0403_AnsonLF_SiteStudy_20220715

SITE STUDY APPLICATION
ANSON COUNTY LANDFILL PHASE 5
ANSON COUNTY, NORTH CAROLINA
Prepared For:
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.,
A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC.
Prepared By:
CIVIL & ENVIRONMENTAL CONSULTANTS, INC.
CHARLOTTE, NC
SEAL
_ 039114
February 7, 2022
Nathan Bivins, P.E.
Project Manager
CEC Project 165-276
NOVEMBER 2020
REVISED SEPTEMBER 2021
REVISED DECEMBER 2021
North Carolina Board of Examiners
for Engineers and Surveyors
License No. C-3035
REVISED FEBRUARY 2022
0, eovl��
Todd Whittle
Principal
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Civil & Environmental Consultants, Inc.
+ 3i01 Arco Corporate Drive.5vire 4013 1 Charlotte, NC 25773 1 p- 4&4-337-0323 f 994-337-0372 1 www_cecinc.com

TABLE OF CONTENTS
Page
1.0 INTRODUCTION.............................................................................................................. I
1.1 Project Description.................................................................................................. 1
1.2 Compliance with State and County Solid Waste Management Plans .................... 1
1.3 Purpose and Scope.................................................................................................. 2
2.0 REGIONAL CHARACTERIZATION STUDY 15a NCAC 13B .1618C(1) ................3
2.1 Topography and Features(.1618(c)(1)(A))............................................................. 3
2.2 Proposed Landfill Facility Location (.1618(c)(1)(B))............................................ 4
2.3 Public Water Supply Wells, Surface Water Intakes, and Service Areas
(.1618(c)(1)(C))...................................................................................................... 4
2.4 Residential Subdivisions(.1618(c)(1)(D)).............................................................. 5
2.5 Waste Transportation Routes (.1618(c)(1)(E))....................................................... 5
2.6 Public Use Airports and Runways (.1618(c)(1)(F))............................................... 6
3.0 LOCAL CHARACTERIZATION STUDY 15a NCAC 13B.1618C(2)........................7
3.1
Disposal Site (.1618(c)(2)(A))................................................................................ 7
3.2
Existing Land Use and Zoning (.1618(c)(2)(B)).................................................... 7
3.3
Location of Private Residences and Schools (.1618(c)(2)(C)) ............................... 7
3.4
Location of Commercial and Industrial Buildings (.1618(c)(2)(D)) ...................... 8
3.5
Location of Potable Wells(.1618(c)(2)(E))............................................................ 8
3.6
Historic Site(.1618(c)(2)(F)).................................................................................. 8
3.7
Existing Topography Features(.1618(c)(2)(G))..................................................... 8
3.8
Site Hydrogeologic Report (.1618(c)(3))................................................................ 9
4.0 LOCATION RESTRICTIONS(.1618(c)(4)).................................................................10
4.1 Compliance with Rule .1622 (2)(a) - F1oodPlains................................................ 10
4.2 Compliance with Rule .1622 (3)(a)(iii) - Wetlands .............................................. 10
4.3 Compliance with Rule .1622 (4)(a) - Fault Areas ................................................ 11
4.4 Compliance with Rule .1622 (5)(a) - Seismic Impact Zones ............................... 11
4.5 Compliance with Rule .1622 (6)(a) - Unstable Areas .......................................... 11
4.6 Compliance with Rule .1622 (8) - state nature and historic preserve .................. 12
4.7 Compliance with Rule .1622 (9) - water supply watersheds ................................ 12
4.8 Compliance with Rule .1622 (10) - Endangered and THREATENED
Species.................................................................................................................. 13
5.0 GOVERNMENT APPROVALS.....................................................................................14
6.0 PROPOSED FACILITY PLAN.....................................................................................15
6' 1 Purpose and Scope................................................................................................ 15
6.1.1 Introduction and Facility Information........................................................15
6.2 Waste Stream -15A NCAC RULE .1626 (1) &(9)............................................... 15
6.2.1 Types of Wastes.........................................................................................15
6.2.2 Disposal Rates............................................................................................17
6.2.3 Service Area...............................................................................................17
