dated June 25, 2010. Some wells are also sampled for MNA parameters per the CAP. Following is a summary of the current and former compliance monitoring wells associated with
the C&D-over-MSW landfill.

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Well ID Date Installed Classification Monitoring Program Total Depth of Well (ft)
Lithology of Screened Interval
Constituent List
MW-9 8-31-94 Abandoned/ Former Bkgnd. - - - -
MW-10 9-02-94 Compliance Assessment 23.0 Saprolite Comp.
MW-11 9-02-94 Compliance/ Performance Assessment/ Cor. Act. 43.0 Saprolite Comp., MNA*
MW-12 9-01-94 Compliance/ Performance Assessment/ Cor. Act. 51.5 Bedrock Comp., MNA*
MW-13 8-31-94 Compliance Assessment 58.0 Bedrock Comp.
MW-16S 3-08-99 Compliance/ Performance Assessment/ Cor. Act. 20.0 Saprolite Comp., MNA*
MW-16D 3-10-99 Compliance Detection 120.0 Bedrock Comp.
MW-17 3-08-99 Not used/ Former Bkgnd. - 52.0 Bedrock -
MW-18 4-07-09 Sentinel** Corrective Action 12.0 Alluvial Soil COCs, MNA*
MW-19 4-07-09 Sentinel** Corrective Action 13.0 Alluvial Soil COCs, MNA*
MW-20 5-18-95 Former Bkgnd. / Phase 1A Compliance Assessment 67.0 Saprolite Comp.
MW-21 5-18-95 Background Assessment/ Cor. Act. 45.0 Saprolite Comp., MNA*
MW-36 5-08-11 Performance*** Corrective Action 43.0 Bedrock COCs, LFG
MW-38 5-09-11 Performance*** / Phase 1A Compliance
Corrective Action 71.0 Bedrock COCs, LFG
Notes: Comp. = Compliance Parameters: NCSWMR Appendix I and/or Appendix II organics and inorganics plus C&D parameters listed in NCSWMR Rule .0544.b.1.D (alkalinity, chloride, iron, manganese, mercury, sulfate, and total dissolved solids) plus tetrahydrofuran (THF), as required for routine assessment or detection monitoring.
COCs = Constituents of Concern.
MNA = Monitored Natural Attenuation Parameters: Temperature, pH, specific conductance, oxidation reduction potential, dissolved oxygen, nitrate, sulfate, chloride, dissolved hydrogen, sulfide, alkalinity, TOC, methane, ethane, ethene, volatile fatty acids, carbon dioxide, ferrous iron, and turbidity.
LFG = Landfill Gas Indicators: Dissolved CH4 and dissolved CO2.
* After the baseline period, the NCDEQ approved alternate frequencies for carbon dioxide, sulfide, volatile fatty acids, ethane, and ethylene. These parameters will be monitored during both semiannual events every third year.
** After the baseline period, sampling frequency for sentinel wells was changed to annual.
*** Performance wells (MW-36& MW-38) for the control of landfill gas remedy were added in the August 2013 CAP Addendum. MW-38 is also a compliance well for Phase 1A.
The current compliance groundwater monitoring network for the C&D-over-MSW landfill
consists of one upgradient well (MW-21), and six downgradient wells (MW-10, MW-11,
MW-12 MW-13, MW-16S, and MW-16D). In March 1999, monitoring wells MW-16S and

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MW-16D were installed as downgradient monitoring wells and well MW-17 was installed as a replacement for upgradient background well MW-9. These wells were incorporated into the
compliance monitoring network during the second semiannual groundwater monitoring event of 2005 after receiving approval from the SWS in a letter dated August 1, 2005. The letter also gave approval to remove MW-9 from the compliance monitoring network. MW-9 was abandoned in July 2006. Sentinel wells MW-18 and MW-19 were installed on April 7, 2009, in accordance with the facility’s CAP.
There are several other monitoring wells at the facility (including MW-8, MW-14, MW-15S, and MW-15D) and several piezometers that have been used in the past to collect groundwater data to supplement the data from the compliance monitoring wells.
Due to organic detections in MW-17, a request was submitted to NCDEQ in August 2010 to replace MW-17 with MW-20 (formerly PZ-4) as the facility background well. MW-20 served as the background well until August 2014 when the new Permit to Operate for Phase 1A C&D landfill expansion was issued by the North Carolina Department of Environment and Natural Resources. MW-20 was replaced by MW-21, (formerly PZ-1). MW-21 now serves as the new
background monitoring well for both the old C&D-over-MSW landfill and the C&D expansion. The former background well for the old C&D-over-MSW landfill, MW-20, which is located side-gradient of and to the northeast of Phase 1A, now serves as a compliance well for Phase 1A. During the first semiannual event each year, samples from the wells in assessment monitoring
(MW-10, MW-11, MW-12, MW-13, MW-16S, and MW-20) are analyzed for the NCSWMR Appendix I list of constituents plus additional detected Appendix II constituents and additional required C&D parameters and THF. During the second semiannual event each year, samples from the wells in assessment monitoring are analyzed for all constituents listed in NCSWMR Appendix II plus additional required C&D parameters and THF. Monitoring well MW-16D,
which is in detection monitoring, is analyzed for the NCSWMR Appendix I plus additional required C&D parameters list during both events. Monitoring wells MW-11, MW-12, MW-16S, and MW-20 are also sampled for MNA parameters during each sampling event.
In accordance with the facility’s CAP, MNA baseline sampling was initiated with the June 2009
sampling event and continued through the November 2010 sampling event. The baseline data were evaluated in a Corrective Action Evaluation Report (CAER) dated May 2011. After reviewing the CAER, in a letter dated July 12, 2011, the NCDEQ agreed to reduce the frequency for monitoring carbon dioxide, sulfide, volatile fatty acids, ethane, and ethylene. These
parameters will be sampled during both semiannual sampling events every third year. The next
time these parameters will be monitored will be during the two semiannual events of 2016. The facility’s CAP requires samples from sentinel wells MW-18 and MW-19 to be analyzed for the facility’s Constituents of Concern (COC’s). The COC list includes the following constituents
as of April 2016:

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 Benzene;
 1,4-Dichlorobenzene;
 Methylene chloride;
 Tetrachloroethylene (PCE);
 Trichloroethylene (TCE);
 1,1-Dichloroethane;
 1,2-Dichloroethane;
 Vinyl chloride;
 Alpha-BHC; and
 Beta-BHC.
After the 2011 CAER, the NCDEQ agreed that sentinel wells MW-18 and MW-19 need only be sampled annually and will be monitored for the above COC list plus required MNA parameters. An addendum to the facility’s CAP was submitted to the NCDEQ in August 2013, adding
control of landfill gas as a remedy for groundwater impacts on the northeastern side of the landfill between the old landfill and the new C&D expansion area. In accordance with the CAP addendum, piezometers PZ-36 and PZ-38 were converted to permanent monitoring wells MW-36 and MW-38, respectively, to act as performance wells for the control of LFG remedy. MW-36 and MW-38 are to be sampled semiannually for the volatile organic compounds (VOCs)
on the COC list, plus landfill gas indicators dissolved methane and dissolved carbon dioxide. Note that MW-38 is also a compliance well for Phase 1A, therefore it is also sampled for the full Appendix I list of constituents. There are (or have been) numerous other monitoring wells, piezometers, and temporary wells at
the facility that have been used for hydrogeological site characterization, nature and extent studies, or to supplement the data from the compliance monitoring wells. Detailed information on these wells can be found in Table 1, which summarizes construction data for all wells and piezometers at the facility.
2.2 Monitoring Network for the C&D Expansion Area
2.2.1 Monitoring Networks for Phases 1A, 2A, & 4
Groundwater monitoring for the C&D expansion area (Phases 1A, 2A, and 4) will be performed in accordance with NCSWMR §.0544 (Detection Monitoring Program). The current compliance network for Phase 1A consists of the background well (MW-21) and three downgradient or side-
gradient wells (MW-20, MW-22S, and MW-38). Deep well MW-22D is not part of the compliance network, but is considered a supplementary well to be sampled only if needed. With the construction of Phases 2A and 4, four downgradient compliance wells, MW-35 (formerly PZ-35), MW-23S (formerly PZ-16S), MW-24S (formerly PZ-8S), and MW-30 will be
added to the compliance network. Additionally, monitoring wells MW-22S, MW-22D, and MW-1, and piezometers PZ-40, PZ-41, and PZ-42 will be abandoned prior to construction of Phases 2A and Phase 4.

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Existing piezometers PZ-35, PZ-16S, PZ-16D, PZ-8S, and PZ-8D will be converted to
permanent monitoring wells MW-35, MW-23S, MW-23D, MW-24S, and MW-24D, respectively, by adding surface protective casings, locks, well pads, and well tags. The deep wells MW-23D and MW-24D will not be part of the compliance network, but will be considered supplementary wells to be sampled only if needed.
The groundwater monitoring network well locations are shown on Drawing WQMP-01. Detailed construction parameters for the existing wells and piezometers are presented in Table 1. Construction specifications for future wells are presented in Appendix A. The following table summarizes the existing and proposed monitoring networks for Phases 1A, 2A, and 4.
New ID Old ID Date Installed Classification Monitoring Program
Screened Interval (Ft-BGS)
Lithology of Screened Interval Phases#
MW-21 PZ-1 Sept. 1987 Background Detection 30-45’ Saprolite Phases 1A, 2A, & 4
MW-20 PZ-4 Sept. 1987 Compliance Detection 52-67’ Saprolite Phases 1A
MW-38 PZ-38 May 2011 Compliance Detection 40-70’! Saprolite Phases 1A
MW-22S PZ-22S May 2011 Compliance Detection 10-25’ Saprolite Phase 1A
MW-22D PZ-22D May 2011 Supplemental 40-45’ PWR Phase 1A
MW-35 PZ-35 May 2011 Compliance Detection 28-33’ Saprolite Phase 2A&4
MW-23S PZ-16S June 1996 Compliance Detection 3-20’ Saprolite Phases 2A&4 MW-23D PZ-16D June 1996 Supplemental 63-68’ Bedrock Phases 2A&4
MW-24S PZ-8S May 1995 Compliance Detection 40-55’ Saprolite Phase 4
MW-24D PZ-8D June 1996 Supplemental 84.5-89.5’ Saprolite Phase 4
MW-30 MW-30 Dec. 2015 Compliance Detection 35-50’ Saprolite Phase 4
Ft-BGS = feet below ground surface. PWR = partially weathered rock. ! See Table 1 for details of PZ-38 construction. # The wells will be installed or converted to monitoring wells prior to operation of the first associated phase.
Some wells may need to be abandoned prior to construction of subsequent phases. For example, MW-22S and MW-22D will need to be abandoned prior to construction of Phase 2A.
Shaded wells listed as “supplemental” will not be a part of the compliance network; however, they will be
converted to monitoring wells to be used for supplemental data in the event that there is a need for it. Groundwater samples will be collected from the compliance network for Phases 1, 2A, and 4 semiannually. The wells will be sampled and analyzed in accordance with NCSWMR §.0544. Groundwater samples from the monitoring wells in Detection Monitoring will be sampled for the
constituents listed in Appendix I of 40 CFR Part 258 plus the C&D parameters listed in
NCSWMR Rule .0544.b.1.D (mercury, manganese, iron, chloride, sulfate, alkalinity, total dissolved solids, pH, temperature, and specific conductance), as well as tetrahydrofuran (per NCDEQ Memo dated June 25, 2010) during both semiannual events.
2.2.4 Monitoring Networks for Future Phases
The SWS issued Conditional Site Suitability Approval on February 28, 2014 for Phases 1A, 2A, 4, 5, 6, 7, and 8; however, Phases 1B, 2B, and 3 were not determined to be suitable due to groundwater contamination attributed to landfill gas migration from the old landfill. Phases 5, 6,

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7, and 8 are not planned to be constructed for at least 5-10 years, but will likely be constructed in the order: Phase 5 first, followed by Phase 8 and then Phase 6, and lastly Phase 7. In the
meantime, if the groundwater contaminant plume between the old landfill and the expansion area recedes significantly, the County may petition for site suitability to be approved for Phases 1B, 2B, and 3. If this happens, it will likely change the phasing sequence. Design Hydrogeologic Reports, including installation of additional wells and piezometers, and Permit-to-Construct Applications will be required for each new phase. The compliance monitoring well networks for
each of these future phases will be proposed in a revised WQMP to be submitted with the Design Hydrogeologic Report for each phase. Construction specifications for any new monitoring wells to be installed for future phases are included in Appendix A.
2.3 Establishment of Background Data
A minimum of four independent groundwater samples will be collected from any new compliance wells prior to the start of disposal operations in the associated phase of the C&D expansion. These data will be evaluated statistically to determine background concentrations for each well.
2.4 Groundwater Sampling Methodology
2.4.1 Standard Sampling Method
Groundwater samples will be collected in accordance with NCSWMR and this WQMP. Details of well purging, sample withdrawal, and decontamination methods, as well as chain-of-custody procedures are outlined below.
Static water elevations and the total well depth will be measured to the nearest 0.01 of a foot in each well prior to the sampling of each well. An electronic water level meter will be used for the measurements. The distance from the top of the well casing to the water surface and to the bottom of the well will be measured using the electronic water level meter. Reference elevations
of the proposed wells have been obtained from a North Carolina registered land surveyor. Each well will be evacuated (purged) and sampled with a disposable bailer or a sampling pump. The bailer or pump will be lowered gently into the well to minimize the possibility of causing
degassing of volatiles in the water. If sampled with a pump, flow rates will be regulated to
minimize turbidity and degassing of the volatile compounds. A low-yield well (one that is incapable of yielding three well volumes within a reasonable time) will be purged so that water is removed from the bottom of the screened interval. Low-yield
wells will be evacuated (purged) to dryness once. Within 24 hours of purging, the first sample
will be field tested for pH, temperature, and specific conductance. Samples will then be collected and containerized in the order of the parameters' volatilization sensitivity (i.e., VOCs first, followed by total metals).
A high-yield well (one that is capable of yielding more than three well volumes during purging)
will be purged so that water is drawn down from the uppermost part of the water column to

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ensure that fresh water from the formation will move upward in the screen. At no time will a well be evacuated to dryness if the recharge rate causes the formation water to vigorously
cascade down the sides of the screen, which could cause an accelerated loss of volatiles. A minimum of three well volumes will be evacuated from high-yield wells prior to sampling. A well volume is defined as the water contained within the well casing. The well volume will be calculated using the following formulas:
Vc = (dc2/4) x 3.14 x hw x (7.48 gallons/cubic foot) Vc (gallons) = 0.163 x hw (for a 2-inch well) where: Vc = volume in the well casing in gallons
dc = casing diameter in feet (dc = 0.167 for a 2-inch well) hw = height of the water column in feet (i.e., well depth minus depth to water) 2.4.2 Low-flow Purging and Sampling Method
As an alternative to the standard sampling methodology described above, the facility may elect
to install dedicated bladder pumps in some or all monitoring wells and conduct Low-Flow (Minimal Drawdown) purging and sampling. This method involves using a dedicated bladder pump to purge and sample water at a constant rate to achieve field parameter stabilization, while minimizing stress (drawdown) on the aquifer. This procedure has been well documented as a preferred methodology for collecting representative groundwater samples (Puls and Barcelona,
USEPA, April 1996). This procedure is accomplished by measuring field parameters at periodic intervals during purging with a flow cell or other container. The flow cell is an inline purge cell, which allows the sampler to constantly monitor the field parameters, including temperature, pH, and conductivity.
Other techniques or containers can be used to collect samples for periodic measurements, provided that periodic and representative samples can be collected.
Purge Volumes:
Low-flow sampling does not require the calculation of the water volume in the well, since
purging is based solely on indicator parameter stabilization. Rather, the volume of the tubing, pump, and/or flow cell, if used, are necessary for making calculations needed to determine field measurement frequency and passive sampling system purge volume. Volumes of the sample equipment, such as pumps or flow cells, can be obtained by the manufacturer. Volumes of the
sample tubing can be calculated using the attached formula or from a table developed for the
specific tubing equipment. Examples of these tables are presented below.
Delivery Tube Volumes Pump Volumes
Tubing Diameter Volume/foot Pump Model/Type Pump Volume
½ " OD 20 ml P1101-full length 400 ml
3/8 " OD 10 ml P1150-half length 125 ml
¼ " OD 5 ml Note: Flow Cell volumes can be obtained from the manufacturer. QED Flow Cells are typically 500 ml.

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Well casing volumes should be calculated and recorded on field log forms. Well casing volumes
may be needed in cases where stabilization is not achieved after a three-volume purge (see below).
Field Measurement Frequency:
Sample equipment volumes are calculated or recorded for use in determining the frequency of
field measurements. Depending on the equipment configuration, record either the known volume of the flow cell or calculate the volume of the pump and sample tubing using the methodology described above (the volumes are typically converted to liters). The frequency of field readings is based on the time required to purge either one volume of the flow cell or one volume of the pump and tubing equipment. For example, when using a flow cell, a cell with
500-ml volume, purged at a rate of 250 ml/minute will be purged in two minutes; readings should be at least two minutes apart. Similarly, if a device other than a flow cell is used, then the frequency of field measurements should be based on the time required to purge one volume of the pump and associated tubing. In either case, it is important to ensure that the field parameters are measured on independent samples.

Purging:
Once the volumes are calculated and the minimum measuring frequency is determined, the purging process can begin. The objective of purging is to replace stagnant water in the monitoring well with formation water prior to sampling. Replacement by ground water from the
formation results in a sample that is representative of actual aquifer conditions. The pump intake is placed within the screened interval at the zone of sampling, preferably, the center of the screen. A low flow rate (< 500 ml/min) is used to prevent exceedance of the aquifer recharge rate (lower flow rates may be required during sampling, see below). Flow rate can be monitored using a flow meter or by measuring the time it takes to fill a calibrated container. Drawdown is
monitored by measuring the top of the water column with a water level indicator similar device (e.g. transducer) while pumping. Drawdown will be stabilized during purging. Excessive drawdown may result in increased
aeration or turbidity of the sample (see next section). Flow rates and drawdown will be recorded
on field logs.
Parameter Stabilization:
Parameter stabilization ensures that stagnant water is purged and sampled groundwater is
representative. In order to determine when a well has been adequately purged, samplers should:

 Monitor the field parameters pH, specific conductance, and temperature of the purged water;
 Record turbidity or dissolved oxygen of the ground water removed during purging;
 Observe and record the drawdown; and
 Record the purge rate and volume of water removed.

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A well is adequately purged when the pH and specific conductance, stabilize. Dissolved oxygen (DO) and turbidity are useful parameters for measuring stabilization. Stabilization occurs as
follows:

pH: +/- 0.2 standard units Required
Conductance: +/- 10.0% of reading Required
Dissolved oxygen: +/- 10.0% or 0.2 mg/L, whichever is greater Optional, if using turbidity
Turbidity: +/- 10.0% of reading Optional, if using DO
Temperature is not a good measurement of stabilization, being insensitive to differences between
formation and stagnant water; nevertheless, temperature is an important parameter that should be measured. In lieu of all four parameters, at a minimum, a subset of pH, conductance and DO or turbidity should be used for parameter stabilization. While turbidity is not a direct measurement of water chemistry, it can be used as an indicator
parameter of stabilization in place of DO. It is useful as a measure of the pumping stress on the formation and to establish the proper pumping rates. To avoid artifacts in sample analysis, turbidity should be as low as possible when samples are taken. If turbidity is not used for stabilization measurements, it should be measured at least three times (once when purging is initiated, again after the water level in the well stabilizes, and again when the water chemistry
indicator parameters being measured are stable, prior to sampling). Turbidity should also be measure again any time the pumping rate is increased or the water level in the well drops noticeably. If the initial turbidity reading is high (>25 NTU) and the second reading is not significantly lower, the pump rate should be reduced. The turbidity value measured prior to sampling should be recorded. If this value exceeds 25 NTU, procedures should be reviewed and
the source of the elevated turbidity determined. Prior to each sampling event the field probes should be calibrated in accordance with the owner's manual provided. It is important to identify the range, resolution and accuracy of the instruments used to determine if the selected stabilization criteria can be measured. If the instruments
available cannot accurately measure the stabilization criteria above, consult with the regulatory program manager to determine if different criteria values would be appropriate for your sampling program.

Sampling:
Wells should be sampled immediately upon completion of purging operations. Once the water level in the well is stabilized, the purge rate should remain constant during low-flow purging (generally less than 500 ml/min). The flow rate for sampling can be equal to or less than the
purging rate, but should never exceed the purging rate. For VOCs, lower sampling rates (< 100
ml/min) may be required. If, after three well volumes have been removed, the chemical parameters have not stabilized according to the above criteria, it is at the discretion of the project leader whether to collect a sample or to continue purging. The conditions of sampling should be noted in the field forms.

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Attempts should be made to avoid purging wells to dryness. This can be accomplished, for example, by slowing the purge rate. If a well is pumped dry, it may result in the sample being
comprised partially of water contained in the sand pack, which may be reflective, at least in part, of initial, stagnant conditions. If the well goes dry repeatedly prior to sampling, then a passive sample should be considered.
Low Yield Formations/Passive Sampling:
For wells that cannot achieve a stabilized water level, even at very low pumping rates, an alternative is to use "passive" sampling techniques. Passive sampling can be used to avoid the pitfalls of well evacuation and obtain a better and more "representative" sample. Sampling the water present in the screen zone provides the greatest chance of obtaining samples with minimal alteration of the chemistry. Although the low movement rate of the ground water in the screen
provides only a limited exchange, avoiding the alteration caused by the factors mentioned above is really the best alternative. Passive sampling requires removal of the smallest possible purge volume prior to sampling, generally limited to the volume of the sampling system. The sampling system volume is
minimized by using very small diameter tubing and the smallest possible pump chamber volume. Plastic tubing should have sufficient wall thickness to minimize the potential for oxygen transfer through the tubing when pumping at very low flow rates. Samples are collected after purging 1-3 volumes of the sampling system. Since passive sampling requires the minimum possible disturbance to the water column and formation, dedicated sampling systems are required.
The pumping rates used for passive sampling are much lower than for low-flow/low-volume purging, generally 100 ml/minute or less. Drawdown is expected, since it cannot be avoided; however, it is still advisable to pump at the lowest possible rate to limit drawdown to the minimum possible. Monitoring indicator parameters for stability is not part of this approach,
since the intention is not to purge until stabilization of these measurements. 2.4.3 Other Sampling Requirements
Sampling Order and Field Measurements:
The upgradient/background well will be sampled first, followed by the downgradient wells. The
order of sampling of the downgradient wells will be evaluated each sampling event to provide a sequence going from less contaminated to more contaminated, if applicable, based on the previous sampling data.
Field measurements of temperature, pH, and specific conductance will be made prior to sample
collection. The direct reading equipment used at each well will be calibrated according to the manufacturer's specifications prior to each sampling event. Groundwater samples will be collected and containerized in the order of the volatilization sensitivity (i.e., VOCs first, followed by total metals).

Pre-preserved sample containers will be supplied by the laboratory. The VOC vials will be filled in such a manner that no headspace remains after filling. Immediately upon collection, all

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samples will be placed in coolers on ice where they will be stored prior to/and during transit to the laboratory.

Equipment Decontamination:
All equipment used for sampling will be handled in such a manner as to ensure that the equipment remains decontaminated prior to use. In between wells and following completion of the field sampling, water level meters, sampling pumps, tubing, or any other non-dedicated
sampling equipment will be properly decontaminated. Clean disposable gloves will be worn by sampling personnel and changed between wells. In between wells and following completion of the field sampling, non-dedicated sampling equipment will be decontaminated using the following procedure.
1) Phosphate-free soap and distilled water wash; 2) Distilled water rinse; 3) Air dry.
Sample Containerization:
Samples collected will be properly containerized, packed into pre-cooled coolers, and either hand-delivered or shipped via overnight courier to the laboratory for analysis. The chain-of-custody program will allow for tracing of possession and handling of samples from the time of field collection through laboratory analysis. The chain-of-custody program will include sample
labels and seals, field logs, and chain-of-custody record, and laboratory log. Labels sufficiently durable to remain legible when wet will contain the following information:
 Job and sample identification;
 Monitoring well number or other location;
 Date and time of collection;
 Name of collector(s);
 Parameter to be analyzed; and
 Preservative, if applicable.
The shipping container will be sealed to ensure that the samples have not been disturbed during transport to the laboratory. If the sample cannot be analyzed because of damage or disturbance, whenever possible, the damaged sample will be replaced during the same compliance period.

Field Logs and Chains-of Custody:
The field log will contain sheets documenting the following information:
 Identification of the well;
 Well depth;
 Static water level depth;
 Presence of immiscible layers, odors or other indications of potential contamination;

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 Purge volume (given in gallons or number of bailers);
 Time well was purged;
 Date and time of collection;
 Well sampling sequence;
 Field analysis data and methods;
 Field observations on sampling event;
 Name of collector(s);
 Climatic conditions (temperature, precipitation, etc.). The chain-of-custody record is required to establish the documentation necessary to trace sample possession from time of collection to time of receipt at destination. A chain-of-custody record will accompany each individual shipment. The record will contain the following information:

 Sample destination and transporter;
 Sample identification numbers;
 Signature of collector;
 Date and time of collection;
 Sample type;
 Identification of well;
 Number of sample containers in shipping container;
 Parameters requested for analysis;
 Signature of person(s) involved in the chain of possession;
 Inclusive dates of possession; and
 Internal temperature of shipping container upon opening (noted by the laboratory). A copy of the completed chain-of-custody sheet will accompany the shipment and will be returned to the shipper with the analytical results. The chain of custody record will also be used
as the analysis request sheet.
Field and Trip Blanks:
A field blank will be collected and analyzed during each sampling event to verify that the sample
collection and handling processes have not affected the integrity of the field samples. The field
blank will be prepared in the field from lab pure water (Type II reagent grade water) supplied by the laboratory. One field blank will be prepared for each sampling event. The field blank will be generated by exposing the lab pure water to the sampling environment in the same manner as actual field samples being collected. The lab will provide appropriate sample containers for
generation of the field blank. The field blank will be subjected to the same analyses as the
groundwater samples. As with all other samples, the time(s) of the field blank collection will be recorded so that the sampling sequence is documented. The field blank monitors for contamination from the sampling environment, or from cross-contamination that might occur between samples and sample containers as they are opened and exposed to the sampling
environment.
Whenever groundwater samples are being collected for VOC analysis, a trip blank will be generated by the laboratory prior to shipment of sampling containers and coolers to the field.

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The same lab pure water as above shall be used. The trip blank shall be transported with the empty sampling containers to the field, but will not be opened at any time prior to analysis at the
laboratory. The trip blank will accompany the groundwater samples in the cooler(s) back to the laboratory and will be analyzed by the same VOC methods as the associated field samples. The trip blank monitors for potential cross-contamination that might occur between samples or that may be a result of the shipping environment.
Detectable levels of contaminants found in the field blanks or trip blanks will not be used to correct the groundwater data, but will be noted accordingly. Contaminants present in trip blanks or field blanks at concentrations within an order of magnitude of those observed in the corresponding groundwater samples may be cause for discounting the analytical results for the groundwater or surface water samples, or for resampling.

2.5 Sample Analysis Requirements
2.5.1 Analytical Requirements
Groundwater samples from the compliance and corrective action wells associated with the existing landfill will be analyzed in accordance with the requirements of NCSWMR §.1632-
.1633 and the CAMP for the facility. Groundwater samples from the compliance wells associated with the C&D expansion will be analyzed in accordance with the requirements of NCSWMR §.0544-.0545. Analysis of groundwater and surface water samples from the facility will be conducted by a laboratory certified by the NCDEQ. Analyses will be performed in accordance with U.S. EPA SW-846 methods, where applicable.

 Compliance wells for the old C&D-over-MSW landfill which are in assessment monitoring will be analyzed for the NCSWMR Appendix I list of constituents plus additional detected Appendix II constituents plus additional required C&D parameters
and THF during the first semiannual event and for all constituents listed in NCSWMR
Appendix II plus additional required C&D parameters and THF during the second semiannual monitoring event. Monitoring wells in detection monitoring are analyzed for the NCSWMR Appendix I list plus additional required C&D parameters and THF during both semiannual events. See section 2.2 and Appendix B for the list of C&D parameters.

 Corrective action monitoring wells MW-11, MW-12, MW-16S, and MW-21 are also sampled for MNA parameters during both semiannual sampling events. See Section 2.1 for details of the MNA analytical requirements.

 Sentinel wells MW-18 and MW-19 are sampled annually for the facility’s COC’s. See Section 2.1 for a list of the current COC’s.
 Compliance monitoring wells for the C&D Expansion (Phases 1A, 2A, and 4) which are in the Detection Monitoring Program are (or will be) analyzed for the NCSWMR Appendix I list of constituents plus additional C&D parameters and THF during both semiannual sampling events. See section 2.2 for the list of C&D parameters.

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 Surface water samples will be analyzed for the NCSWMR Appendix I list of constituents
plus THF and additional detected Appendix II constituents during both semiannual sampling events.
 Field analyses for temperature, pH, specific conductance, and turbidity will be performed
for each groundwater and surface water sample.
Appendix B includes a table of all Appendix I, Appendix II, and C&D constituents with their respective analytical methods, CAS numbers, NCDEQ Solid Waste Section Limits (SWSL), 15A NCAC 2L (NC-2L) groundwater standards, and Solid Waste Section groundwater protection
standards (GWPS).
2.5.2 Reporting and Record Keeping
The laboratory analytical results will be submitted to the Solid Waste Section semiannually. Semiannual Water Quality Monitoring Reports will conform to NCSWMR requirements and to
the NCDEQ guidance memo dated November 5, 2014, which is included as Appendix C. The
following measurements, analytical data, calculations, and other relevant groundwater monitoring records will be kept throughout the active life of the facility and the post-closure care period:  Records of all groundwater quality data;  Associated sample collection field logs and measurements, such as static water level
measured in compliance wells at the time of sample collection; and

 Notices and reports of NC-2L Standard and/or GWPS exceedances, NC-2B Standard exceedances, reporting or data errors, missing data, etc..
2.6 Well Abandonment
All recently installed or pre-existing wells or piezometers at the site that are not used for
permanent monitoring will be progressively abandoned as necessary to complete construction activities. The remaining piezometers may be used to supplement groundwater elevation data, if needed. Wells and piezometers that need to be abandoned will be properly abandoned in accordance with the procedures for permanent abandonment as described in 15A NCAC 2C Rule
.0113(a)(2). The piezometers and wells that are within the proposed waste footprint will be
overdrilled before they are grouted. Other wells that will potentially interfere with clearing and/or construction activities but are not within the current proposed or future waste footprint may be grouted in place without overdrilling.
Current plans for well abandonments include the following:
 MW-22S, MW-22D, MW-1, PZ-40, PZ-41, and PZ-42 will need to be abandoned prior to construction of Phases 2A and 4.
 GP-3 will also need to be abandoned prior to construction of Phases 2A and 4.

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3.0 COMPARISON TO GROUNDWATER PROTECTION STANDARDS
Constituents detected in the samples collected from either the compliance network or the sentinel
wells shall be compared to the Groundwater Protection Standard (GPS) for that constituent as defined in the NCSWMR § .1634 (g) and (h). Unless otherwise established by NCDEQ, the GPS for all constituents shall be equal to their respective NC-2L Groundwater Standards, or for constituents without NC-2L standards, the GWPS established by the SWS (see Appendix B). If the NC-2L Standard or GWPS is below the SWSL, the GPS shall be equal to the SWSL. The
comparison will initially be performed using a value-to-value procedure. If the GPS for a constituent as described above is less than the statistically-determined background for that constituent, the GPS shall be equal to the background value. If an analyte is detected above the GPS in a given sampling event, confidence limits may be
calculated based on the most recent four sampling events, and if the lower confidence limit is not above the GPS, the detection shall not be considered a statistically significant level compared to the GPS. If an analyte is detected below the GPS, even if it is a quantifiable concentration, compliance action will not be required unless it is demonstrated to represent a statistically significant increase over background.
If a suspect GPS exceedance is noted during the value-to-value comparison, a confirmation sample may be collected. The results from a confirmation sample will be compared to the GPS in a value-to-value comparison, or the value may be statistically compared to background.
4.0 STATISTICAL ANALYSES
The background data are to be evaluated through the use of Parametric Prediction Limits, Parametric Tolerance Intervals, Non-Parametric Prediction Limits, or Poisson Prediction Limits as appropriate. Tests for normality, outliers, Aitchison’s adjustment, tolerance intervals, or prediction limits are to be included as appropriate based on the background data.
The statistical test by which downgradient data are compared to facility background data is based upon the nature of the data and the number of data values that are less than the laboratory limit of detection. At a minimum, statistical tests will be evaluated at the 0.05 level of significance, 95%
confidence level, or higher, and will be conducted as one-tailed tests. These methods and the
criteria for their use are discussed below.
4.1 Treatment of Truncated Data
Truncated data are data for which the laboratory analyses did not yield a numerical result that
can be used in the statistical analysis. Normally, these are “not-detected” or “not reported”
results, where the analysis did not detect the analyte at a concentration above its respective detection limit (DL) or reporting limit (RL). Generally, truncated background data are censored as follows: when less than or equal to 15% of the background data values are truncated, any truncated data will be treated as one-half the applicable RL.

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4.2 Assumption of Normality
Prior to conducting statistical tests that are based on the assumption of normally distributed data,
normality of the background data is evaluated using the Shapiro-Wilk statistic (W). Normality is assessed at the 95% confidence level. In the event that the raw data fail to follow a normal distribution, the data are transformed using a base-10 logarithm. The transformed data are then tested for normality using the Shapiro-Wilk statistic. In the event that the log-transformed data also fail to follow a normal distribution, a non-parametric approach is applied.

4.3 Parametric Upper Tolerance Limit
In cases where the background data consist of a minimum of eight independent data values and less than or equal to 15% of the background data values for a given analyte are truncated, the downgradient values are compared to the parametric upper tolerance limit in accordance with the
procedure summarized in the USEPA guidance documents: Statistical Analysis of Groundwater
Monitoring Data at RCRA Facilities, Interim Final Guidance (USEPA, 1989); Statistical
Analysis of Groundwater Monitoring Data at RCRA Facilities, Addendum to Interim Final
Guidance (USEPA, 1992); and Statistical Analysis of Groundwater Monitoring Data at RCRA
Facilities – Unified Guidance (USEPA, 2009) .

4.4 Aitchison’s Adjusted Parametric Upper Prediction Limit
In those cases where the background data consist of a minimum of eight independent data values and more than 15%, but less than or equal to 50%, of the background data values for a given analyte are truncated, the mean and standard deviation are adjusted. This is done in accordance
with the procedure described by Aitchison (1955) and summarized in the USEPA guidance document (USEPA, 2009). After the adjustments are made, the downgradient values are compared to the Aitchison’s adjusted parametric upper prediction limit in accordance with the procedures summarized in the USEPA guidance document (USEPA, 2009).
4.5 Non-parametric Upper Tolerance Limit
In those cases where more than 50%, but less than or equal to 90%, of the background data for a given analyte are truncated or the background data fail to follow a normal or log-normal distribution, downgradient values are compared to the non-parametric upper tolerance limit.
This procedure is done in accordance with the procedures summarized in the USEPA guidance
documents (USEPA, 2009).
4.6 Poisson Upper Prediction Limit
In those cases where more than 90% of the background data values for a given analyte are
truncated, the downgradient values are compared to the Poisson upper prediction limit. These
comparisons are made in accordance with the procedure summarized in the USEPA guidance document (USEPA, 2009).

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5.0 SURFACE WATER MONITORING
Surface water at the facility is currently monitored semiannually in conjunction with the
groundwater sampling events for the existing landfill. Samples are currently collected from three surface water monitoring points, SMP-5, SMP-6, and SMP-7 as described below.
Surface Point Classification Monitoring Program Location
SMP-5 Compliance Surface Water Stream 1, southwest corner of the old landfill, downstream of sediment basin SB-1A.
SMP-6 Compliance Surface Water Stream 2, southeast corner of the old landfill and downstream of the wetland area.
SMP-7 Compliance Surface Water Stream 2, south of Phases 1, 2A, 4 and east of sediment basin SB-2A. First flowing water. SMP-7 is located downgradient of Phase 1 and Phases 2A/4 and sediment basin SB-2. Being near the head of Stream 2, the exact sampling point may vary depending on seasonal variation in the location of the stream head. In general, the sample will be taken from the first flowing water
in the stream. These three monitoring points will adequately monitor the surface water that could be potentially impacted by a release from either the old landfill or Phases 1, 2A, and 4 of the C&D expansion before the surface water flows into The Catawba River (Lake Rhodhiss). Additional surface
water monitoring points may be proposed, if needed, for later phases of the C&D expansion. Surface water samples will be analyzed for the NCSWMR Appendix I list of constituents plus detected Appendix II constituents during both semiannual events. The results will be compared to the surface water standards found in 15A NCAC 2B (NC-2B) using a value-to-value
comparison. The NC-2B standards are included as Appendix D.
6.0 ABILITY TO EFFECTIVELY MONITOR RELEASES
Based on the design hydrogeological investigations conducted for Phases 2A/4 of the proposed
C&D expansion area, as well as the site suitability hydrogeological investigations for the
expansion area, no geological or hydrological conditions have been identified which will interfere with effective monitoring of the C&D landfill expansion or the old landfill. The old landfill is a closed, unlined MSW landfill with C&D landfill on top of it. The old
landfill area is under corrective action for impacts to groundwater on the down-gradient (south)
side of the old landfill. In addition, two former background wells (MW-9 and MW-17) on the upgradient (north) side of the old landfill have had detections of VOCs believed to be due to landfill gas migration.

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We do not believe that the presence of impacted groundwater beneath the old landfill will interfere with the effective monitoring of Phases 1A and/or 2A/4 of the proposed C&D
expansion, for the following reasons:
 Groundwater flow beneath the old landfill is toward the south, away from the C&D expansion area, and observed groundwater flow paths will not carry impacted groundwater from the old landfill to the C&D expansion area;
 Groundwater flow beneath Phase 1 and 2A/4 is primarily toward the southwest, and can be monitored independently from flow beneath the old landfill; and
 The proposed layout of the C&D expansion leaves ample space (200 feet) between the two waste units to monitor groundwater between them. Monitoring wells MW-36
(PZ-36), MW-38 (P-38), MW-15S&D, and MW-14S&D are located directly between the old landfill and the C&D expansion area. There is a significant possibility that the monitoring wells between the two landfills may be impacted by landfill gas (LFG) from the old landfill. If so, the impacts will be detected and
characterized during the required monitoring of the wells. If there are notable increases in VOCs in the monitoring wells at some point after waste is in place in the C&D expansion phases, there are statistical, analytical, and geochemical tools that can be used to distinguish between LFG impacts and impacts due to leachate from the new landfill cell.
This Water Quality Monitoring Plan, when implemented, will be effective in providing early detection of any release of hazardous constituents to the uppermost aquifer beneath both the old landfill and Phase 1 and Phase 2A/4 of the C&D expansion so as to be protective of public health and the environment.
7.0 REFERENCES
Aitchison, 1955. On the Distribution of a Positive Random Variable Having Discrete
Probability Mass at the Origin. Jour. Of American Statistical Assoc. 50(272), 901-908 (1955).
Bouwer, H. and Rice, R.C., June 1976. A slug test for determining hydraulic conductivity of
unconfined aquifers with completely or partially penetrating wells; Water Resources Research, American Geophysical Union, pp. 423-428.
Bouwer, H., 1989, The Bouwer and Rice slug test-an update; Ground Water, vol. 27, No. 3,
May-June, pp. 304 - 309. Brown, Philip M., Chief Geologist, 1985. Geologic Map of North Carolina, The North Carolina Geologic Survey, scale 1:500,000.

Butler, J. Robert, and Secor, Jr., Donald T., 1991. The Central Piedmont, in Horton, J. W., Jr., and Zullo, V. A., eds., The Geology of the Carolinas: The University of Tennessee Press, p. 59-78.