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6.2.4 Waste Segregation.....................................................................................17
6.2.4.1 Types of Waste........................................................................18
6.2.4.2 Weighing and Control of Waste Volumes...............................20
6.2.4.3 Inspection.................................................................................20
6.2.4.4 Equipment and Staffing...........................................................21
6.3 Containment And Environmental Controls - 15A NCAC RULE .1619(E)
(3).......................................................................................................................... 21
6.3.1 Leachate Migration....................................................................................21
6.3.2 Landfill Gas Management..........................................................................21
6.3.3 Soil Resources............................................................................................22
7.0 TRAFFIC STUDY...........................................................................................................23
8.0 ENVIRONMENTAL IMPACT STUDY.......................................................................24
APPENDICES
Appendix A — Figures and Characterization Study Exhibits
Figure 1 — Vicinity Map
Figure 2 — USGS Topography Map
Figure 3 — Wetlands Map
Exhibit 1 — Regional Characterization Map
Exhibit 2 — Local Characterization Map
Appendix B
— Engineering Drawings
Appendix C
— Design Hydrogeologic Investigation Report
Appendix D
— Jurisdictional Delineation Report
Appendix E
— Cultural Resources Report
Appendix F
— Protected Species Assessment Report
Appendix G
— Government Approvals
Appendix H
— NCDOT Certification on Highway Traffic
Appendix I —
Environmental Impact Study
Appendix J —
Other Related Documents
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1.0 INTRODUCTION
1.1 PROJECT DESCRIPTION
Civil & Environmental Consultants, Inc. (CEC) is submitting this Site Study Application for Phase
5 of the Anson County Landfill (Landfill) on behalf of Chambers Development of North Carolina,
Inc., a wholly owned subsidiary of Waste Connections, Inc. (WCN) to the North Carolina
Department of Environment Quality (NCDEQ).
1.2 COMPLIANCE WITH STATE AND COUNTY SOLID WASTE MANAGEMENT
PLANS
This report demonstrates compliance with the rules and regulations 15A NCAC 13B .1618 Site
Study for MSWLF Facilities set forth by the NCDEQ. The findings and conclusions of this report
are supported by technical studies which are included as Appendices in this report.
'
Report
15A NCAC 13B. 1618 (a)- Purpose
Section 1.3
15A NCAC 13B .1618 (b)- Scope
Section 1.3
15A NCAC 13B. 1618 (c)(1)- Regional
Section 2.0
Characterization Study
Exhibit I
15A NCAC 13B. 1618 (c)(2)- Local
Section 3.0
Characterization Study
Exhibit 2
15A NCAC 13B. 1618 (c)(3)- Site Hydrogeologic
Appendix C
Report
15A NCAC 13B .1618 (c)(4)- Location Restrictions
Section 4.0
15A NCAC 13B. 1618 (c)(5)- Local government
Section 5.0
approvals
15A NCAC 13B. 1618 (c)(6)- Proposed Facility
Section 6.0
Plan
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1.3 PURPOSE AND SCOPE
This site study is to demonstrate that the portion of land, within the landfill property, chosen for
Phase 5 is suitable. The proposed expansion will be built adjacent to (the west of) the existing
landfill. The said portion of land is currently mostly wooded and an existing stream originates
from this area as shown on Figure 1 (Vicinity Map).
Using field survey, desktop review, and previously approved site study for this property, this
report will show that the proposed expansion area will not impact public health and welfare and
the environment. The author of this report is a qualified environmental professional and has
sealed and signed this report.
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2.0 REGIONAL CHARACTERIZATION STUDY 15A NCAC 13B .1618C(1)
The regional characterization study area includes the landfill facility and a two mile perimeter
measured from the proposed boundary of the landfill facility. A regional map is presented as
Exhibit 1 in Appendix A.
2.1 TOPOGRAPHY AND FEATURES (.1618(C)(1)(A))
The general vicinity and topography of Anson County Landfill (Landfill) is shown on Figure 2
(USGS Topography Map). The figure shows that the existing landfill is situated on a ridge that
is bounded on the west by Brown Creek and on the east by Pinch Gut Creek. The CSX Railroad
bounds the property to the immediate south and US Highway 74 further south.
Features within two (2) miles of the property are shown on Exhibit 1 in Appendix A. Within this
buffer, the surrounding area is rural and primarily wooded. The Town of Polkton is located
within this buffer to the west. A portion of the Town of Wadesboro is also located within this
buffer to the east. Residential, commercial, and industrial properties are scattered throughout the
remaining 2-mile buffer area.