John’s River Landfill, Burke Co., Permit #12-03 Joyce Engineering Water Quality Monitoring Plan January 2017
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Goldsmith, Richard, Daniel J. Milton, and J. Wright Horton, Jr.. 1988. Geologic map of the
Charlotte 1 degree x 2 degree Quadrangle, North Carolina and South Carolina. US
Geological Survey Map I-1251-E. US Geological Survey: Reston, VA. Halford, Keith J., and Kuniansky, Eve L., 1998. Bower and Rice Slug Test Analysis, in:
Documentation of Spreadsheets for the Analysis of Aquifer Test Data: USGS OFR 02-197.
Harned, D.A., and Daniel, Charles C., III, 1989. The Transition Zone Between Bedrock and
Saprolite: Conduit For Contamination?, in Ground Water in the Piedmont; Edited by Daniel, C., White, R., and Stone, P., Proceedings published by Clemson University, pp. 336-348.
Heath, R.C., 1989. The Piedmont Ground-Water System, in Ground Water in the Piedmont; Edited by Daniel, C., White, R., and Stone, P., Proceedings published by Clemson University, pp. 1-13.
Joyce Engineering, Inc. (JOYCE), 1994. Transition Plan, Johns River Waste Management
Facility. April 1994. JOYCE, 1996a. Site Hydrogeologic Report, Johns River Waste Management Facility. October, 1996.
JOYCE, 1996b. Water Quality Monitoring Plan, Johns River Waste Management Facility. September, 1996. JOYCE, 1997. Design Hydrogeologic Report, Phase 1, Johns River Waste Management
Facility. January, 1997. JOYCE, 1998. Water Quality Assessment Plan, Johns River Waste Management Facility. May 1998.

JOYCE, 2000. Water Quality Assessment Report, Johns River Waste Management Facility. January 2000. JOYCE, 2004. Update on Groundwater Assessment Activities, Johns River Waste Management
Facility. October 2004.
JOYCE, 2005a. Assessment of Corrective Measures Report, Johns River Waste Management
Facility. February 2005.
JOYCE, 2005b. Quantitative Risk Assessment, Johns River Waste Management Facility.
February 2005. JOYCE, 2008. Corrective Action Plan, Johns River Waste Management Facility. June 2008.

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JOYCE, 2011a. Second Semiannual Groundwater Monitoring Report of 2010 and Corrective
Action Evaluation Report, Johns River Waste Management Facility. May 2011. JOYCE, 2011b. Johns River Waste Management Facility C&D Landfill Expansion - Volume 1:
Site Plan Application, Section II: Site Hydrogeologic Report, December 2011.
JOYCE, 2012. Water Quality Monitoring Plan, Johns River Waste Management Facility. Volume 2, Appendix 4 of the Permit to Construct Application. August 2012. JOYCE, 2013. Addendum to Corrective Action Plan, Johns River Waste Management Facility. July 2013.
Municipal Engineering Services Co., P.A., 1986. Burke County Site Plan, July 1986; Prepared by Municipal Engineering, P.A., Garner, North Carolina, for Burke County. North Carolina Dept. Environment, Health, and Natural Resources (NCDEHNR), 1995.
Sampling and Analysis Requirements, Construction and Demolition Landfills and Closed Sanitary Landfills, N.C. Solid Waste Section. North Carolina Dept. Environment, Health, and Natural Resources (NCDEHNR), 1995. Draft N.C. Water Quality Monitoring Guidance Document for Solid Waste Facilities.
Parker, B.L. et al. May 1994. 1) A conceptual understanding of contaminant migration in
fractured media, 2) Calculations and real data: fractured media. In: Dissolved Organic Contaminants in Groundwater Short Course [unpublished short course notes and published references contained therein]. Waterloo Centre for Groundwater Research,
Univ. Of Waterloo, Ontario. Puls, R.W. and M.J. Barcelona, 1996. Low-Flow (Minimal Drawdown) Ground-water Sampling
Procedures. U.S. EPA, Ground Water Issue, Publication Number EPN540/S-95/504,
April 1996.
RCRA Ground Water Monitoring Technical Enforcement Guidance Document (TEGD), 1986. Ragland, Paul C., 1991. Mesozoic Igneous Rocks, in Horton, J. W., Jr., and Zullo, V. A., eds.,
The Geology of the Carolinas: The University of Tennessee Press, p. 171-190.
United States Environmental Protection Agency (USEPA), 1989. Statistical Analysis of
Groundwater Monitoring Data at RCRA Facilities – Interim Final Guidance. April 1989.

USEPA, 1992. Statistical Analysis of Groundwater Monitoring Data at RCRA Facilities –
Addendum to Interim Final Guidance. July 1992.

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USEPA, 2009. Statistical Analysis of Groundwater Monitoring Data at RCRA Facilities –
Unified Guidance. EPA 530/R-09-007. March 2009.

8.0 ACRONYMS
ACM Assessment of Corrective Measures (Report) AMSL Above Mean Sea Level AOC Area of Concern
BGS Below Ground Surface C&D Construction and Demolition Waste CAP Corrective Action Plan (Report) CAER Corrective Action Evaluation Report (Report) CAMP Corrective Action Monitoring Plan (Report)
CAS Chemical Abstracts Service CFR Code of Federal Regulations CPVC Chlorinated Poly Vinyl Chloride COC Constituents of Concern (for corrective action) COC Chain of Custody (for sampling and lab reports)
NCDENR North Carolina Department of Environment and Natural Resources (now the NCDEQ) NCDEQ North Carolina Department of Environmental Quality (formerly the NCDENR) DL Detection Limit (for laboratory data) DO Dissolved Oxygen
EPA United States Environmental Protection Agency (or USEPA) GPS Groundwater Protection Standards as defined by NCSWMR §.1634 (g) & (h) GWPS Groundwater Protection Standards established by the NCDEQ-SWS JOYCE Joyce Engineering LFG Landfill Gas
MNA Monitored Natural Attenuation MSW Municipal Solid Waste MW Monitoring Well NC-2B North Carolina Surface Water Standards found in 15A NCAC 2B
NC-2L North Carolina Groundwater Standards found in 15A NCAC 2L
NCAC North Carolina Administrative Code NCGS North Carolina Geological Survey NCSWMR North Carolina Solid Waste Management Regulations (15A NCAC 13B) ND Not Detected (for laboratory data)
NES Nature and Extent Study (Report)
O&M Operations and Maintenance QL Quantitation Limit (for laboratory data) QRA Quantitative Risk Assessment (Report) RL Reporting Limit (for laboratory data)
RQD Rock Quality Designation
SMP Surface Water Monitoring Point SPT Standard Penetration Test

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SWS Solid Waste Section, NCDEQ Division of Waste Management SWSL Solid Waste Section Reporting Limit (for laboratory data)
USEPA United States Environmental Protection Agency (or EPA)

TABLE
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2211 W. MEADOWVIEW ROAD
GREENSBORO, NC 27407
PHONE: [phone]
NC CORP LIC: C-0782
P
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T

N
O
.
APPROVED
CHECKED
DRAWN
DESIGNED
DATE
DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK
S
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All rights reserved.
Ó Joyce Engineering, Inc.
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.
L:\Burke County\2015\PHASE 2-4 PERMITTING\HYDROGEO\WQMP-01 WATER QUALITY MONITORING PLAN.dwg Layout=Layout1
2
7
7
JOHN'S RIVER WASTE MANAGEMENT FACILITY
BURKE COUNTY, NORTH CAROLINA
2016
W
Q
M
P
-
0
1
A
S

S
H
O
W
N
WATER QUALITY
MONITORING PLAN
VB
RWH
JJ
VB
11/11/16

APPENDICES

Appendix A: Construction Specifications for Groundwater Monitoring Wells Appendix B: NCSWMR Appendix I & II Constituents with NC-2L Standards Appendix C: NCDEQ November 2014 Memo on Document Submittal Appendix D: NC-2B Surface Water Standards

Appendix A
Construction Specifications for Groundwater Monitoring Wells

CONSTRUCTION SPECIFICATIONS FOR GROUNDWATER MONITORING WELLS

1.0 DRILLING
1.1 Nominal Boring Diameter
In cases where the diameter of the well pipe will be 2 inches, the minimum nominal borehole diameter of borings advanced through soil materials will be 6 inches in order to help ensure that
the minimum width of the annulus around the well pipe will be 2 inches.
1.2 Drilling Methods
All borings will initially be advanced by hollow stem auger drilling method. In the event that a sufficient depth has not been reached by the point of auger refusal, borings may be advanced by
air rotary drilling.
1.3 Cuttings
Drilling will be performed in a manner that minimizes the spreading of soil cuttings. Disposition of cuttings upon project completion will be the responsibility of Owner/Operator or the
Owner/Operator’s designated representative, and will be in accordance with local, state, and federal regulations.
2.0 SOIL SAMPLING
2.1 Split Spoon Sampling
During hollow stem auger drilling, soil materials will be sampled for characterization of subsurface conditions using split-spoon samplers. The driller will provide one or more split spoon samplers. At a minimum, split-spoon samples will be taken at 5-foot intervals between the surface and the bottom of the boring or spoon refusal, except locations where subsurface conditions have already been adequately characterized.

2.2 Cuttings
During drilling, the driller will attempt to sample soil by the split-spoon method. In the event of spoon refusal, the driller will provide cuttings at intervals specified by the Owner/Operator or the
Owner/Operator’s representative. The driller will keep cuttings clear of the borehole.

2.3 Sample Disposition
Disposition of sample material upon completion of the project will be the responsibility of the Owner/Operator or the Owner/Operator’s designated representative, and will be in accordance
with the facility’s Operation Plan and applicable regulations.

3.0 WELL CONSTRUCTION
3.1 Construction Method
In the event that the borehole stands open, the augers may be removed prior to installing the well. In the event that the borehole fails upon removal of the augers, then the well will be constructed within the augers. In the event that the hole fails and/or the auger is too small to permit tremie-pipe construction, then the boring will be re-drilled with larger augers, and the well will be constructed within those augers. Alternatively, a temporary outer casing may be
installed for construction of the well within the casing. For nested wells, each well and/or piezometer in the nest will be installed in a separate borehole. Only one well or piezometer will be installed in each borehole.
3.2 Well Pipe and Screen
Each monitoring well will be constructed of pre-cleaned, Schedule 40 PVC pipe having an inner diameter of 2 inches. Wells will be screened with a screen 10 feet in length. The screen will be factory-slotted. Slots will be 0.01 inch in width. The driller will wear clean, surgical-type gloves whenever handling PVC well pipe, and the pipe will be maintained in a clean manner. In
order to provide a clean cut, a PVC pipe cutter will be used whenever it is necessary to shorten sections of the PVC well pipe; a hacksaw will not be used.
3.3 Sand Pack
Filter sand will be a clean sand of proper size in relation to the screen slots to prevent sand grains
passage into the well, with no fraction coarser than 0.25-inch nominal diameter. Filter sand will be placed in the annulus around the well riser and to a point approximately two feet above the top of the screen. A tremie-pipe will be used as feasible.
3.4 Bentonite Seal
The annulus around the well riser pipe will be sealed with a layer of bentonite pellets, to be placed directly above the sand filter pack. The minimum thickness of the bentonite layer will be two feet. The bentonite pellets will be allowed to hydrate prior to continuing with well construction. A tremie-pipe will be used as feasible.

3.5 Grout
Following hydration of the bentonite seal, each boring will be sealed with a Portland Type I bentonite/cement slurry, using the tremie-pipe method. Bentonite content in the slurry will be 2 to 5 percent by weight to help reduce shrinkage.

When feasible, the hollow stem auger will be used as a temporary casing while placing the filter sand and bentonite seal. Cement-bentonite backfill may be placed following removal of the hollow stem auger.

3.6 Surface Completion
The well will be prepared for either manhole or stickup surface completions.
In the case of manhole installations, suitable surface completion will consist of capped PVC riser and steel manhole. The PVC riser will be provided with a lockable, watertight, expansion cap, with a lock. The manhole will be placed in a manner that permits surface water to run off and drain away from the manhole cover.
In the case of stickup installations, suitable surface completion will consist of a concrete apron, capped PVC well riser, and outer protective casing. The concrete apron will have the following minimum dimensions: 3 feet x 3 feet x 6 inches, and will be centered with respect to the riser. A form will be used in constructing the apron. The upper surface of the apron will be graded to
provide drainage away from the PVC riser. The inner PVC riser (well pipe) will extend to an approximate height of 3.0 feet above the top of the concrete pad. A vent hole having a diameter of 0.25 inches will be drilled through the PVC riser at a point approximately 2-3 inches below its top. Shavings generated by drilling the PVC
riser will be prevented from falling into the well. The PVC riser will be provided with a lockable, watertight, expansion cap. The outer protective casing will be constructed of steel pipe having a diameter, or diagonal, of not less than six inches. The top of the outer protective casing, when uncovered, will be placed
at a point between 0.5 inch above the top of the PVC well pipe and 0.5 inch below the top of the PVC pipe. A drain hole having a diameter of 0.5 inch will be drilled through the outer protective casing near the top of the concrete apron. The outer protective casing will be lockable, and a lock will be provided.
4.0 SURVEYING
The well locations and elevations will be surveyed by a NC licensed surveyor. Survey points will include the following:
 Well location to within + 0.1 foot in horizontal plane;
 Ground surface elevation to within + 0.01 foot;
 Surveyor’s pin elevation on concrete apron within + 0.01 foot; and
 Top of well casing (PVC well pipe without cap) elevation to within + 0.01 foot.
5.0 WELL DEVELOPMENT AND INSPECTION
The driller will develop each well until sediment-free water (or as close as feasible) with stabilized field constituents (temperature, pH and specific conductance) is obtained.
Development will be conducted by pumping or bailing. A surge block may be used as a means of assessing the integrity of the well screen and riser. If a pump is employed, the design of the pump will be such that groundwater having contact with air is not allowed to drain back into the

well. Air surging will not be used. All well development equipment (bailers, pumps, surge blocks) and any additional equipment that contacts subsurface formations will be
decontaminated prior to on-site use, between consecutive on-site uses, and/or between consecutive well installations.
6.0 ANCILLARY REQUIREMENTS
6.1 Extraneous Material
The driller will take all reasonable care to ensure that each boring is free from all materials other than those required for well construction. Materials required for well construction are here defined to include polyvinyl chloride (PVC) casing and screen, sand, bentonite, Portland cement, and natural soil materials.
All other materials accidentally or purposely placed in the hole will be removed by the driller prior to well completion.
6.2 Decontamination
All drilling equipment (drill steel, bits, casing materials) and any additional equipment that
contacts subsurface formations will be decontaminated prior to on-site use, between consecutive on-site uses, and/or between consecutive well installations. Appropriate decontamination procedures will consist of steam cleaning with potable water and biodegradable detergent (e.g., Liquinox) approved by the Owner/Operator or the
Owner/Operator’s designated representative. Steam cleaning will be conducted in a manner that minimizes over-spray and runoff.
6.4 Site Safety Plan
The driller is responsible for maintaining the personal safety of his employees while on site. The
driller will keep a fire extinguisher (in good working condition) and first aid kit at the site at all times during which the site is occupied by his employees. The driller will be responsible for providing any personal protective equipment that might be
required by OSHA and other agencies, including, but not necessarily limited to, hard hats,
hearing protection and steel-toed boots, for all personnel employed by the driller.
6.5 Cleanup
The driller will be responsible for removing all refuse from each well site. Such refuse typically
includes, but is not limited to, PVC pipe wrappers, sand bags, bentonite bags, cement bags,
beverage containers, food wrappers, and other forms of litter. Smoking on site will not be permitted.

6.6 Documentation
The driller will be responsible for providing the following information to the Owner/Operator’s
designated representative after well installation has been performed:
 date and time of construction;
 drilling method;
 boring diameter;
 well pipe (inner casing) specifications;
 well depth (+/-0.01 ft.);
 drilling/lithologic logs;
 specifications for other casing materials (if applicable);
 screen specifications;
 well pipe/screen joint type;
 filter pack specifications (material, size);
 filter pack volume and calculations;
 filter pack placement methods;
 bentonite seal specifications;
 bentonite seal volume;
 bentonite seal placement method;
 grout specifications;
 grout volume;
 grout placement method;
 surface completion specifications;
 decontamination procedures; and
 well development procedures.

Appendix B
NCSWMR Appendix I & II Constituents with NC-2L Standards

NCSWMR Appendix I + II Constituents with NC-2L Standards
NC SWSL NC 2L SWS-GWPS
1 App. I Antimony metal 7440-36-0 6010 6-12 App. I Arsenic metal 7440-38-2 6010 10 10 -(RCRA METAL)3 App. I Barium metal 7440-39-3 6010 100 700 -(RCRA METAL)
4 App. I Beryllium metal 7440-41-7 6010 1-4
5 App. I Cadmium metal 7440-43-9 6010 12-(RCRA METAL)6 App. I Chromium metal 7440-47-3 6010 10 10 -(RCRA METAL)7 App. I Cobalt metal 7440-48-4 6010 10 - 1
8 App. I Copper metal 7440-50-8 6010 10 1,000 -EPA MCL is a secondary standard.
9 App. I Lead metal 7439-92-1 6010 10 15 -EPA MCL is an action level. (RCRA METAL)10 App. I Nickel metal 7440-02-0 6010 50 100 -
11 App. I Selenium metal 7782-49-2 6010 10 20 -(RCRA METAL)
12 App. I Silver metal 7440-22-4 6010 10 20 -EPA MCL is a secondary standard. (RCRA METAL).13 App. I Thallium metal 7440-28-0 6010 5.5 - 0.2814 App. I Vanadium metal 7440-62-2 6010 25 - 0.3
15 App. I Zinc metal 7440-66-6 6010 10 1,000 -EPA MCL is a secondary standard. (AL)= NC2B Action Level
16 App. II Mercury metal 7439-97-6 7470 0.2 1 -(RCRA METAL)17 App. II Tin metal 7440-31-5 6010 100 - 2,000
NC SWSL NC 2L SWS-GWPS
1 App. II Cyanide inorganic 57-12-5 9012A 10 70 -
2 App. II Sulfide inorganic 18496-25-8 9030B 1,000 - -
NC SWSL NC 2L SWS-GWPS
1 C&D Alkalinity inorganic SW337 SM 2320B ---2 C&D Chloride inorganic SW301 SM 4500-Cl-E - 250,000 -
3 C&D Iron metal 7439-89-6 6010 300 300 -4 C&D Manganese metal 7439-96-5 6010 50 50 -5 C&D Mercury metal 7439-97-6 7470 0.2 1 -(RCRA Metal)6 C&D Sulfate inorganic 14808-79-8 300.0 250,000 250,000 -
7 C&D Total Dissolved Solids (TDS)inorganic SW311 SM 2540C - 500,000 -8 C&D Tetrahydrofuran (THF)volatile 109-99-9 8260B ---Per NCDEQ Memo dated June 25, 2010.
6 C&D pH SW-320 Field Test ---7 C&D Temperature SW-325 Field Test ---8 C&D Specific Conductance SW-323 Field Test ---
NC SWSL NC 2L SWS-GWPS
1 App. I Acetone volatile 67-64-1 8260B 100 6,000 -
2 App. I Acrylonitrile volatile 107-13-1 8260B 200 - -3 App. I Benzene volatile 71-43-2 8260B 11-4 App. I Bromochloromethane volatile 74-97-5 8260B 3-0.6
5 App. I Bromodichloromethane volatile 75-27-4 8260B 10.6-*MCL for total trihalomethanes
6 App. I Bromoform volatile 75-25-2 8260B 34-*MCL for total trihalomethanes7 App. I Carbon disulfide volatile 75-15-0 8260B 100 700 -
8 App. I Carbon tetrachloride volatile 56-23-5 8260B 10.3-
9 App. I Chlorobenzene volatile 108-90-7 8260B 350-10 App. I Chloroethane volatile 75-00-3 8260B 10 3,000 -11 App. I Chloroform volatile 67-66-3 8260B 570-*MCL for total trihalomethanes
12 App. I Dibromochloromethane volatile 124-48-1 8260B 3 0.4 0.41 *MCL for total trihalomethanes
13 App. I 1,2-Dibromo-3-chloropropane (DBCP)volatile 96-12-8 8260B 13 0.04 -14 App. I 1,2-Dibromoethane (EDB)volatile 106-93-4 8260B 10.02-
15 App. I o-Dichlorobenzene / 1,2-Dichlorobenzene volatile 95-50-1 8260B 520-
16 App. I p-Dichlorobenzene / 1,4-Dichlorobenzene volatile 106-46-7 8260B 16-17 App. I trans-1,4-Dichloro-2-butene volatile 110-57-6 8260B 100 - -18 App. I 1,1-Dichloroethane volatile 75-34-3 8260B 56-
19 App. I 1,2-Dichloroethane volatile 107-06-2 8260B 10.4-
20 App. I 1,1-Dichloroethylene volatile 75-35-4 8260B 5 350 -
Changed from 7 (MCL) to 350 µg/L in April 2013 (for public water supplies or drinking wells, the MCL = 7 µg/L still applies.)21 App. I cis-1,2-Dichloroethylene volatile 156-59-2 8260B 570-
22 App. I trans-1,2-Dichloroethylene volatile 156-60-5 8260B 5 100 -23 App. I 1,2-Dichloropropane volatile 78-87-5 8260B 10.6-24 App. I cis-1,3-Dichloropropene volatile 10061-01-5 8260B 10.4-
25 App. I trans-1,3-Dichloropropene volatile 10061-02-6 8260B 10.4-
26 App. I Ethylbenzene volatile 100-41-4 8260B 1 600 -27 App. I 2-Hexanone / Methyl butyl ketone (MBK)volatile 591-78-6 8260B 50 - 28028 App. I Methyl bromide / Bromomethane volatile 74-83-9 8260B 10 - 10
29 App. I Methyl chloride / Chloromethane volatile 74-87-3 8260B 13-
30 App. I Methylene bromide / Dibromomethane volatile 74-95-3 8260B 10 - 7031 App. I Methylene chloride / Dichloromethane volatile 75-09-2 8260B 15-
32 App. I Methyl ethyl ketone / 2-Butanone (MEK)volatile 78-93-3 8260B 100 4,000 -
33 App. I Methyl iodide / Iodomethane volatile 74-88-4 8260B 10 - -34 App. I 4-Methyl-2-pentanone / Methyl isobutyl ketone volatile 108-10-1 8260B 100 - 56035 App. I Styrene volatile 100-42-5 8260B 170-
36 App. I 1,1,1,2-Tetrachloroethane volatile 630-20-6 8260B 5-1
37 App. I 1,1,2,2-Tetrachloroethane volatile 79-34-5 8260B 3 0.2 0.1838 App. I Tetrachloroethylene (PCE)volatile 127-18-4 8260B 10.7-
39 App. I Toluene volatile 108-88-3 8260B 1 600 -
40 App. I 1,1,1-Trichloroethane volatile 71-55-6 8260B 1 200 -41 App. I 1,1,2-Trichloroethane volatile 79-00-5 8260B 1-0.642 App. I Trichloroethylene volatile 79-01-6 8260B 13-
43 App. I Trichlorofluoromethane (CFC-11) volatile 75-69-4 8260B 1 2,000 -
44 App. I 1,2,3-Trichloropropane volatile 96-18-4 8260B 1 0.005 -45 App. I Vinyl acetate volatile 108-05-4 8260B 50 - 8846 App. I Vinyl chloride volatile 75-01-4 8260B 10.03-
47 App. I Xylenes (total) volatile see note 8260B 5 500 -
Includes o-xylene, p-xylene, and unspecified xylenes [dimethyl benzenes (CAS RN 1330-20-7].
NC SWSL NC 2L SWS-GWPS
48 App. II Acetonitrile (methyl cyanide)volatile 75-05-8 8260B 55 - 4249 App. II Acrolein volatile 107-02-8 8260B 53 - 4
50 App. II Allyl chloride (3-chloroprene)volatile 107-05-1 8260B 10 - -
51 App. II Chloroprene volatile 126-99-8 8260B 20 - -52 App. II m-Dichlorobenzene / 1,3-Dichlorobenzene volatile 541-73-1 8260B 5 200 -53 App. II Dichlorodifluoromethane volatile 75-71-8 8260B 5 1,000 -
54 App. II 1,3-Dichloropropane volatile 142-28-9 8260B 1--
55 App. II 2,2-Dichloropropane volatile 594-20-7 8260B 15 - -56 App. II 1,1-Dichloropropene volatile 563-58-6 8260B 5--
57 App. II Isobutyl alcohol volatile 78-83-1 8260B 100 - -
58 App. II Methacrylonitrile volatile 126-98-7 8260B 100 - -59 App. II Methyl methacrylate volatile 80-62-6 8260B 30 - 2560 App. II Propionitrile volatile 107-12-0 8260B 150 - -
61 App. II 1,2,4-Trichlorobenzene volatile 120-82-1 8260B 10 70 70
62 App. II Naphthalene volatile 91-20-3 8260B or 8270C 10 6 -63 App. II Hexachlorobutadiene semivolatile 87-68-3 8270C or 8260B 10 0.4 0.44
64 App. II Ethyl methacrylate semivolatile 97-63-2 8270C or 8260B 10 - -
NC App. I & II - Total Metals
NC App. II - Cyanide/ Sulfide
NC App. I & II - Method 8260
GROUNDWATER STANDARDS (µg/L)
GROUNDWATER STANDARDS (µg/L)
NC App. II - Method 8260
GROUNDWATER STANDARDS (µg/L)NC App. #
NOTES
NOTESNumber
ANALYTICAL
METHOD
CLASS CAS RN
Number
NOTES
Number NC App. # ANALYTE CLASS CAS RN
ANALYTICAL METHOD NOTES
Number NC App. # ANALYTE CLASS CAS RN
ANALYTICAL
METHOD
NC - Additional Constituents for C&D Landfills
NOTESNumber
ANALYTE CLASS CAS RN
ANALYTICAL METHOD
GROUNDWATER STANDARDS (µg/L)NC App. # ANALYTE
GROUNDWATER STANDARDS (µg/L)ANALYTE CLASS CAS RNNC App. #
ANALYTICAL METHOD
Joyce Engineering Page 1 of 3 Revised: May 2016
NCSWMR Appendix I + II Constituents with NC-2L Standards
NC SWSL NC 2L SWS-GWPS1 App. II Acenaphthene semivolatile 83-32-9 8270C 10 80 -
2 App. II Acenaphthylene semivolatile 208-96-8 8270C 10 200 -
3 App. II Acetophenone semivolatile 98-86-2 8270C 10 - 7004 App. II 2-Acetylaminofluorene semivolatile 53-96-3 8270C 20 - -
5 App. II 4-Aminobiphenyl semivolatile 92-67-1 8270C 20 - -
6 App. II Anthracene PAH 120-12-7 8270C 10 2,000 -7 App. II Benz[a]anthracene; Benzanthracene PAH 56-55-3 8270C 10 0.05 -8 App. II Benzo[b]fluoranthene PAH 205-99-2 8270C 10 0.05 -
9 App. II Benzo[k]fluoranthene PAH 207-08-9 8270C 10 0.5 -
10 App. II Benzo[g,h,i]perylene PAH 191-24-2 8270C 10 200 -11 App. II Benzo[a]pyrene PAH 50-32-8 8270C 10 0.005 -12 App. II Benzyl alcohol semivolatile 100-51-6 8270C 20 - 700
13 App. II Bis(2-chloroethoxy)methane semivolatile 111-91-1 8270C 10 - -14 App. II Bis(2-chloroethyl)ether semivolatile 111-44-4 8270C 10 - 0.03115 App. II Bis(2-chloro-1-methylethyl)ether semivolatile 108-60-1 8270C 10 - -Bis (2-chloroisopropyl) ether
16 App. II Bis(2-ethylhexyl)phthalate semivolatile 117-81-7 8270C 15 3 -
17 App. II 4-Bromophenyl phenyl ether semivolatile 101-55-3 8270C 10 - -18 App. II Butyl benzyl phthalate semivolatile 85-68-7 8270C 10 1,000 -19 App. II p-Chloroaniline (4-Chloroaniline)semivolatile 106-47-8 8270C 20 - -
20 App. II Chlorobenzilate semivolatile 510-15-6 8270C 10 - -
21 App. II p-Chloro-m-cresol (4-chloro-3-methylphenol)semivolatile 59-50-7 8270C 20 - -22 App. II 2-Chloronaphthalene semivolatile 91-58-7 8270C 10 - -
23 App. II 2-Chlorophenol semivolatile 95-57-8 8270C 10 0.4 -
24 App. II 4-Chlorophenyl phenyl ether semivolatile 7005-72-3 8270C 10 - -25 App. II Chrysene PAH 218-01-9 8270C 10 5 -26 App. II m-Cresol (3-Methylphenol)semivolatile 108-39-4 8270C 10 400 -
27 App. II o-Cresol semivolatile 95-48-7 8270C 10 - 400
28 App. II p-Cresol (4-Methylphenol)semivolatile 106-44-5 8270C 10 40 -29 App. II Diallate semivolatile 2303-16-4 8270C 10 - -
30 App. II Dibenz[a,h]anthracene PAH 53-70-3 8270C 10 0.005 -
31 App. II Dibenzofuran semivolatile 132-64-9 8270C 10 - 2832 App. II Di-n-butyl phthalate semivolatile 84-74-2 8270C 10 700 -33 App. II 3,3'-Dichlorobenzidine semivolatile 91-94-1 8270C 20 - -
34 App. II 2,4-Dichlorophenol semivolatile 120-83-2 8270C 10 - 0.98
35 App. II 2,6-Dichlorophenol semivolatile 87-65-0 8270C 10 - -36 App. II Diethyl phthalate semivolatile 84-66-2 8270C 6,000 6,000 -37 App. II O,O-Diethyl O-2-pyrazinyl phosphorothioate OP pesticide 297-97-2 8270C 20 - -Thionazine
38 App. II Dimethoate OP pesticide 60-51-5 8270C 20 - -39 App. II p-(Dimethylamino)azobenzene semivolatile 60-11-7 8270C 10 - -40 App. II 7,12-Dimethylbenz[a]anthracene semivolatile 57-97-6 8270C 10 - -
41 App. II 3,3'-Dimethylbenzidine semivolatile 119-93-7 8270C 10 - -
42 App. II 2,4-Dimethylphenol (M-xylenol)semivolatile 105-67-9 8270C 10 100 -43 App. II Dimethyl phthalate semivolatile 131-11-3 8270C 10 - -44 App. II m-Dinitrobenzene semivolatile 99-65-0 8270C 20 - -
45 App. II 4,6-Dinitro-o-cresol (2-methyl 4,6-dinitrolphenol)semivolatile 534-52-1 8270C 50 - -
46 App. II 2,4-Dinitrophenol semivolatile 51-28-5 8270C 50 - -47 App. II 2,4-Dinitrotoluene semivolatile 121-14-2 8270C 10 - 0.1
48 App. II 2,6-Dinitrotoluene semivolatile 606-20-2 8270C 10 - -
49 App. II Di-n-octyl phthalate semivolatile 117-84-0 8270C 10 100 -50 App. II Diphenylamine semivolatile 122-39-4 8270C 10 - -51 App. II Disulfoton OP pesticide 298-04-4 8270C 10 0.3 -
52 App. II Ethyl methanesulfonate semivolatile 62-50-0 8270C 20 - -
53 App. II Famphur semivolatile 52-85-7 8270C 20 - -54 App. II Fluoranthene PAH 206-44-0 8270C 10 300 -
55 App. II Fluorene PAH 86-73-7 8270C 10 300 -
NC SWSL NC 2L SWS-GWPS56 App. II Hexachlorobenzene semivolatile 118-74-1 8270C 10 0.02 -
57 App. II Hexachlorocylopentadiene semivolatile 77-47-4 8270C 10 - 50
58 App. II Hexachloroethane semivolatile 67-72-1 8270C 10 - 2.559 App. II Hexachloropropene semivolatile 1888-71-7 8270C 10 - -60 App. II Indeno[1,2,3-cd]pyrene PAH 193-39-5 8270C 10 0.05 -
61 App. II Isodrin semivolatile 465-73-6 8270C 20 - -62 App. II Isophorone semivolatile 78-59-1 8270C 10 40 -63 App. II Isosafrole semivolatile 120-58-1 8270C 10 - -
64 App. II Kepone pesticide 143-50-0 8270C 20 - -
65 App. II Methapyrilene semivolatile 91-80-5 8270C 100 - -66 App. II 3-Methylcholanthrene semivolatile 56-49-5 8270C 10 - -67 App. II Methyl methanesulfonate semivolatile 66-27-3 8270C 10 - -
68 App. II 2-Methylnaphthalene semivolatile 91-57-6 8270C 10 30 -
69 App. II Methyl parathion semivolatile 298-00-0 8270C 10 - -70 App. II 1,4-Naphthoquinone semivolatile 130-15-4 8270C 10 - -
71 App. II 1-Naphthylamine semivolatile 134-32-7 8270C 10 - -
72 App. II 2-Naphthylamine semivolatile 91-59-8 8270C 10 - -73 App. II o-Nitroaniline (2-Nitroaniline)semivolatile 88-74-4 8270C 50 - -74 App. II m-Nitroaniline (3-Nitroaniline)semivolatile 99-09-2 8270C 50 - -
75 App. II p-Nitroaniline (4-Nitroaniline)semivolatile 100-01-6 8270C 20 - -
76 App. II Nitrobenzene semivolatile 98-95-3 8270C 10 - -77 App. II 5-Nitro-o-toluidine semivolatile 99-55-8 8270C 10 - -
78 App. II o-Nitrophenol (2-Nitrophenol)semivolatile 88-75-5 8270C 10 - -
79 App. II p-Nitrophenol (4-Nitrophenol)semivolatile 100-02-7 8270C 50 - -80 App. II N-Nitrosodiethylamine semivolatile 55-18-5 8270C 20 - -81 App. II N-Nitrosodimethylamine semivolatile 62-75-9 8270C 10 0.0007 -
82 App. II N-Nitrosodi-n-butylamine semivolatile 924-16-3 8270C 10 - -
83 App. II N-Nitrosodiphenylamine semivolatile 86-30-6 8270C 10 - -84 App. II N-Nitrosodipropylamine semivolatile 621-64-7 8270C 10 - -85 App. II N-Nitrosomethylethylamine semivolatile 10595-95-6 8270C 10 - -
86 App. II N-Nitrosopiperidine semivolatile 100-75-4 8270C 20 - -87 App. II N-Nitrosopyrrolidine semivolatile 930-55-2 8270C 10 - -88 App. II Parathion OP pesticide 56-38-2 8270C 10 - -
89 App. II Pentachlorobenzene semivolatile 608-93-5 8270C 10 - -
90 App. II Pentachloronitrobenzene semivolatile 82-68-8 8270C 20 - -91 App. II Phenacetin semivolatile 62-44-2 8270C 20 - -92 App. II Phenanthrene PAH 85-01-8 8270C 10 200 -
93 App. II Phenol semivolatile 108-95-2 8270C 10 30 -
94 App. II p-Phenylenediamine semivolatile 106-50-3 8270C 10 - -95 App. II Phorate OP pesticide 298-02-2 8270C 10 1 -
96 App. II Pronamide semivolatile 23950-58-5 8270C 10 - -
97 App. II Pyrene PAH 129-00-0 8270C 10 200 -98 App. II Safrole semivolatile 94-59-7 8270C 10 - -99 App. II 1,2,4,5-Tetrachlorobenzene semivolatile 95-94-3 8270C 10 - 2
100 App. II 2,3,4,6-Tetrachlorophenol semivolatile 58-90-2 8270C 10 200 -
101 App. II o-Toluidine semivolatile 95-53-4 8270C 10 - -102 App. II 2,4,5-Trichlorophenol semivolatile 95-95-4 8270C 10 - 63
103 App. II 2,4,6-Trichlorophenol semivolatile 88-06-2 8270C 10 - 4
104 App. II O,O,O-Triethyl phosphorothioate semivolatile 126-68-1 8270C 10 - -105 App. II 1,3,5-Trinitrobenzene semivolatile 99-35-4 8270C 10 - -106 App. II Hexachlorobutadiene semivolatile 87-68-3 8270C or 8260 10 0.4 0.44
107 App. II Ethyl methacrylate semivolatile 97-63-2 8270C or 8270 10 - -
108 App. II Naphthalene volatile 91-20-3 8260B or 8270 10 6 -109 App. II Pentachlorophenol herbicide 87-86-5 8151 or 8270 25 0.3 -
GROUNDWATER STANDARDS (µg/L)
GROUNDWATER STANDARDS (µg/L)
NOTES
NC App. II - Method 8270
ANALYTICAL METHOD NOTES
Number NC App. #
ANALYTICAL METHOD
NC App. II - Method 8270
Number NC App. # ANALYTE CLASS CAS RN
ANALYTE CLASS CAS RN
Joyce Engineering Page 2 of 3 Revised: May 2016
NCSWMR Appendix I + II Constituents with NC-2L Standards
NC SWSL NC 2L SWS-GWPS1 App. II Aldrin pesticide 309-00-2 8081A 0.05 - 0.002
2 App. II alpha-BHC pesticide 319-84-6 8081A 0.05 - 0.006
3 App. II beta-BHC pesticide 319-85-7 8081A 0.05 - 0.0194 App. II delta-BHC pesticide 319-86-8 8081A 0.05 - 0.019
5 App. II gamma-BHC (Lindane)pesticide 58-89-9 8081A 0.05 0.03 -
6 App. II Chlordane pesticide see note 8081A 0.5 0.1 -
This entry includes alpha-chlordane (CAS RN 5103-71-9), beta chlordane (CAS RN 5103-74-2), gamma-chlordane (CAS RN 566-34-7), and constituents of chlordane (CAS RN 57-74-9 and 12672-29 6)7 App. II 4,4'-DDD pesticide 72-54-8 8081A 0.1 0.1 -8 App. II 4,4'-DDE pesticide 72-55-9 8081A 0.1 - -9 App. II 4-4'-DDT pesticide 50-29-3 8081A 0.1 0.1 -
10 App. II Dieldrin pesticide 60-57-1 8081A 0.075 0.002 -
11 App. II Endosulfan I pesticide 959-96-8 8081A 0.1 40 -12 App. II Endosulfan II pesticide 33213-65-9 8081A 0.1 42 -13 App. II Endosulfan sulfate pesticide 1031-07-8 8081A 0.1 - 40
14 App. II Endrin pesticide 72-20-8 8081A 0.1 2 -
15 App. II Endrin aldehyde pesticide 7421-93-4 8081A 0.1 2 -16 App. II Heptachlor pesticide 76-44-8 8081A 0.05 0.008 -
17 App. II Heptachlor epoxide pesticide 1024-57-3 8081A 0.075 0.004 -
18 App. II Methoxychlor pesticide 72-43-5 8081A 140-
19 App. II Toxaphene pesticide see note 8081A 1.5 0.03 -
Includes congener chemicals contained in technical toxaphene
(CAS RN 8001-35-2) such as chlorinated camphene.
NC SWSL NC 2L SWS-GWPS
1-6 App. II Polychlorinated Biphenyls (PCBs) PCB 1336-36-3 8082 2 - 0.09
This category contains congener chemicals, including constituents
of Aroclor 1016 (CAS RN 12674-11-2), Aroclor 1221 (CAS RN
11104-28-2), Aroclor 1232 (CAS RN 11141-16-5), Aroclor 1242
(CAS RN 53469-21-9), Aroclor 1248 (CAS RN 12672-29-6),
Aroclor 1254 (CAS RN 11097-69-1)).
NC SWSL NC 2L SWS-GWPS1 App. II 2,4-Dichlorophenoxyacetic acid (2,4-D)herbicide 94-75-7 8151A 270-
2 App. II Dinoseb (DNBP); 2-sec-Butyl-4,6-dinitrophenol herbicide 86-85-7 8151A 1-7
3 App. II Silvex (2,4,5-TP)herbicide 93-72-1 8151A 250-4 App. II 2,4,5-Trichlorophenoxyacetic acid (2,4,5-T)herbicide 93-76-5 8151A 2--
5 App. II Pentachlorophenol herbicide 87-86-5 8151 or 8270 25 0.3 -
Notes:
Color denotes NC App. I Constituents.All concentrations in micrograms per liter (µg/L) = parts per bilion (ppb).
Color denotes remaining NC App. II Constituents.NC-SWSL = NC-DENR Solid Wastre Section Reporting Limits NC 2L = NC Groundwater Protection Standards from 15A NCAC 2l.0202. Color denotes C&D Constituents.SWS-GWPS = Groundwater Protection Standards established by the NC-DENR Solid Waste Section for constituents with no NC 2L Standard.
App. I & App. II = Solid Waste Constituent Lists incorporated into NC Solid Waste Management Rules from CFR-40 Appendix I and Appendix II. Color denotes constituents that can be analyzed by more than one method.C&D = Construction & Demolition Debris (referencing Landfills).
CAS RN: Chemical Abstracts Service Registry Number. Where 'Total' is entered, all species that contain the element are included.
Class: General type of compound.
OP = orthophosphate.PAH = polynuclear aromatic hydrocarbon.
Volatile EQL of 1 µg/L is based on a 25-mL purge per SW-846, Final Update III, Revision 2, December 1996, page 8260B-35 (most recent revision to method 8260 in SW-846).
" - " = not available/not applicableReferenced from North Carolina Division of Waste Management website (http://www.wastenotnc.org/sw/swenvmonitoringlist.asp) as of 4/16/2015.
NC App. II - PCB's Method 8082
GROUNDWATER STANDARDS (µg/L)
NC App. II - Pesticides Method 8081
GROUNDWATER STANDARDS (µg/L)
GROUNDWATER STANDARDS (µg/L)
NC App. II - Herbicides 8151
NOTES
Number NC App. #
NOTESNumber NC App. # ANALYTE CLASS CAS RN
ANALYTICAL METHOD
Number NC App. # ANALYTE CLASS
ANALYTICAL METHODCAS RN
ANALYTE CLASS CAS RN
ANALYTICAL METHOD NOTES
Joyce Engineering Page 3 of 3 Revised: May 2016