The topographic features of the site and the immediate adjacent areas as shown in Figure 2 depict
series of rolling hills that reach the heights of almost 350 feet above sea level. The lowest
elevation is 250 feet above sea level before water drains to Brown Creek and Pinch Gut Creek.
For a complete discussion of site topography and surface drainage, the reader is referred to the
Design Hydrogeologic Investigation Report, prepared by Civil & Environmental Consultants,
Inc. (dated March 2018). A copy of this report (excluding appendices) is presented in Appendix
C.
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2.2 PROPOSED LANDFILL FACILITY LOCATION (.1618(C)(1)(B))
The Landfill is situated in the south-central portion of Anson County, North Carolina, north of
US Highway 74. Entrance is at the southern end of the landfill on Dozer Drive, which is
accessible from US Highway 74. The Landfill is currently comprised of four phases with a
combined area of approximately 133 acres. The proposed expansion, Phase 5, will add
approximately 66.90 acres over an area that is presently hilly and wooded southwest of the
existing phases.
The existing Landfill has been developed incrementally in phases. Within each phase, smaller
cells were developed where the timing of construction were dictated by the owner and waste
capacity. Phases 1 and 2 were permitted to construct in 2000 and 2008, respectively. Both are
currently operational. Phases 3 and 4 were permitted to construct in 2018. Cell 2 of Phase 3,
adjacent to Phase 4 (see Engineering Drawing C100 in Appendix B), is most recently
constructed and is actively accepting waste. This site study is part of the permit to construct the
proposed Phase 5 portion of the Landfill. Phasing and timing of Phase 5 construction will be
established as has previously been upheld.
Engineering drawings, provided in Appendix B, show the proposed design and progression of
the landfill including the expansion area. The drawings depict floor grades, leachate
conveyance, waste and final cover grades, erosion and sedimentation control measures, and
stormwater management system. The projected life of Phase 5 is approximately 11.61 years
based on the anticipated average incoming waste rate of 3,000 tons per day.
2.3 PUBLIC WATER SUPPLY WELLS, SURFACE WATER INTAKES, AND
SERVICE AREAS (.1618(C)(1)(C))
Based on the Preliminary Siting Criteria map prepared by GZA Environmental in 1992 for the
initial permitting and the GIS data from Anson County website*, public water supply wells,
waterlines and fire hydrants are shown within two (2) miles of the property. They are
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represented as blue dots, black dashed lines, and red open circles, respectively, on Exhibit 1 in
Appendix A. *(http://www.co.anson.nc.us/252/GIS-Data-Downloads)
The nearest water supply wells are located within the Landfill property. Other water supply
wells near the landfill are located outside of the landfill property lines, a minimum 1200 feet
distance.
2A RESIDENTIAL SUBDIVISIONS (.1618(C)(1)(D))
Residential subdivisions are identified within 2 miles of the property but are scattered within the
two mile buffer. Tighter clusters of residences are located within the Town of Polkton and
Wadesboro closer to the outermost limit of the 2-mile buffer.
2.5 WASTE TRANSPORTATION ROUTES (.1618(C)(1)(E))
Waste materials are transported to the site using trucks and other suitable waste transport
vehicles. Access to the site is directly from US Highway 74. The site access road is
approximately 2,500 feet in length from the intersection of US Highway 74 to the scale area.
This provides staging distance for waste transport vehicles arriving simultaneously. Waste loads
contained in open top containers are inspected prior to reaching the scale area. If hazardous or
other unacceptable waste is detected or observed, the load will be rejected and directed to leave
the site without being allowed to deposit the waste material.
Waste vehicles transporting acceptable waste will be weighed and allowed to pass the scales.
The recycling building, tire processing area, yard waste composting area, and sanitary landfill are
accessible from the main road, beyond the scale area. Vehicles will be directed to the
appropriate waste processing area by site personnel and informational signs.
After waste transport vehicles deposit their loads, they will exit the site using the main access road. All
vehicles must pass by the scale area and be logged out. If necessary, vehicles can pass through a tire -
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wash area to remove mud or dirt prior to reaching US Highway 74. Any mud that reaches the public road
will be promptly removed.