Appendix C
NCDEQ November 2014 Memo on Document Submittal

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

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

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

Appendix D
NC-2B Surface Water Standards

CA
S
 #
Fr
e
s
h
w
a
t
e
r

Aq
u
a
t
i
c
 Li
f
e
Tr
o
u
t
1
Sa
l
t
w
a
t
e
r

Aq
u
a
t
i
c
 Lif
e
Wa
t
e
r

Su
p
p
l
y
2
Hu
m
a
n

He
a
l
t
h
3
Hi
g
h
 Qu
a
l
i
t
y

Wa
t
e
r
s
4
Sw
a
m
p

Wa
t
e
r
s
5
Sy
n
o
n
y
m
s
 & Ot
h
e
r
 In
f
o
r
m
a
t
i
o
n
Ca
r
c
i
n
o
g
e
n
6
Da
t
a
 Re
f
e
r
e
n
c
e
 So
u
r
c
e
15A  NCAC  02B  Standard?Metal?Total  Recoverable, Dissolved  or  Hardness ‐Dependent  Metal?
30
9
‐00
‐2
0.
0
0
2

0
.
0
0
3

0
.
0
5
 ng
/
L
0.0
5
 ng
/
L

Y
e
s

N
R
W
Q
C
 06
;
 RA
I
S
 1/
0
7

Y
e
s
71
‐43
‐2
1.
1
9

5
1
Ye
s

N
C

Y
e
s
56
‐23
‐5
0.2
5
4

1
.
6
Be
n
z
i
n
o
f
o
r
m
,
 Ca
r
b
o
n
 Ch
l
o
r
i
d
e

Y
e
s

N
C

Y
e
s
 57
‐74
‐9
0.
0
0
4

0
.
0
0
4

0
.
8
 ng
/
L
0.
8
 ng
/
L

Y
e
s

N
C

Y
e
s
16
8
8
7
‐00
‐6
23
0
 mg
/
L

(A
L
)
25
0
 mg
/
L
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 fo
r

in
f
o
r
m
a
t
i
o
n
 on
 Ac
t
i
o
n
 Le
v
e
l
s
No

N
C

Y
e
s
77
8
2
‐50
‐5
17
7.
5

T
R
C

N
o

N
C
;
 NR
W
Q
C
 06

Y
e
s
Ch
l
o
r
o
b
e
n
z
e
n
e

1
0
8
‐90
‐7

1
4
0

(
L
D
)
48
8
 (t
o
t
a
l
)

1
.
6
 mg
/
L
Ch
l
o
r
i
n
a
t
e
d
 Be
n
z
e
n
e
,
 Ph
e
n
y
l

Ch
l
o
r
i
d
e
No
NC
;
 NR
W
Q
C
 06
;

EC
O
T
O
X
 & RA
I
S
 2/
1
1
Yes
1,
2
‐(o
)
‐Dic
h
l
o
r
o
b
e
n
z
e
n
e
95
‐50
‐1

4
7
0

7
9

3
7
0
48
8
 (t
o
t
a
l
)

1
.
3
 mg
/
L

C
h
l
o
r
i
n
a
t
e
d
 Be
n
z
e
n
e

N
o
NC
;
 NR
W
Q
C
 06
;

EC
O
T
O
X
 & RA
I
S
 1/
0
7
Yes
1,3
‐(m
)
‐Di
c
h
l
o
r
o
b
e
n
z
e
n
e
54
1
‐73
‐1

3
9
0

3
9
0
48
8
 (t
o
t
a
l
)

9
6
0

C
h
l
o
r
i
n
a
t
e
d
 Be
n
z
e
n
e

N
o
NC
;
 NR
W
Q
C
 06
;

EC
O
T
O
X
 & RA
I
S
 1/
0
7
Yes
1,
4
‐(p
)
‐Dic
h
l
o
r
o
b
e
n
z
e
n
e
54
1
‐73
‐1

1
0
0

5
6
48
8
 (t
o
t
a
l
)

1
9
0

C
h
l
o
r
i
n
a
t
e
d
 Be
n
z
e
n
e

N
o
NC
;
 NR
W
Q
C
 06
;

EC
O
T
O
X
 & RA
I
S
 1/
0
7
Yes
He
x
a
c
h
l
o
r
o
b
e
n
z
e
n
e
11
8
‐74
‐1
‐
48
8
 (t
o
t
a
l
)

0
.
2
9
 ng
/
L

C
h
l
o
r
i
n
a
t
e
d
 Be
n
z
e
n
e

Y
e
s
NC
,
 NR
W
Q
C
 06
;
 RA
I
S

01
/
0
7
Yes
Pe
n
t
a
c
h
l
o
r
o
b
e
n
z
e
n
e
 60
8
‐93
‐50
.
5
1
48
8
 (t
o
t
a
l
)

1
.
5

C
h
l
o
r
i
n
a
t
e
d
 Be
n
z
e
n
e

N
o
NC
;
 NR
W
Q
C
 06
;

EC
O
T
O
X
 & RA
I
S
 2 /07
Yes
1,
2
,
4
,
5
‐
Te
t
r
a
c
h
l
o
r
o
b
e
n
z
e
n
e
95
‐94
‐3
‐
48
8
 (t
o
t
a
l
)

1
.
1

C
h
l
o
r
i
n
a
t
e
d
 Be
n
z
e
n
e

N
o
NC
;
 NR
W
Q
C
 06
;
 RA
I
S

2 /07
Yes
1,2
,
4
‐Tr
i
c
h
l
o
r
o
b
e
n
z
e
n
e
12
0
‐82
‐16
1

2
7
48
8
 (t
o
t
a
l
)

7
0

C
h
l
o
r
i
n
a
t
e
d
 Be
n
z
e
n
e

N
o
NC
;
 NR
W
Q
C
 06
;

EC
O
T
O
X
 & RA
I
S
 2 /07
Yes
1.
0
 (N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
1
2
NA

N
C

Y
e
s
40
 (N
)
15
 (N
)
40
 (N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0
NA

N
C

Y
e
s
57
‐12
‐5
5  (N
)
1  (N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0

No

N
C

Y
e
s
94
‐75
‐76
0

(
L
D
)
70
2.
5
 mg
/
L
2,
4
‐Di
c
h
l
o
r
o
p
h
e
n
o
x
y
 Ac
e
t
i
c

Ac
i
d
,
 Ch
l
o
r
o
p
h
e
n
o
x
y
 He
r
b
i
c
i
d
e
No
NC
;
 EC
O
T
O
X
 & RA
I
S

3/
0
9
Yes
 50
‐29
‐3
0.
0
0
1

0
.
0
0
1

0
.
2
 ng
/
L
0.
2
 ng
/
L
Dic
h
l
o
r
o
d
i
p
h
e
n
y
l
t
r
i
c
h
l
o
r
o
e
t
h
a
ne
Ye
s

N
C

Y
e
s
 60
‐57
‐1
0.
0
0
2

0
.
0
0
2

0
.
0
5
 ng
/
L
0.0
5
 ng
/
L

Y
e
s

N
C

Y
e
s
17
4
6
‐01
‐6
0.
0
0
0
0
0
5

ng
/
L
0.0
0
0
0
0
5

ng
/
L
2,
3
,
7
,
8
‐Te
t
r
a
c
h
l
o
r
o
d
i
b
e
n
z
o
‐p ‐
di
o
x
i
n
Ye
s

N
C

Y
e
s
Cy
a
n
i
d
e
,
 To
t
a
l
2,4
‐D
4,
4
’
‐DD
T
Di
e
l
d
r
i
n
Dio
x
i
n
 (2
,
3
,
7
,
8
‐TC
D
D
)
Ch
l
o
r
o
p
h
y
l
l
‐a,
 Co
r
r
e
c
t
e
d
All
 va
l
u
e
s
 in
 ug
/
L
 un
l
e
s
s
 no
t
e
d
 be
l
o
w
.
 Va
l
u
e
s
 in
 re
d
 ar
e
 15
A
 NC
A
C
 02
B
 Wa
t
e
r
 Qu
a
l
i
t
y
 St
a
n
d
a
r
d
s
.
Al
d
r
i
n
Ch
l
o
r
i
d
e
Ch
l
o
r
i
n
e
,
 To
t
a
l
 Re
s
i
d
u
a
l
Ch
l
o
r
d
a
n
e
Be
n
z
e
n
e
Ca
r
b
o
n
 Te
t
r
a
c
h
l
o
r
i
d
e
Po
l
l
u
t
a
n
t
 or
 Pa
r
a
m
e
t
e
r
No
r
t
h

C
a
r
o
l
i
n
a

1
5
A

N
C
A
C

0
2
B

S
u
r
f
a
c
e

W
a
t
e
r

S
t
a
n
d
a
r
d
s

a
n
d

P
r
o
t
e
c
t
i
v
e

V
a
l
u
e
s

&

E
P
A

Na
t
i
o
n
a
l
l
y

R
e
c
o
m
m
e
n
d
e
d

W
a
t
e
r

Q
u
a
l
i
t
y

C
r
i
t
e
r
i
a
 Up
d
a
t
e
d
 3/
2
0
1
6
 ‐

Cl
i
c
k
 he
r
e
 fo
r
 mo
s
t
 re
c
e
n
t
 ve
r
s
i
o
n
.
Ch
l
o
r
i
n
a
t
e
d
 Ph
e
n
o
l
s

C
h
l
o
r
i
n
a
t
e
d

B
e
n
z
e
n
e
s
Pa
g
e
 1  of
 4
CA
S
 #
Fr
e
s
h
w
a
t
e
r

Aq
u
a
t
i
c
 Li
f
e
Tr
o
u
t
1
Sa
l
t
w
a
t
e
r

Aq
u
a
t
i
c
 Lif
e
Wa
t
e
r

Su
p
p
l
y
2
Hu
m
a
n

He
a
l
t
h
3
Hi
g
h
 Qu
a
l
i
t
y

Wa
t
e
r
s
4
Sw
a
m
p

Wa
t
e
r
s
5
Sy
n
o
n
y
m
s
 & Ot
h
e
r
 In
f
o
r
m
a
t
i
o
n
Ca
r
c
i
n
o
g
e
n
6
Da
t
a
 Re
f
e
r
e
n
c
e
 So
u
r
c
e
15A  NCAC  02B  Standard?Metal?Total  Recoverable, Dissolved  or  Hardness ‐Dependent  Metal?
Po
l
l
u
t
a
n
t
 or
 Pa
r
a
m
e
t
e
r
11
0
%
 sa
t
 (N
)
11
0
%
 sa
t
 (N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0

NA

N
C

Y
e
s
≥5.
0
 mg
/
L

(N
)
≥6.
0

mg
/
L

(N )
≥5.
0
 mg
/
L
 (N
)

(
N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0

NA

N
C

Y
e
s
≤ 20
0
/
1
0
0

mL
 Se
e
 15
A

NC
A
C
 02
B

.0
2
1
1
 fo
r

≤ 35
/
1
0
0
 mL

Se
e
 15
A

NC
A
C
 02
B

.0
2
2
0
 fo
r

Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0
 fo
r
 de
t
a
i
l
s
.
NA

N
C

Y
e
s
16
9
8
4
‐48
‐8
1.8
 mg
/
L

(
L
D
)
NA
NC
,
 EC
O
T
O
X
 & 
KO
W
W
I
N
 3/
0
8
Yes
58
‐89
‐9
0.
0
1

0
.
0
0
4
Li
n
d
a
n
e
,
 ga
m
m
a
‐BH
C
,
 g ‐HC
H

N
o

N
C
;
 PA
N
 3/
0
7

Y
e
s
86
‐68
‐3
0.
0
1

0
.
0
1
No

N
C

Y
e
s
10
0
 mg
/
L

Ca
C
O
3
 or

Ca
+
M
g
NA

N
C

Y
e
s
76
‐44
‐8
0.
0
0
4

0
.
0
0
4

0
.
0
8
 ng
/
L
0.0
8
 ng
/
L

Y
e
s

N
C

Y
e
s
87
‐68
‐3
0.
4
4

1
8
HC
B
D

Y
e
s

N
C

Y
e
s
58
‐89
‐9
0.
0
1

0
.
0
0
4
Ga
m
m
a
‐BH
C
,
 g ‐HC
H

N
o

Y
e
s
72
‐43
‐5
0.
0
3

0
.
0
3
No

N
C

Y
e
s
23
8
5
‐85
‐5
0.
0
0
1

0
.
0
0
1
No

N
C

Y
e
s
14
7
9
7
‐55
‐8
10
 mg
/
L
Nu
t
r
i
e
n
t
 pa
r
a
m
e
t
e
r
s
 ma
y
 be

re
g
u
l
a
t
e
d
 in
 nu
t
r
i
e
n
t
 se
n
s
i
t
i
v
e

wa
t
e
r
s
 (N
S
W
)
.
 Se
e
 15
A
 NC
A
C

02
B
 .0
2
2
3
.
No

N
C

Y
e
s
(N
)

(
N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0
.
NA

N
C

Y
e
s
56
‐38
‐2
0.
0
1
3

0
.
1
7
8
‐
No

Y
e
s
0.
0
0
1
 (N
)
0.0
0
1
 (N
)

0
.
0
6
4
 ng
/
L
0.
0
6
4
 ng
/
L
To
t
a
l
 of
 all
 po
l
y
c
h
l
o
r
i
n
a
t
e
d

bi
p
h
e
n
y
l
s
 (P
C
B
s
)
 an
d
 al
l

Ye
s

Y
e
s
6.
0
‐9.
0
 (N
)
6.
8
‐8.
5
 (N
)
(N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0

NA

Y
e
s
30
0
 (P
)
30
0
 (P
)

(
P
)
 = pu
b
l
i
c
 po
l
i
c
y
 do
c
u
m
e
n
t
.

NA

N
C

Y
e
s
Be
n
z
(
a
)
A
n
t
h
r
a
c
e
n
e

5
6
‐55
‐3(
L
D
)
0.
0
0
2
8

(T
o
t
a
l
)
0.
0
3
1
1

(T
o
t
a
l
)
PA
H

Y
e
s

N
C

Y
e
s
Be
n
z
o
(
a
)
P
y
r
e
n
e

5
0
‐32
‐8

(
L
D
)

(
L
D
)
0.
0
0
2
8

(T
o
t
a
l
)
0.
0
3
1
1

(T
o
t
a
l
)
PA
H

Y
e
s

N
C

Y
e
s
3,
4
‐
Be
n
z
o
(
b
)
f
l
o
u
r
a
n
t
h
e
n
e
20
5
‐99
‐2
0.
0
0
2
8

(T
o
t
a
l
)
0.
0
3
1
1

(T
o
t
a
l
)
PA
H

Y
e
s

N
C

Y
e
s
Be
n
z
o
(
k
)
f
l
u
o
r
a
n
t
h
e
n
e

2
0
7
‐08
‐9
0.
0
0
2
8

(T
o
t
a
l
)
0.
0
3
1
1

(T
o
t
a
l
)
PA
H

Y
e
s

N
C

Y
e
s
Ch
r
y
s
e
n
e

2
1
8
‐01
‐9(
L
D
)
0.
0
0
2
8

(T
o
t
a
l
)
0.
0
3
1
1

(T
o
t
a
l
)
PA
H

Y
e
s

N
R
W
Q
C
 06
;
 RA
I
S
 1/
0
7

Y
e
s
Di
b
e
n
z
o
(
a
,
h
)
a
n
t
h
r
a
c
e
ne
53
‐70
‐3(
L
D
)
0.
0
0
2
8

(T
o
t
a
l
)
0.
0
3
1
1

(T
o
t
a
l
)
PA
H

Y
e
s

N
C

Y
e
s
In
d
e
n
o
(
1
,
2
,
3
‐cd
)

Py
r
e
n
e
19
3
‐39
‐5
0.
0
0
2
8

(T
o
t
a
l
)
0.
0
3
1
1

(T
o
t
a
l
)
PA
H

Y
e
s

N
C

Y
e
s
Li
n
d
a
n
e
,
 g ‐BH
C
Me
t
h
o
x
y
c
h
l
o
r
Mir
e
x
Nit
r
a
t
e
 ni
t
r
o
g
e
n
Oil
 an
d
 Gr
e
a
s
e
Pa
r
a
t
h
i
o
n
PC
B
,
 To
t
a
l
pH
Ph
e
n
o
l
i
c
 Co
m
p
o
u
n
d
s
T
o
t
a
l

P
A
H
s
He
x
a
c
h
l
o
r
o
b
u
t
a
d
i
e
n
e
Dis
s
o
l
v
e
d
 Ga
s
e
s
Di
s
s
o
l
v
e
d
 Ox
y
g
e
n
En
t
e
r
o
c
o
c
c
u
s
 & Fe
c
a
l

Co
l
i
f
o
r
m
s
Fl
u
o
r
i
d
e
Gu
t
h
i
o
n
Ha
r
d
n
e
s
s
,
 To
t
a
l
He
p
t
a
c
h
l
o
r
g ‐BH
C

Pa
g
e
 2  of
 4
CA
S
 #
Fr
e
s
h
w
a
t
e
r

Aq
u
a
t
i
c
 Li
f
e
Tr
o
u
t
1
Sa
l
t
w
a
t
e
r

Aq
u
a
t
i
c
 Lif
e
Wa
t
e
r

Su
p
p
l
y
2
Hu
m
a
n

He
a
l
t
h
3
Hi
g
h
 Qu
a
l
i
t
y

Wa
t
e
r
s
4
Sw
a
m
p

Wa
t
e
r
s
5
Sy
n
o
n
y
m
s
 & Ot
h
e
r
 In
f
o
r
m
a
t
i
o
n
Ca
r
c
i
n
o
g
e
n
6
Da
t
a
 Re
f
e
r
e
n
c
e
 So
u
r
c
e
15A  NCAC  02B  Standard?Metal?Total  Recoverable, Dissolved  or  Hardness ‐Dependent  Metal?
Po
l
l
u
t
a
n
t
 or
 Pa
r
a
m
e
t
e
r
(N
)

(
N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0

NA

N
C

Y
e
s
(N
)
Se
e
 15
A
 NC
A
C
 02
B
.
0
2
2
0

NA

N
C

Y
e
s
(N
)

(
N
)

(
N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
,

.0
2
1
2
 an
d
 .0
2
2
0

NA

N
C

Y
e
s
93
‐72
‐1(
L
D
)

1
.
5
 mg
/
L
10
2,
4
,
5
‐TP
,
 2,4
,
5
‐
Tr
i
c
h
l
o
r
o
p
h
e
n
o
x
y
p
r
o
p
i
o
n
o
i
c
 Ac
i
d
No
NC
;
 EC
O
T
O
X
 & RA
I
S

2/
0
7
Yes
(N
)

(
N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0
.
A
l
s
o
 in
c
l
u
d
e
s
 fl
o
a
t
i
n
g

NA

N
C

Y
e
s
50
0
 mg
/
L
‐
NA

N
C

Y
e
s
10

mg
/
L

(E
)
20
 mg
/
L
 (E
)
 Se
e
 15
A
 NC
A
C
 02
B
 .0
2
2
4

N
A

N
C

Y
e
s
25
0
 mg
/
L
No

N
C

Y
e
s
(N
)

(
N
)

(
N
)
NC
A
C
 02
B
 .0
2
0
8
,
 .0
2
1
1
,
 an
d

.0
2
2
0
NA

N
C

Y
e
s
79
‐34
‐5

1
0
0
0

(
L
D
)
0.
1
7

4
Ac
e
t
o
s
o
l
,
 Ac
e
t
y
l
e
n
e

Te
t
r
a
c
h
l
o
r
i
d
e
Ye
s

N
C

Y
e
s
12
7
‐18
‐4

1
2
0

6
5
0.
7

3
.
3
PE
R
C
,
 PC
E
,
 Pe
r
c
h
l
o
r
o
e
t
h
y
l
e
n
e

Y
e
s

N
C

Y
e
s
10
8
‐88
‐3
11

0
.
3
6
37
0
Me
t
h
y
l
 Be
n
z
e
n
e
,
 Ph
e
n
y
l

Me
t
h
a
n
e
No
NC
;
 EC
O
T
O
X
 & RA
I
S

8/
0
7
Yes
80
0
1
‐35
‐2
0.2
 ng
/
L
0.
2
 ng
/
L
Ye
s

N
C

Y
e
s
50
/
2
5
 NT
U

(N
)
10
 NT
U

(N
)
25
 NT
U
 (N
)
Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 an
d

.0
2
2
0
.
 NT
U
 = Ne
p
h
e
l
o
m
e
t
r
i
c

Tu
r
b
i
d
i
t
y
 Un
i
t
s
NA

N
C

Y
e
s
75
‐01
‐4
0.0
2
5

2
.
4
Ch
l
o
r
o
e
t
h
y
l
e
n
e

Y
e
s

N
C

Y
e
s
(d
)
 = di
s
s
o
l
v
e
d
 me
t
a
l
 st
a
n
d
a
r
d
.
  Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 fo
r
 mo
r
e
 in
f
o
r
m
a
t
i
o
n
.
(E
)
 = ef
f
l
u
e
n
t
 li
m
i
t
 fo
r
 Hi
g
h
 Qu
a
l
i
t
y
 Wa
t
e
r
s
.
 Se
e
 15
A
 NC
A
C
 02
B
 .0
2
2
4
.
(L
D
)
 = li
m
i
t
e
d
 da
t
a
.
(N
)
 = na
r
r
a
t
i
v
e
 st
a
n
d
a
r
d
.
(P
)
 = pu
b
l
i
c
 po
l
i
c
y
 do
c
u
m
e
n
t
.
(s
)
 = to
x
i
c
i
t
y
 ex
c
e
e
d
s
 so
l
u
b
i
l
i
t
y
,
 no
 vi
s
i
b
l
e
 sh
e
e
n
 or
 fr
e
e
 pr
o
d
u
c
t
 in
 wa
t
e
r
 or
 on
 se
d
i
m
e
n
t
 or
 sh
o
r
e
l
i
n
e
 pe
r
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 & .0
2
2
0
(t
)
 = ba
s
e
d
 up
o
n
 me
a
s
u
r
e
m
e
n
t
 of
 to
t
a
l
 re
c
o
v
e
r
a
b
l
e
 me
t
a
l
.
 Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 fo
r
 mo
r
e
 in
f
o
r
m
a
t
i
o
n
.

Vi
n
y
l
 Ch
l
o
r
i
d
e
Fo
o
t
n
o
t
e
s
,
 Co
d
e
s
 an
d
 Ad
d
i
t
i
o
n
a
l
 In
f
o
r
m
a
t
i
o
n
 wi
t
h
 Re
f
e
r
e
n
c
e
 to
 Cl
a
s
s
i
f
i
c
a
t
i
o
n
s
 & St
a
n
d
a
r
d
s
Va
l
u
e
s
 in
 re
d
 fo
n
t
 ar
e
 15
A
 NC
A
C
 02
B
 st
a
n
d
a
r
d
s
(h
)
 = ha
r
d
n
e
s
s
‐de
p
e
n
d
e
n
t
 di
s
s
o
l
v
e
d
 me
t
a
l
 st
a
n
d
a
r
d
.
  Al
l
 ha
r
d
n
e
s
s
‐de
p
e
n
d
e
n
t
 di
s
s
o
l
v
e
d
 me
t
a
l
 st
a
n
d
a
r
d
s
 in
 th
i
s
 ta
b
l
e
 as
s
u
m
e
 ≤

25
 mg
/
L
 in
‐st
r
e
a
m
 ha
r
d
n
e
s
s
.  
Se
e
 pa
g
e
 16
 fo
r

Tu
r
b
i
d
i
t
y
Se
w
a
g
e
Si
l
v
e
x
So
l
i
d
s
,
 Se
t
t
l
e
a
b
l
e
So
l
i
d
s
,
 To
t
a
l
 Di
s
s
o
l
v
e
d
So
l
i
d
s
,
 To
t
a
l
 Su
s
p
e
n
d
e
d
Su
l
f
a
t
e
s
Te
m
p
e
r
a
t
u
r
e
Te
t
r
a
c
h
l
o
r
o
e
t
h
a
n
e
Te
t
r
a
c
h
l
o
r
o
e
t
h
y
l
e
n
e
To
l
u
e
n
e
To
x
a
p
h
e
n
e
Sa
l
i
n
i
t
y
Ra
d
i
o
a
c
t
i
v
e
 Su
b
s
t
a
n
c
e
s
Pa
g
e
 3  of
 4
CA
S
 #
Fr
e
s
h
w
a
t
e
r

Aq
u
a
t
i
c
 Li
f
e
Tr
o
u
t
1
Sa
l
t
w
a
t
e
r

Aq
u
a
t
i
c
 Lif
e
Wa
t
e
r

Su
p
p
l
y
2
Hu
m
a
n

He
a
l
t
h
3
Hi
g
h
 Qu
a
l
i
t
y

Wa
t
e
r
s
4
Sw
a
m
p

Wa
t
e
r
s
5
Sy
n
o
n
y
m
s
 & Ot
h
e
r
 In
f
o
r
m
a
t
i
o
n
Ca
r
c
i
n
o
g
e
n
6
Da
t
a
 Re
f
e
r
e
n
c
e
 So
u
r
c
e
15A  NCAC  02B  Standard?Metal?Total  Recoverable, Dissolved  or  Hardness ‐Dependent  Metal?
Po
l
l
u
t
a
n
t
 or
 Pa
r
a
m
e
t
e
r
Th
e
 st
a
n
d
a
r
d
s
 in
 th
i
s
 ta
b
l
e
 ar
e
 de
v
e
l
o
p
e
d
 pe
r
 se
c
t
i
o
n
 15
A
 NC
A
C
 02
B
 of
 th
e
 No
r
t
h
 Ca
r
o
l
i
n
a
 Ad
m
i
n
i
s
t
r
a
t
i
v
e
 Co
d
e
.

To
 de
t
e
r
m
i
n
e
 th
e
 ap
p
r
o
p
r
i
a
t
e
 st
a
n
d
a
r
d
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 al
l
 ap
p
l
i
c
a
b
l
e
 co
l
u
m
n
s
 as
 de
s
c
r
i
b
e
d
 be
l
o
w
.

Fo
r
 Cl
a
s
s
 C  wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
 an
d
 Hu
m
a
n
 He
a
l
t
h
.

Fo
r
 Cl
a
s
s
 SC
 wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Sa
l
t
w
a
t
e
r
 an
d
 Hu
m
a
n
 He
a
l
t
h
.
Fo
r
 Wa
t
e
r
 Su
p
p
l
y
 wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
,
 Wa
t
e
r
 Su
p
p
l
y
,
 an
d
 Hu
m
a
n
 He
a
l
t
h
.
Fo
r
 Sw
a
m
p
 Wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
 or
 Sw
a
m
p
 fo
r
 fr
e
s
h
w
a
t
e
r
s
 or
 Sa
l
t
w
a
t
e
r
 or
 Sw
a
m
p
 fo
r
 ti
d
a
l
 wa
t
e
r
s
.
(1
)
 Tr
o
u
t
 Wa
t
e
r
s
 ar
e
 pr
o
t
e
c
t
e
d
 fo
r
 na
t
u
r
a
l
 tr
o
u
t
 pr
o
p
a
g
a
t
i
o
n
 an
d
 su
r
v
i
v
a
l
 of
 st
o
c
k
e
d
 tr
o
u
t
.

Se
e
 15
A
 NC
A
C
 02
B
 .0
1
0
1
 an
d
 .0
3
0
1
(3
)
 Hu
m
a
n
 He
a
l
t
h
 st
a
n
d
a
r
d
s
 ar
e
 ba
s
e
d
 on
 th
e
 co
n
s
u
m
p
t
i
o
n
 of
 fi
s
h
 on
l
y
 un
l
e
s
s
 de
r
m
a
l
 co
n
t
a
c
t
 st
u
d
i
e
s
 ar
e
 av
a
i
l
a
b
l
e
.
  Se
e
 15
A
 NC
A
C
 02
B
 .0
2
0
8
.
(4
)
 Hi
g
h
 Qu
a
l
i
t
y
 Wa
t
e
r
s
 ar
e
 a  su
b
s
e
t
 of
 wa
t
e
r
s
 wit
h
 qu
a
l
i
t
y
 hi
g
h
e
r
 th
a
n
 th
e
 st
a
n
d
a
r
d
s
 an
d
 ar
e
 de
s
c
r
i
b
e
d
 in
 15
A
 NC
A
C
 02
B
 .0
1
0
1
 an
d
 .0
2
2
4
.
(5
)
 Sw
a
m
p
 Wa
t
e
r
s
 ha
v
e
 lo
w
 ve
l
o
c
i
t
i
e
s
 an
d
 ot
h
e
r
 na
t
u
r
a
l
 ch
a
r
a
c
t
e
r
i
s
t
i
c
s
 wh
i
c
h
 ar
e
 dif
f
e
r
e
n
t
 fr
o
m
 ad
j
a
c
e
n
t
 st
r
e
a
m
s
.
 Se
e
 15
A
 NC
A
C
 02
B
 .0
1
0
1
.
(6
)
 Ca
r
c
i
n
o
g
e
n
s
 ar
e
 lis
t
e
d
 in
 15
A
 NC
A
C
 02
B
 .0
2
0
8
.
Ha
r
d
n
e
s
s
‐De
p
e
n
d
e
n
t
 Di
s
s
o
l
v
e
d
 Me
t
a
l
 St
a
n
d
a
r
d
 Gu
i
d
e
l
i
n
e
s
 an
d
 Eq
u
a
t
i
o
n
s
Us
e
 th
e
 gu
i
d
e
l
i
n
e
s
 an
d
 eq
u
a
t
i
o
n
s
 be
l
o
w
 fo
r
 de
t
e
r
m
i
n
i
n
g
 ha
r
d
n
e
s
s
‐de
p
e
n
d
e
n
t
 di
s
s
o
l
v
e
d
 me
t
a
l
 st
a
n
d
a
r
d
s
:
If
 in
‐st
r
e
a
m
 ha
r
d
n
e
s
s
 ≤
25
 mg
/
L
,
 ca
l
c
u
l
a
t
e
 at
 25
 mg
/
L
 ha
r
d
n
e
s
s
If
 in
‐st
r
e
a
m
 ha
r
d
n
e
s
s
 >2
5
,
 bu
t
 <4
0
0
 mg
/
L
,
 ca
l
c
u
l
a
t
e
 at
 ac
t
u
a
l
 st
r
e
a
m
 ha
r
d
n
e
s
s
If
 in
‐st
r
e
a
m
 ha
r
d
n
e
s
s
 ≥
40
0
,
 ca
l
c
u
l
a
t
e
 at
 40
0
 mg
/
L
 ha
r
d
n
e
s
s
Fo
r
 Tr
o
u
t
 Wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
,
 Hu
m
a
n
 He
a
l
t
h
,
 an
d
 Tr
o
u
t
.
  If
 Tr
o
u
t
 Wa
t
e
r
s
 ar
e
 lo
c
a
t
e
d
 wi
t
h
i
n
 a  Wa
t
e
r
 Su
p
p
l
y
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t

of
 Fr
e
s
h
w
a
t
e
r
,
 Hu
m
a
n
 He
a
l
t
h
,
 Wa
t
e
r
 Su
p
p
l
y
,
 an
d
 Tr
o
u
t
.
Fo
r
 Hig
h
 Qu
a
l
i
t
y
 Wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
,
 Wa
t
e
r
 Su
p
p
l
y
,
 Tr
o
u
t
,
 an
d
 Hi
g
h
 Qu
a
l
i
t
y
 or
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Sa
l
t
w
a
t
e
r
 an
d
 Hi
g
h
 Qu
a
l
i
t
y
.
(2
)
 Wa
t
e
r
 Su
p
p
l
y
 st
a
n
d
a
r
d
s
 ar
e
 ap
p
l
i
c
a
b
l
e
 to
 al
l
 Wa
t
e
r
 Su
p
p
l
y
 Cla
s
s
i
f
i
c
a
t
i
o
n
s
 an
d
 ar
e
 ba
s
e
d
 on
 co
n
s
u
m
p
t
i
o
n
 of
 fi
s
h
 an
d
 wa
t
e
r
.
 Se
e
 15
A
 NC
A
C
 02
B
 .0
2
0
8
,
 .0
2
1
2
,
 .0
2
1
4
,
 .0
2
1
5
,
 .0
2
1
6
,

an
d
 .0
2
1
8
.
Pa
g
e
 4  of
 4
CA
S
 #
Fr
e
s
h
w
a
t
e
r

Aq
u
a
t
i
c
 Lif
e
Tr
o
u
t
1
Sa
l
t
w
a
t
e
r

Aq
u
a
t
i
c
 Li
f
e
Wa
t
e
r
 Su
p
p
l
y
2
Hu
m
a
n

He
a
l
t
h
3
Hig
h
 Qu
a
l
i
t
y

Wa
t
e
r
s
4
Sw
a
m
p

Wa
t
e
r
s
5
Sy
n
o
n
y
m
s
 & Ot
h
e
r
 In
f
o
r
m
a
t
i
o
n
Ca
r
c
i
n
o
g
e
n
6
Da
t
a
 Re
f
e
r
e
n
c
e
 So
u
r
c
e
15
A
 NCAC  02B  Standard?Metal?Total  Recoverable, Dissolved  or  Hardness ‐Dependent  Metal?
74
4
0
‐38
‐2
Ac
u
t
e
:

34
0
 (d
)

Ch
r
o
n
i
c
:

15
0
 (d
)
Ac
u
t
e
:

69
 (d
)

Ch
r
o
n
i
c
:

36
 (d
)
10
 (t
)
10
 (t
)

Y
e
s

N
C

Y
e
s

Y
e
s

D
i
s
s
o
l
v
e
d
74
4
0
‐39
‐3

(
L
D
)

(
L
D
)
1.
0
 mg
/
L
 (t
)

2
0
0
 mg
/
L
 (t
)

N
o
NC
;
 IR
I
S
,
 EC
O
T
O
X
 & 
RA
I
S
 11
/
0
8
Yes

Y
e
s
74
4
0
‐41
‐7
Ac
u
t
e
:

65
 (d
)

Ch
r
o
n
i
c
:

6.5
 (d
)
No

N
C

Y
e
s

Y
e
s

D
i
s
s
o
l
v
e
d
74
4
0
‐43
‐9
Ac
u
t
e
:

0.
8
2
 (d
,
h
)

Ch
r
o
n
i
c
:

0.
1
5
 (d
,
h
)
Ac
u
t
e
:

0.
5
1

(d
,
h
)
Ac
u
t
e
:

40
 (d
)

Ch
r
o
n
i
c
:

8.
8
 (d
)
No

N
C

Y
e
s

Y
e
s

H
a
r
d
n
e
s
s
‐Dependent
16
0
6
5
‐83
‐1
Ac
u
t
e
:

18
0
 (d
,
h
)

Ch
r
o
n
i
c
:

24
 (d
,
h
)
Tr
i
v
a
l
e
n
t
 Ch
r
o
m
i
u
m

N
o

N
C

Y
e
s

Y
e
s

H
a
r
d
n
e
s
s
‐Dependent
18
5
4
0
‐29
‐9
Ac
u
t
e
:

16
 (d
,
h
)

Ch
r
o
n
i
c
:

11
 (d
,
h
)
Ac
u
t
e
:

11
0
0
 (d
)

Ch
r
o
n
i
c
:

3.
1
 (d
,
h
)
He
x
a
v
a
l
e
n
t
 Ch
r
o
m
i
u
m

N
o

N
C

Y
e
s

Y
e
s

D
i
s
s
o
l
v
e
d
74
4
0
‐50
‐8
Ac
u
t
e
:

3.
6
 (d
,
h
)

Ch
r
o
n
i
c
:

2.7
(d
)
Ac
u
t
e
:

4.
8
 (d
)

Ch
r
o
n
i
c
:

3.
1
 (d
)
Als
o
 se
e
 EP
A
 Co
p
p
e
r
 20
0
7

Re
v
i
s
i
o
n
 (E
P
A
‐82
2
‐R ‐07
‐01
)
No

N
C

Y
e
s

Y
e
s

H
a
r
d
n
e
s
s
‐Dependent
74
3
9
‐92
‐1
Ac
u
t
e
:

14
 (d
,
h
)

Ch
r
o
n
i
c
:

0.
5
4
 (d
,
h
)
Ac
u
t
e
:

21
0
 (d
)

Ch
r
o
n
i
c
:

8.
1
 (d
)
No

N
C

Y
e
s

Y
e
s

H
a
r
d
n
e
s
s
‐Dependent
74
3
9
‐97
‐6
0.
0
1
2
 (t
)
0.
0
2
5
 (t
)
No

N
C

Y
e
s

Y
e
s

T
o
t
a
l
 Recoverable
74
4
0
‐20
‐3
Ac
u
t
e
:

14
0
 (d
,
h
)

Ch
r
o
n
i
c
:

16
 (d
,
h
)
Ac
u
t
e
:

74
 (d
)

Ch
r
o
n
i
c
:

8.
2
 (d
)
25
 (t
)
No

N
C

Y
e
s

Y
e
s

H
a
r
d
n
e
s
s
‐Dependent
77
8
2
‐49
‐2
5  (t
)
71
 (t
)
No

N
C

Y
e
s

Y
e
s

T
o
t
a
l
 Recoverable
74
4
0
‐22
‐4
Ac
u
t
e
:

30
 (d
,
h
)

Ch
r
o
n
i
c
:

0.
0
6
 (d
,
h
)

Ac
u
t
e
:

1.
9
 (d
)

Ch
r
o
n
i
c
:

0.
1
 (d
)
No

N
C

Y
e
s

Y
e
s
Acute: Hardness ‐Dependent, Chronic: Dissolved
74
4
0
‐66
‐6
Ac
u
t
e
:

36
 (d
,
h
)

Ch
r
o
n
i
c
:

36
 (d
,
h
)
Ac
u
t
e
:

90
 (d
)