2.6 PUBLIC USE AIRPORTS AND RUNWAYS (.1618(C)(1)(F))
The nearest airport to the Anson County Landfill Solid Waste Management Facility is the Anson
County Airport which is located approximately 4 miles northeast of the site. The proposed
expansion will not affect public use of airport and runway as it is beyond the 10,000 foot setback
requirements for turbine powered aircraft and 5,000 foot setback for the piston powered type
aircraft.
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3.0 LOCAL CHARACTERIZATION STUDY 15A NCAC 13B .1618C(2)
Local characterization study includes the landfill facility and a 2,000 feet perimeter from
property boundary of the landfill facility. Exhibit 2 in Appendix A presents the 2,000-ft
perimeter and an aerial photo as background.
3.1 DISPOSAL SITE (.1618(C)(2)(A))
The limit of waste within the property is shown on Exhibit 2 (Local Characterization Map). It
shows the 2,000 foot perimeter as measured from the property boundary as well as the aerial
photo which was taken from NCONE Map aerial imagery data, dated 2019. There are no on -site
easements identified at the time of study.
3.2 EXISTING LAND USE AND ZONING (.1618(C)(2)(B))
Land use and zoning of the site and surrounding area of the Landfill have not been zoned in local
zoning classification systems (Anson County GIS). The original permit included a letter from
the Anson County Board of Commissioners stating this fact and is included in this report in
Appendix J. However, since the original permit was approved in 2000, the site has been
developed as a sanitary landfill. A portion of the site and areas located along US Highway 74
are zoned for light industry, commercial and residential purposes (Anson County GIS). Zoning
areas, residences, commercial buildings, utilities, roads, wells, and water courses are shown on
Exhibits 1 and 2.
3.3 LOCATION OF PRIVATE RESIDENCES AND SCHOOLS (.1618(C)(2)(C))
Private residences are located within 2,000 feet of the perimeter offset. They are represented as
green dots on Exhibits 1 and 2.
Local schools are not located within the 2,000 feet perimeter offset. They are represented as red
diamonds on Exhibit 1.
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The expansion is designed to be, at minimum, 500 feet away from all residences and occupied
buildings as required by Rule .1624 (b)(3)(B).
3A LOCATION OF COMMERCIAL AND INDUSTRIAL BUILDINGS
(.1618(C)(2)(D))
There are no commercial or industrial buildings located within the 2,000 feet perimeter offset.
Commercial buildings are shown, as pink dots, outside of this buffer on Exhibit 1.
The expansion is designed to be, at minimum, 500 feet away from all residences and occupied
buildings as required by Rule .1624 (b)(3)(B) which applies for this condition as well.
3.5 LOCATION OF POTABLE WELLS (.1618(C)(2)(E))
Locations of potable wells are shown on Exhibits 1 and 2 (blue dots). Historical locations were
taken from a preliminary siting criteria map prepared by Riley, Park, Hayden & Associates, Inc.
for Chambers Development of North Carolina, Inc. in January 1992. The map is presented in
this report as a reference in Appendix J.
16 HISTORIC SITE (.1618(C)(2)(F))
A Cultural Resources report is presented in Appendix E. It describes the history of
investigations at the site and provides an updated assessment of the sites in the proposed project
area.
3.7 EXISTING TOPOGRAPHY FEATURES (.1618(C)(2)(G))
Existing topography of the Landfill is partially developed into the now operational Phases 1, 2,
and 3. Surface water runoff from these developed areas are collected by temporary diversion
ditches and perimeter channels that flow to existing basins before draining to surface water
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tributaries to Pinch Gut Creek. The portion of land where the proposed expansion development
is currently wooded and drains to tributaries to Brown Creek.
The 100-year floodplain is shown on Exhibit 1 and wetland areas as depicted in National
Wetlands Inventory is shown on Figure 3.
On August 2, 2016, Carolina Wetland Service (CWS) performed a site visit to delineate
jurisdictional waters of the US. Wetlands and streams were identified in the project area. Of the
jurisdictional streams, Stream A will be impacted by this project, consisting of approximately
1,466 linear feet and 0.08 acres of stream impact. This Stream A is shown on figures in the
Jurisdictional Delineation Report in Appendix D. Streams B and C, and the wetlands identified
in the CWS report will not be impacted by this project. Based on this proposed impact on
Stream A, the Owner is currently preparing permitting documents for an Individual Permit with
the United States Army Corps of Engineers (USACE), in accordance with Section 404 of the
Clean Water Act. This Permit Application is submitted contingent on the Owner obtaining an
Individual Permit for the stream impact area.