Ch
r
o
n
i
c
:

81
 (d
)
No

N
C

Y
e
s

Y
e
s

H
a
r
d
n
e
s
s
‐Dependent
Al
l
 me
t
a
l
s
 st
a
n
d
a
r
d
s
 ca
l
c
u
l
a
t
e
d
 at
 25
 mg
/
L
 Ha
r
d
n
e
s
s
 fo
r
 ill
u
s
t
r
a
t
i
v
e
 pu
r
p
o
s
e
s
.
 Cl
i
c
k
 he
r
e
 to
 ca
l
c
u
l
a
t
e
 sp
e
c
i
f
i
c
 me
t
a
l
s
 st
a
n
d
a
r
d
s
.
Se
l
e
n
i
u
m
Si
l
v
e
r
Zin
c
Po
l
l
u
t
a
n
t
 or
 Pa
r
a
m
e
t
e
r
No
r
t
h

C
a
r
o
l
i
n
a

1
5
A

N
C
A
C

0
2
B

S
u
r
f
a
c
e

W
a
t
e
r

S
t
a
n
d
a
r
d
s

a
n
d

P
r
o
t
e
c
t
i
v
e

V
a
l
u
e
s

&

E
P
A

Na
t
i
o
n
a
l
l
y

R
e
c
o
m
m
e
n
d
e
d

W
a
t
e
r

Q
u
a
l
i
t
y

C
r
i
t
e
r
i
a
 Up
d
a
t
e
d
 3/
2
0
1
6
 ‐

Cl
i
c
k
 he
r
e
 fo
r
 mo
s
t
 re
c
e
n
t
 ve
r
s
i
o
n
.
Le
a
d
Co
p
p
e
r
Me
r
c
u
r
y
All
 va
l
u
e
s
 in
 ug
/
L
 un
l
e
s
s
 no
t
e
d
 be
l
o
w
.
 Va
l
u
e
s
 in
 re
d
 ar
e
 15
A
 NC
A
C
 02
B
 Wa
t
e
r
 Qu
a
l
i
t
y
 St
a
n
d
a
r
d
s
.
Ar
s
e
n
i
c
Ch
r
o
m
i
u
m
 III
Ch
r
o
m
i
u
m
 VI
Ca
d
m
i
u
m
Ba
r
i
u
m
Be
r
y
l
l
i
u
m
Nic
k
e
l
Pa
g
e
 1  of
 3
CA
S
 #
Fr
e
s
h
w
a
t
e
r

Aq
u
a
t
i
c
 Lif
e
Tr
o
u
t
1
Sa
l
t
w
a
t
e
r

Aq
u
a
t
i
c
 Li
f
e
Wa
t
e
r
 Su
p
p
l
y
2
Hu
m
a
n

He
a
l
t
h
3
Hig
h
 Qu
a
l
i
t
y

Wa
t
e
r
s
4
Sw
a
m
p

Wa
t
e
r
s
5
Sy
n
o
n
y
m
s
 & Ot
h
e
r
 In
f
o
r
m
a
t
i
o
n
Ca
r
c
i
n
o
g
e
n
6
Da
t
a
 Re
f
e
r
e
n
c
e
 So
u
r
c
e
15
A
 NCAC  02B  Standard?Metal?Total  Recoverable, Dissolved  or  Hardness ‐Dependent  Metal?
Po
l
l
u
t
a
n
t
 or
 Pa
r
a
m
e
t
e
r
(d
)
 = di
s
s
o
l
v
e
d
 me
t
a
l
 st
a
n
d
a
r
d
.

Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 fo
r
 mo
r
e
 in
f
o
r
m
a
t
i
o
n
.
(E
)
 = ef
f
l
u
e
n
t
 li
m
i
t
 fo
r
 Hig
h
 Qu
a
l
i
t
y
 Wa
t
e
r
s
.
 Se
e
 15
A
 NC
A
C
 02
B
 .0
2
2
4
.
(L
D
)
 = lim
i
t
e
d
 da
t
a
.
(N
)
 = na
r
r
a
t
i
v
e
 st
a
n
d
a
r
d
.
(P
)
 = pu
b
l
i
c
 po
l
i
c
y
 do
c
u
m
e
n
t
.
(s
)
 = to
x
i
c
i
t
y
 ex
c
e
e
d
s
 so
l
u
b
i
l
i
t
y
,
 no
 vi
s
i
b
l
e
 sh
e
e
n
 or
 fr
e
e
 pr
o
d
u
c
t
 in
 wa
t
e
r
 or
 on
 se
d
i
m
e
n
t
 or
 sh
o
r
e
l
i
n
e
 pe
r
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 & .0
2
2
0
(t
)
 = ba
s
e
d
 up
o
n
 me
a
s
u
r
e
m
e
n
t
 of
 to
t
a
l
 re
c
o
v
e
r
a
b
l
e
 me
t
a
l
.
 Se
e
 15
A
 NC
A
C
 02
B
 .0
2
1
1
 fo
r
 mo
r
e
 in
f
o
r
m
a
t
i
o
n
.

Th
e
 st
a
n
d
a
r
d
s
 in
 th
i
s
 ta
b
l
e
 ar
e
 de
v
e
l
o
p
e
d
 pe
r
 se
c
t
i
o
n
 15
A
 NC
A
C
 02
B
 of
 th
e
 No
r
t
h
 Ca
r
o
l
i
n
a
 Ad
m
i
n
i
s
t
r
a
t
i
v
e
 Co
d
e
.

To
 de
t
e
r
m
i
n
e
 th
e
 ap
p
r
o
p
r
i
a
t
e
 st
a
n
d
a
r
d
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 al
l
 ap
p
l
i
c
a
b
l
e
 co
l
u
m
n
s
 as
 de
s
c
r
i
b
e
d
 be
l
o
w
.

Fo
r
 Cl
a
s
s
 C  wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
 an
d
 Hu
m
a
n
 He
a
l
t
h
.

Fo
r
 Cl
a
s
s
 SC
 wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Sa
l
t
w
a
t
e
r
 an
d
 Hu
m
a
n
 He
a
l
t
h
.
Fo
r
 Wa
t
e
r
 Su
p
p
l
y
 wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
,
 Wa
t
e
r
 Su
p
p
l
y
,
 an
d
 Hu
m
a
n
 He
a
l
t
h
.
Fo
r
 Sw
a
m
p
 Wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
 or
 Sw
a
m
p
 fo
r
 fr
e
s
h
w
a
t
e
r
s
 or
 Sa
l
t
w
a
t
e
r
 or
 Sw
a
m
p
 fo
r
 tid
a
l
 wa
t
e
r
s
.
(1
)
 Tr
o
u
t
 Wa
t
e
r
s
 ar
e
 pr
o
t
e
c
t
e
d
 fo
r
 na
t
u
r
a
l
 tr
o
u
t
 pr
o
p
a
g
a
t
i
o
n
 an
d
 su
r
v
i
v
a
l
 of
 st
o
c
k
e
d
 tr
o
u
t
.

Se
e
 15
A
 NC
A
C
 02
B
 .0
1
0
1
 an
d
 .0
3
0
1
(3
)
 Hu
m
a
n
 He
a
l
t
h
 st
a
n
d
a
r
d
s
 ar
e
 ba
s
e
d
 on
 th
e
 co
n
s
u
m
p
t
i
o
n
 of
 fi
s
h
 on
l
y
 un
l
e
s
s
 de
r
m
a
l
 co
n
t
a
c
t
 st
u
d
i
e
s
 ar
e
 av
a
i
l
a
b
l
e
.

Se
e
 15
A
 NC
A
C
 02
B
 .0
2
0
8
.
(4
)
 Hi
g
h
 Qu
a
l
i
t
y
 Wa
t
e
r
s
 ar
e
 a  su
b
s
e
t
 of
 wa
t
e
r
s
 wi
t
h
 qu
a
l
i
t
y
 hi
g
h
e
r
 th
a
n
 th
e
 st
a
n
d
a
r
d
s
 an
d
 ar
e
 de
s
c
r
i
b
e
d
 in
 15
A
 NC
A
C
 02
B
 .0
1
0
1
 an
d
 .0
2
2
4
.
(5
)
 Sw
a
m
p
 Wa
t
e
r
s
 ha
v
e
 lo
w
 ve
l
o
c
i
t
i
e
s
 an
d
 ot
h
e
r
 na
t
u
r
a
l
 ch
a
r
a
c
t
e
r
i
s
t
i
c
s
 wh
i
c
h
 ar
e
 di
f
f
e
r
e
n
t
 fr
o
m
 ad
j
a
c
e
n
t
 st
r
e
a
m
s
.
 Se
e
 15
A
 NC
A
C
 02
B
 .0
1
0
1
.
(6
)
 Ca
r
c
i
n
o
g
e
n
s
 ar
e
 li
s
t
e
d
 in
 15
A
 NC
A
C
 02
B
 .0
2
0
8
.
Fo
o
t
n
o
t
e
s
,
 Co
d
e
s
 an
d
 Ad
d
i
t
i
o
n
a
l
 In
f
o
r
m
a
t
i
o
n
 wi
t
h
 Re
f
e
r
e
n
c
e
 to
 Cl
a
s
s
i
f
i
c
a
t
i
o
n
s
 & St
a
n
d
a
r
d
s
Va
l
u
e
s
 in
 re
d
 fo
n
t
 ar
e
 15
A
 NC
A
C
 02
B
 st
a
n
d
a
r
d
s
(h
)
 = ha
r
d
n
e
s
s
‐de
p
e
n
d
e
n
t
 di
s
s
o
l
v
e
d
 me
t
a
l
 st
a
n
d
a
r
d
.

Al
l
 ha
r
d
n
e
s
s
‐de
p
e
n
d
e
n
t
 dis
s
o
l
v
e
d
 me
t
a
l
 st
a
n
d
a
r
d
s
 in
 th
i
s
 ta
b
l
e
 as
s
u
m
e
 ≤

25
 mg
/
L
 in
‐st
r
e
a
m
 ha
r
d
n
e
s
s
.  
Se
e
 pa
g
e
 16
 fo
r

Fo
r
 Hi
g
h
 Qu
a
l
i
t
y
 Wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
,
 Wa
t
e
r
 Su
p
p
l
y
,
 Tr
o
u
t
,
 an
d
 Hi
g
h
 Qu
a
l
i
t
y
 or
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Sa
l
t
w
a
t
e
r
 an
d
 Hi
g
h
 Qu
a
l
i
t
y
.
(2
)
 Wa
t
e
r
 Su
p
p
l
y
 st
a
n
d
a
r
d
s
 ar
e
 ap
p
l
i
c
a
b
l
e
 to
 al
l
 Wa
t
e
r
 Su
p
p
l
y
 Cl
a
s
s
i
f
i
c
a
t
i
o
n
s
 an
d
 ar
e
 ba
s
e
d
 on
 co
n
s
u
m
p
t
i
o
n
 of
 fi
s
h
 an
d
 wa
t
e
r
.
 Se
e
 15
A
 NC
A
C
 02
B
 .0
2
0
8
,
 .0
2
1
2
,
 .0
2
1
4
,
 .0
2
1
5
,
 .0
2
1
6
,

an
d
 .0
2
1
8
.
Fo
r
 Tr
o
u
t
 Wa
t
e
r
s
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t
 of
 Fr
e
s
h
w
a
t
e
r
,
 Hu
m
a
n
 He
a
l
t
h
,
 an
d
 Tr
o
u
t
.

If
 Tr
o
u
t
 Wa
t
e
r
s
 ar
e
 lo
c
a
t
e
d
 wi
t
h
i
n
 a  Wa
t
e
r
 Su
p
p
l
y
,
 us
e
 th
e
 mo
s
t
 st
r
i
n
g
e
n
t

of
 Fr
e
s
h
w
a
t
e
r
,
 Hu
m
a
n
 He
a
l
t
h
,
 Wa
t
e
r
 Su
p
p
l
y
,
 an
d
 Tr
o
u
t
.
Pa
g
e
 2  of
 3
CA
S
 #
Fr
e
s
h
w
a
t
e
r

Aq
u
a
t
i
c
 Lif
e
Tr
o
u
t
1
Sa
l
t
w
a
t
e
r

Aq
u
a
t
i
c
 Li
f
e
Wa
t
e
r
 Su
p
p
l
y
2
Hu
m
a
n

He
a
l
t
h
3
Hig
h
 Qu
a
l
i
t
y

Wa
t
e
r
s
4
Sw
a
m
p

Wa
t
e
r
s
5
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APPENDIX 6
LANDFILL GAS MONITORING PLAN

PREPARED FOR:
BOARD OF COMMISSIONERS
COUNTY OF BURKE
P.O. BOX 1486 MORGANTON, NORTH CAROLINA 28680
JOHN’S RIVER WASTE MANAGEMENT FACILITY
PERMIT NO. 12-03
LANDFILL GAS MONITORING PLAN
REVISED FEBRUARY 2017

PREPARED BY:

2211 WEST MEADOWVIEW ROAD, SUITE 101 GREENSBORO, NORTH CAROLINA 27407 NC LICENSE NUMBER C-0782 PHONE: [phone] FAX: [phone] JOYCE PROJECT NO. 277.1602.12
Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 i

LANDFILL GAS MONITORING PLAN John’s River Landfill
Permit No. 12-03 TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................1 1.1 Background .......................................................................................................................1 1.2 Site Geology and Hydrogeology .......................................................................................2 
1.3 Regulatory Limits .............................................................................................................2 2.0 LANDFILL GAS MONITORING ...................................................................................2 2.1 Landfill Gas Monitoring Network ....................................................................................3 2.1.1 Existing Monitoring Network .................................................................................3 
2.1.2 Historical Gas Monitoring Results..........................................................................3 
2.1.3 Proposed Phases 2A and 4 of the C&D Expansion Facility ...................................4 2.2 Structure and Ambient Sampling ......................................................................................5 2.3 Landfill Gas Monitoring Frequency .................................................................................5 3.0 LANDFILL GAS SAMPLING PROCEDURES..............................................................5 
3.1  Detection Equipment ...................................................................................................5 
3.2  Landfill Gas Sampling Procedure ................................................................................6 4.0 RECORD KEEPING AND REPORTING .......................................................................6 4.1  Landfill Gas Monitoring Data Form ............................................................................7 4.2  Sampling Reports .........................................................................................................7 
4.3  Permanent Record Keeping .........................................................................................7 
5.0 CONTINGENCY PLAN ..................................................................................................7 6.0 CERTIFICATION OF PROFESSIONAL GEOLOGIST OR ENGINEER .....................8 7.0 CERTIFICATION OF REGISTERED LAND SURVEYOR ..........................................8 8.0 REFERENCES .................................................................................................................8 

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

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 1

1.0 INTRODUCTION
The North Carolina Department of Environment and Natural Resources (NCDENR) officially became the Department of Environmental Quality (NCDEQ) in September 2015. The agency will be referenced as NCDEQ in this document, including references to its actions or documents predating the change. The NCDEQ Division of Waste Management (DWM) and Solid Waste Section (SWS) retain the same designations.
This Landfill Gas Monitoring Plan (LGMP) will serve as a guidance document for collecting and monitoring of landfill gas at Burke County’s John’s River Waste Management Facility (JRWMF, aka John’s River Landfill). Landfill gas will be monitored quarterly to ensure that methane and hydrogen sulfide concentrations do not exceed the regulatory limit at the facility boundary or in
facility structures. The LGMP was prepared in accordance with the NCDEQ-DWM-SWS Gas Monitoring Guidance document, including updated monitoring requirements for C&D landfills, to assure performance standards are met and to protect public health and the environment. This LGMP incorporates the previous LGMPs for the existing landfill facility dated December 1997, Phase 1 dated August 2012, and adds gas monitoring for the proposed C&D landfill expansion at
the facility for Phases 2A & 4. The proposed new gas monitoring wells associated with the Phases 2A and 4 of the C&D landfill expansion will be installed in conjunction with landfill construction after a permit-to-construct is issued by the NCDEQ.
1.1 Background
The JRWMF is located in the north-central portion of Burke County, north of Morganton, North Carolina. The 318-acre facility was permitted in 1987 and the landfill began receiving waste in 1988. The old landfill consists of an unlined waste disposal unit covering 28 acres in the southwest corner of the landfill property. The old landfill started as a municipal solid waste
(MSW) landfill which began operation in April 1988, but was closed to comply with §.1627(c)(10)(A) of the North Carolina Solid Waste Management Rules (NCSWMR). Burke County operated a permitted Construction and Demolition (C&D) disposal area on top of the closed MSW landfill between 1998 and 2014. Final closure of the C&D portion of the old
landfill was completed in 2016.
An expansion of the C&D landfill located adjacent to and northeast of the old landfill was permitted in 2014. The expansion includes 37 acres of C&D waste disposal area to be built in eight phases. The Phase 1A permit to operate was issued in August 2014. Phase 2A and Phase 4
are proposed to be constructed in 2018. A MSW transfer facility is located in the eastern half of
the property. A site plan showing all the pertinent features of the facility, including the locations of gas probes and monitoring points, is provided as Drawing LGMP-1.

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 2

1.2 Site Geology and Hydrogeology
The JRWMF is in close proximity to the Brevard Shear Zone, and is underlain by highly
metamorphosed rocks including gneiss, schist, as well as calc-silicate rocks, felsic rocks, and metavolcanic rocks. The dominant rock type at the facility is biotite-muscovite schist, as seen in outcrops, boulders, and rock cores located on site. The structures within limited outcrops indicate that these rocks are complexly-folded, with attitudes that vary from vertical to horizontal in most outcrops. The site regolith is typical of the inner piedmont and consists mostly of silty
sand, clayey sand, and sandy silt. The regolith itself is up to 100 feet thick and varies in thickness with topography. The 318-acre landfill property is bounded by Lower Creek to the north and east, and the Catawba River to the south. The Catawba River forms Lake Rhodhiss immediately southeast of the
facility. Lake Rhodhiss is a long, narrow lake formed by the Rhodhiss Hydroelectric Dam located approximately 12 miles downstream of the landfill property.
1.3 Regulatory Limits
The closed, unlined MSW landfill at the JRWMF is governed by the North Carolina Solid Waste
Management Regulations (NCSWMR) 15A NCAC 13B.1600 rules and regulations for sanitary landfills; however, the closed C&D landfill on top of the closed MSW landfill, as well as the C&D landfill expansion, will be governed by the 15A NCAC 13B.0500 rules. Current regulations and requirements for C&D landfills state that concentration of methane gas, as well as hydrogen sulfide, generated by the facility should not exceed 25% of the lower explosive limit
(LEL) in facility structures or that the concentrations of gasses do not exceed the LEL at the facility property boundary. The LEL for methane equals 5% by volume at standard temperature and pressure. The LEL for hydrogen sulfide equals 4% by volume at standard temperature and pressure. This LGMP prescribes a routine monitoring program to ensure standards are met and the actions to be taken if methane or hydrogen sulfide concentrations exceed specified limits.

2.0 LANDFILL GAS MONITORING
Gas monitoring at the John’s River Landfill will be performed throughout the active and post-closure care period. At a minimum, quarterly monitoring will be conducted at all subsurface gas
detection wells (gas probes) and in all structures located within 1000 feet of waste on the landfill
property. This site is one of three Burke County landfill sites that JOYCE monitors. The East Burke and Kirksey Drive Landfills are closed MSW landfills regulated under the .0500 rules of the NCSWMR. Common practice for the Burke County landfill sites will be to perform the second and fourth quarterly gas events in conjunction with the semiannual groundwater
monitoring events, usually over a two-three day period, while the first and third quarterly gas
monitoring events will occur as stand-alone events.

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 3

2.1 Landfill Gas Monitoring Network
2.1.1 Existing Monitoring Network
The current gas monitoring program for the facility includes ten gas probes: GP-1S&D, GP-2S,I,&D, GP-3S&D, GP-4, GP-5, and GP-6. The program also includes six buildings or structures (GMP-1, GMP-2, GMP-3, GMP-4, GMP-7A, GMP-13, and GMP-14), and nine ambient air monitoring points around the perimeter of the closed C&D-over-MSW landfill (GMP-5, GPM-6, GPM-7, GMP-8, GMP-9, GMP-10, GMP-11, and GMP-12). The structures
and ambient air points were first monitored for landfill gas in October 1993. Gas Probes GP-1S&D, GP-2S,I,&D, and GP-3S&D were installed in 1994 and were first monitored in October 1994. GP-4, GP-5, and GP-6 were installed in September 2014 to monitoring Phase 1A. The locations of the gas probes and monitoring points are shown on the attached drawing
(LGMP-1). Note that the GP-2S,I,&D and GP-4 probes are located between the closed C&D-over-MSWLF unit and Phase 1A of the C&D expansion and will be used to monitor gas between the two units. The GP-3S&D probes are located within the footprint of Phase 4 of the C&D Expansion and will need to be abandoned prior to construction of Phases 2A & 4. The following Table summarizes the locations and screened intervals of the existing gas probes.

Probe ID Location Description Screen Interval (feet BGS)
GP-1S Approximately 200’ north of northwest corner of closed landfill.
4 - 16
GP-1D 18 - 28
GP-2S Approximately 90’ north of northeast corner of closed landfill and 160’southwest of northwest corner of Phase 1 of the C&D Expansion.
4 - 13
GP-2I 14 - 28
GP-2D 29 - 35
GP-3S Approx. 780’ northeast of the closed landfill. Approx. 625’ southeast of Phase 1A. To be abandoned before Phase 2A & 4 construction.
4 - 11
GP-3D 12 – 18.5
GP-4 Between the old landfill and C&D expansion. 5 - 25
GP-5 Approx. 170’ northwest of Phase 1A. 5 - 45
GP-6 Approx. 160’ northeast of Phase 1A. 5 - 45

2.1.2 Historical Gas Monitoring Results
While there have been a few isolated detections in site structures and/or at ambient air points, all
have been less than 1% methane by volume, and there have been no detections in exceedance of
25% of the LEL. An apparent detection of approximately 20% methane in a vehicle maintenance pit in the shop (GMP-3) on May 29, 2008 was determined to be the result of a leak from a propane line, not landfill gas.
There have been consistent detections of methane above the LEL in the GP-2S,I,&D gas probes
since the 1990’s, often in excess of 50% methane by volume. There have also been consistent exceedances in GP-4. There have been no exceedances of the LEL for methane in GP-1S&D, GP-3S&D, GP-5, or GP-6. The GP-2S,I,&D probes and GP-4 are located very near the former MSW waste unit and are very far from any property boundary. The closest property boundary to

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 4

is over 700 feet to the west, and GP-1 is located between GP-2S,I,&D and the property boundary in this direction. It is over 1500 feet to any other property boundary.
A delineation study for the extent of methane exceedances in the vicinity of GP-2S,I,&D, especially as it may impact the expansion area, was conducted in 2012. Several temporary gas probes and piezometers in the area between GP-2S,I,&D and the expansion area have been monitored voluntarily on a regular basis. These temporary gas probes and piezometers are not
part of the compliance network.
2.1.3 Proposed Phases 2A and 4 of the C&D Expansion Facility
Two additional gas probes (GP-7 and GP-8) are proposed to monitoring for gas migration from Phases 2A and 4 of the C&D expansion area. The locations of the proposed gas probes are
shown on Drawing LGMP-1. The following table summarizes the proposed target depths for the probes.
Probe ID Location Description Target Depth (feet BGS)
Estimated Depth to Bedrock (feet BGS)
Estimated Depth to Water (feet BGS)
Phase for Probe Installation
GP-7 North of Phase 4, near maintenance bldg. 50 40-45 40-45 Phase 2A&4
GP-8 East of the northern-most part of Phase 4. 25 30-35 30-35 Phase 2A&4

The target depths are based on the lowest elevation of the proposed base of waste within 500 feet of the probe. Gas probes will be installed to the target depth, the water table, or bedrock, whichever is encountered first (shallowest).
Note that the John’s River Landfill is bordered by the Catawba River to the south and southwest. The river will act as a hydraulic barrier to the movement of subsurface landfill gas so that it will not be possible for gas to migrate beyond the property boundary in this direction. Also, there are no structures or potential receptors located between the southeast end of the C&D expansion area and the river; therefore, no gas probes have been proposed for this portion of the property.
The future gas probes will be constructed and installed to the specifications listed in 15A NCAC Subchapter 2C and the Solid Waste Section’s Landfill Gas Monitoring Guidance Document. A Professional Engineer (P.E.) or a N.C. Professional Geologist (P.G.) must certify/ supervise the installation of all landfill gas monitoring wells. A detailed example of a typically constructed
LFG well is included in Appendix A. Within thirty (30) days of completion of the landfill monitoring gas wells, a well construction record and/or boring log and a diagram for each well, including but not limited to total depth, screened interval and distance above seasonal table will be submitted to the SWS. The submittal
will also include a scaled topographic map showing the surveyed location and identification of new, existing, and abandoned landfill gas monitoring wells.

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 5

2.2 Structure and Ambient Air Sampling
There are currently seven structures on the facility property that are monitored for explosive
gases GMP-1, GMP-2, GMP-3, GMP-4, GMP-7A, GMP-13, and GMP-14. The structures are described below. The locations of these structures are shown on Drawing LGMP-1.
GMP-1 Scale House
GMP-2 Recycling Center
GMP-3 Office & Shop Building
GMP-4 Building behind Shop
GMP-7A Shed near SE corner of facility
GMP-13 Firing Range Structure
GMP-14 Transfer Station

Furthermore, there are eight points around the perimeter of the closed C&D-over-MSW landfill unit where ambient air is monitored for landfill gas. These points are designated GMP-5, GPM-6, GPM-7, GMP-8, GMP 9, GMP-10, GMP-11, and GMP-12. The locations of these monitoring points are shown on Drawing LGMP-1.

2.3 Landfill Gas Monitoring Frequency
The landfill gas wells and on-site structures included in this LGMP will be monitored at least quarterly in accordance with current regulations. The first and the third quarterly monitoring events will occur sometime in February-March and August-September. The gas wells will be
monitored for the second and fourth quarterly events in conjunction with the semiannual
groundwater monitoring events which usually occur in May-June and November-December.
3.0 LANDFILL GAS SAMPLING PROCEDURES
Landfill gas samples will be collected in accordance with Solid Waste Section’s Landfill Gas
Monitoring Guidance document, which is included as Appendix B. Details of detection
equipment and sampling procedures are outlined below.
3.1 Detection Equipment
A portable combustible gas monitor, measuring the concentration of combustible gases in units
of percent of LEL and/or % by volume shall be used to conduct gas monitoring. The LEL is the
lowest percent by volume of a mixture of combustible gas in air that will propagate a flame at 25 degrees Celsius and atmospheric pressure. If the portable combustible gases monitor measures methane concentration in percent volume, it shall be converted to LEL in the field using the following formula:
100% LEL Methane = 5% Volume Methane
% Volume Methane X 20 = % LEL Methane

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 6

A portable hydrogen sulfide gas (H2S) monitor, or add-on H2S sensor pod for the combustible gas monitor, shall also be used to conduct gas monitoring. The LEL for H2S is 40,000 ppm, or
4% by volume; however, hydrogen sulfide is dangerous to human health at levels well below the LEL. Most portable instrumentation reads hydrogen sulfide in parts per million as a volume-to-volume unit, so an approximate conversion of 1% Volume H2S is 10,000 ppm. It is advisable to monitor and record H2S in accordance with the portable instruments range and units for comparison to health and safety limits; however, the regulatory standard is the LEL for gas
probes and 25% of the LEL for structures. The combustible gas monitor shall be calibrated to methane using the manufacturer's calibration kit and procedure before the monitoring activities begin. The calibration gas to be used depends on the expected levels of methane in landfill gas monitoring wells. If low-level methane is
expected, 15% CO2/15% CH4 calibration gas should be used; if high-level methane is expected, 35% CO2/50% CH4 calibration gas should be used. Verification that the equipment was calibrated in accordance with the manufacture’s specifications is required. Calibration information must be recorded on the Landfill Gas Monitoring Data Form.
The H2S monitor or pod shall be calibrated to H2S using the manufacturer's calibration kit and procedure before the monitoring activities begin. Most instruments monitor for, and are calibrated in, the 0-500 ppm range for H2S for purposes of human health and safety. This range is more protective than the explosive limit monitoring requirement, and should provide warning of H2S migration long before exceedance of the LEL.

3.2 Landfill Gas Sampling Procedure
The portable combustible gas monitor will be turned on and allowed to warm up prior to gas sampling. The static pressure should show a reading of zero before taking the initial sample. The sample tube shall be purged for at least one minute prior to connecting the sample tube to
the detection well, and then the initial concentration will be recorded. Gas monitoring will continue until the readings have stabilized. A stable reading is considered to be +/- 0.5% by volume on the instrument’s scale. Once the reading has stabilized for 5 seconds, the reading will be recorded and the tubing will be disconnected from the valve. These steps will be repeated for
each landfill gas monitoring well.
Gas monitoring in on-site structures will attempt to identify the "worst case" concentrations. The monitoring locations will be in corners along floors and ceilings, at cracks in the floor, and at other areas likely to accumulate gas. Gas monitoring will also be conducted in any confined
space requiring the entry of personnel for maintenance or inspection. The monitoring will take
place prior to entry by personnel in accordance with OSHA regulations.
4.0 RECORD KEEPING AND REPORTING
The landfill gas data will be recorded in accordance to the SWS’s Landfill Gas Monitoring
Guidance document included as Appendix B. The records will be maintained in the landfill

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 7

operating record. If there are exceedances of regulatory limits, the NCDEQ will be notified within seven calendar days of the detection.

4.1 Landfill Gas Monitoring Data Form
An example landfill gas monitoring form is included as Appendix C.
4.2 Sampling Reports
The landfill gas monitoring reports will be prepared in accordance with the NCDEQ-DWM-SWS Gas Monitoring Guidance (Appendix B), and current requirements for C&D landfills. Electronic submittals of reports, when required, will be in accordance with the SWS Memo dated November 4, 2014, which is included as Appendix D. The reports will describe the method of sampling, the date, time, location, sampling personnel, atmospheric temperature, reported
barometric pressure, equipment calibration information, exceptions noted during sampling, and general weather conditions at the time of sampling, in addition to the concentration of combustible gases.
4.3 Permanent Record Keeping
A copy of the landfill gas monitoring results and any remediation plans will be maintained in the landfill operating record. The reports will be maintained at the facility or an alternative location near the facility approved by the Division.
5.0 CONTINGENCY PLAN
If methane gas or hydrogen sulfide gas levels that exceed the regulatory limits are detected, the results shall be reported to Burke County immediately. The County will notify the NCDEQ, SWS in writing and will take immediate steps to ensure safety and protection of human health. If methane or hydrogen sulfide levels exceed the LEL in existing gas probes, the need for
additional gas probes will be evaluated, as well as the need for additional monitoring within any nearby structures in the direction of the gas migration. If the exceedance is in a gas well not located at or near a property boundary, additional investigation including use of bar-hole probes or temporary gas wells may be implemented to determine whether or not the exceedance extends
to the property boundary. If necessary, additional permanent gas wells may be installed between
the exceeding well(s) and the property boundary to demonstrate that the site is in compliance. If a compliance level is exceeded in an on-site structure, options will be evaluated to reduce the current methane or hydrogen sulfide levels and to prevent further migration of gasses into the
structure. At a minimum, the following actions will be taken if the methane or hydrogen sulfide
concentrations exceed 25% of the LEL in any structure:
 Put out all smoking materials and turn off all ignition sources;
 Evacuate all personnel;

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 8

 Vent the structure;
 Do not allow personnel to reenter the building except to perform gas monitoring until the results of additional monitoring indicate that gas concentrations are sustained or stabilized below 25% of the LEL;
 Begin continuous monitoring within the structure; and
 Undertake an assessment to determine the origin and pathways of the gas migration. Within seven days of detection above the regulatory limits, the monitoring results will be placed in the Operating Record and the County will indicate actions taken and actions proposed to
resolve the problem. Within 60 days of detection, the County will develop and implement a landfill gas remediation plan for the combustible gas releases and notify the Division that the plan has been implemented. The plan will describe the nature and extent of the problem and the proposed remedy.
Hydrogen sulfide becomes dangerous to human health at concentrations well below the Lower Explosive Limit. The OSHA Personal Exposure Limit (PEL) for H2S is 10 ppm for 8-hours or 50 ppm peak exposure, and the NIOSH Immediately Dangerous to Life and Human Health (IDLH) limit for H2S is 100 ppm. North Carolina Solid Waste Management Regulations only require monitoring for explosive gas levels, not hazardous levels; however, we recommend
voluntary monitoring for H2S in the potentially hazardous range. If H2S is detected at concentrations above 10 ppm in any gas probe or outdoor ambient air monitoring point, or above 2.5 ppm inside any structure, we recommend that the County be notified immediately and appropriate action will be taken to protect human health, similar to the actions described above.
6.0 CERTIFICATION OF PROFESSIONAL GEOLOGIST OR ENGINEER
The landfill gas monitoring plan for this facility has been prepared by a qualified geologist or engineer who is licensed to practice in the State of North Carolina. The Certification of Professional Geologist or Engineer form is included as Appendix E.
7.0 CERTIFICATION OF REGISTERED LAND SURVEYOR
All future landfill gas monitoring wells will be surveyed for location and elevation by a North Carolina Registered Land Surveyor.
8.0 REFERENCES
Brown, Philip M., Chief Geologist, 1985, Geologic Map of North Carolina, The North Carolina Geologic Survey, scale 1:500,000. Fetter, C.W., 2001, Applied Hydrogeology, Fourth Edition: Prentice-Hall, Inc.
Johnson, A.I., 1967, Specific Yield - Compilation of Specific Yields for Various Materials: U.S. Geological Survey Water Supply Paper 1662-D.

Landfill Gas Monitoring Plan Joyce Engineering
Burke County, John’s River Landfill, Permit No. 12-03 February 2017 9

Joyce Engineering, Inc., June 2012. First Semiannual Groundwater Monitoring Report of 2012
John’s River Landfill, Burke County, North Carolina. North Carolina Department of Environment and Natural Resources, 1990-2011, Solid Waste
Management Regulations.
North Carolina Department of Environment and Natural Resources, November 2010, Landfill
Gas Monitoring Guidance. North Carolina Department of Environmental Quality, August 18, 2016, Permit 1203-CDLF-
2014, Burke County Johns River Waste Management Facility Design Hydro and Water Quality
Plan Reviews for CDLF Expansion – Phases 2A and 4 Technical Review, DIN 26650. United States Department of Labor, Occupational Health and Safety Commission, Standards – 29 CFR Part 1926, 1970, Occupational Health and Environmental Controls, 29 CFR 1926.55 Appendix A - 1970 American Conference of Governmental Industrial Hygienists' Threshold
Limit Values of Airborne Contaminants, Threshold Limit Values of Airborne Contaminants for Construction, Hydrogen Sulfide.

DRAWING

PHASE
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EXISTING
SEDIMENT BASIN
PROTECTED AREA
STREAM S-4
WETLAND W3
CEMETERY
OFFICE AND
GARAGE
STREAM S-3
100 YR FLOOD LIMIT
ELEV. 1005.0
PREVIOUS LANDFILL
DISPOSAL AREA
(CURRENTLY BEING CLOSED)
EXISTING
WASTE LIMITS
SCALEHOUSE
~
PROTECTED AREA
SHOOTING
RANGE
CARDBOARD
BATTERIES
CARDBOARD
RECYCLE DROP OFF
OIL
WHITE GOODS
MULCH AND
YARD WASTE
MULCH AND
PALLETS
WHITE GOODS
FACILITY BOUNDARY /
PROPERTY LINE (TYP
WEST AND SOUTH EDGES)
MW-10
MW-11
MW-12
MW-13
PZ-6
PZ-5
PZ-21
PZ-20
NLE
PZ-15
NLE
PZ-19PZ-23
NLE
PZ-12
PZ-17
PZ-14
PZ-13
PZ-18
NLE
PZ-9D
PZ-9S
PZ-3
NLE
PZ-24
NLE
PZ-11
NLE
PZ-10
PZ-26
MW-7
MW-3
GMP-7A
GP-1
GP-3 TBA
GMP-4
GMP-3
GMP-2
GP-2
MW-16SMW-16D
PZ-37
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PZ-33
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PZ-30S
PZ-30D
PZ-31
PZ-34
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PZ-27
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PZ-42
TBA
PZ-40
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PHASE 3
PHASE 5
PHASE 6
PHASE 8
PHASE 7
PROPOSED
WASTE LIMIT
PHASE 1B
PHASE 2B
MW-21
MW-36
MW-38
MW-22D
TBA
MW-22S
TBA
MW-12
GAS VENT
GAS MONITORING POINT
GAS MONITORING PROBE (EXISTING)
GAS MONITORING PROBE(PROPOSED)
TO BE ABANDONED FOR CONSTRUCTION
OF PHASES 2A AND 4
PIEZOMETER
MONITORING WELL
SURFACE WATER SAMPLING POINT
PZ-12
SMP-5
SMP-6
SMP-7
SMP-6
TBA
GV-01
GV-02
GV-03
GV-04
GV-05
GV-06
GV-07
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GMP-11
GMP-12
GMP-9
GMP-8
GMP-7
GMP-6
GMP-5
GMP-13
GP-4
GP-5
GP-6
GMP-14
GV-03
GMP-12
GP-4
GP-7
GP-7
GP-8
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(FEET)
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(PRESUMED DESTROYED)
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APPENDIX A

Landfill Gas Monitoring Well Detail

Landfill Gas Monitoring Well Detail

APPENDIX B

Solid Waste Section – Landfill Gas Monitoring Guidance



























































APPENDIX C

Landfill Gas Monitoring Data Form

La
n
d
f
i
l
l

G
a
s

M
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D
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a
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:

_
_
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_
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_
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_
_
_
_
_
_
_

P
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m
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N
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b
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:

_
_
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r
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:

_
_
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_
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_
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_
_
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_
_

Ga
s

M
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_
_
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_
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__
_
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_
_
_
_
_

C
a
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n

Da
t
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:

_
_
_
_
_
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_
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_
_
_
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_
_
_
_
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Fi
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D
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&

T
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:

_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
__
_
_
_

Ca
l
i
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a
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G
a
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T
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p
e
:

_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_

Ge
n
e
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a
l

W
e
a
t
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C
o
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d
i
t
i
o
n
s
:

_
_
_
_
_
_
_
_
_
_
_
__
_
_
_
_
_
_
_

B
a
r
o
m
e
t
e
r

:
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_
_

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c
a
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o
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LF
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s
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.

pu
r
g
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d

Ti
m
e

We
l
l

Pr
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s
s
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e

(I
n
W
g
)

Ti
m
e

Pu
m
p
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d

(s
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c
.
)

CH
4
(%
L
E
L
)

CH
4
(%
V
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l
)

H 2 S
(p
p
m
)

Notes

Ab
b
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e
v
i
a
t
i
o
n
s
:

GW

=

G
a
s

W
e
l
l

LE
L

=

L
o
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x
p
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L
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t
Li
m
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t
s
:

CH
4 L
E
L

=

5
%

V
o
l
u
m
e

H 2 S
L
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L

=
4
%

V
o
l

H
2 S
I
D
L
H

=

1
0
0

p
p
m

APPENDIX D

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

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

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

APPENDIX E

Certification of Professional Geologist or Engineer

LANDFILL GAS MONITORING PLAN
John’s River Waste Management Facility Burke County, NC Permit No. 12-03 Certification of Professional Geologist or Engineer
The landfill gas monitoring plan for this facility has been prepared by a qualified geologist or engineer who is licensed to practice in the State of North Carolina. The plan has been prepared based on first-hand knowledge of site conditions and familiarity with North Carolina solid waste rules and industry standard protocol. This certification is made in accordance with North
Carolina Solid Waste Regulations, indicating this Landfill Gas Monitoring Plan should provide
early detection of landfill gas migration, so as to be protective of public health and the environment. No other warranties, expressed or implied, are made.

Signed: Printed: G. Van Ness Burbach, Ph.D., P.G.
Date: February 24, 2017