3.8 SITE HYDROGEOLOGIC REPORT (.1618(C)(3))
The site Hydrogeologic Report is presented in Appendix C and fulfills the requirements set forth
in Rule .1623 (a).
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4.0 LOCATION RESTRICTIONS (.1618(C)(4))
4.1 COMPLIANCE WITH RULE .1622 (2)(A) - FLOODPLAINS
The proposed expansion is not located in the 100-year floodplain. The limit of waste versus the
100-year floodplain limit are shown on Exhibit 1 in Appendix A. Grading in the proposed
expansion maintains positive drainage to stormwater treatment BMPs and then to existing
tributaries. All waste materials will be contained within the Landfill by means of cell berms and
proper waste compaction.
4.2 COMPLIANCE WITH RULE .1622 (3)(A)(III) - WETLANDS
Carolina Wetland Services, Inc (CWS) provided a Jurisdictional Delineation Report on August
10, 2016. This report included the results of the on -site field investigations for jurisdictional
waters located within the Anson County Landfill project limits. From this investigation CWS
determined there were six jurisdictional waters of the U.S. located within the project limit. The
determined waters of the U.S. located consist of three jurisdictional stream channels, two
jurisdictional wetland areas, and one jurisdictional pond. The on -Site jurisdictional waters drain
to Brown Creek and Pinch Gut Creek. Brown Creek and Pinch Gut Creek are part of the Yadkin
Pee Dee River Basin (HUC 03040104) and are classified as "Class C Waters" by the NCDEQ.
Class C waters are defined as: "Waters protected for uses such as secondary recreation, fishing,
wildlife, fish consumption, aquatic life including propagation, survival and maintenance of
biological integrity, and agriculture. Please see Jurisdictional wetlands study presented in
Appendix D for full study.
The Anson County Landfill permitted the placement of fill material in 1,177 linear feet of
jurisdictional stream and 0.125 acre of jurisdictional wetlands to provide solid waste disposal
services to Anson County customers. Approval from the U.S. Army Corp was received in a letter
dated May 13, 2020 giving Waste Connections permission to place fill material in the above
mentioned proposed impacted areas. The Landfill also received 401 Water Quality Certification
approval from NCDEQ April 28, 2020 for the same impacts as listed above. Please see
Jurisdictional wetlands study presented in Appendix D for full study. Please see U.S. Army Corp
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Approval and 401 Water Quality Certification approval letters presented in Appendix D for full
approval conditions.
4.3 COMPLIANCE WITH RULE .1622 (4)(A) — FAULT AREAS
Per Regulation Rule .1622(4)(a): "MSWLF units shall not be located within 200 feet (60 meters)
of a fault that has had displacement in Holocene time unless the owner or operator demonstrates
to the Division that an alternative setback distance of less than 200 feet (60 meters) will prevent
damage to the structural integrity of the MSWLF unit and will be protective of human health and
the environment." That region in which the Anson County Landfill is located is not known to be
seismically active. A review of the Preliminary Map of Young Faults in the United States As a
Guide to Possible Fault Activity (Howard, et al, 1978) suggests the age of the youngest known
displacement on the only regional fault noted occurred more than 15 million years ago. In
addition, this fault is located a significant distance from the Anson County Landfill.
4.4 COMPLIANCE WITH RULE .1622 (5)(A) — SEISMIC IMPACT ZONES
The Anson County Landfill is located in a seismic impact zone as defined in Subpart B of the
EPA's MSW Landfill Criteria Technical Manual: "...an area with a ten percent or greater
probability that the maximum horizontal acceleration in lithified earth material, expressed as a
percentage of earth's gravitational pull (g), will exceed 0.10g in 250 years." The structural
components including liners, leachate collection and removal systems, surface water control
systems will be designed to resist the maximum horizontal acceleration. The seismic design for
landfill components will be presented in the Permit to Construct Application.
4.5 COMPLIANCE WITH RULE .1622 (6)(A) — UNSTABLE AREAS
Geotechnical investigations at the Anson County Landfill have demonstrated that site soils are
stable. In addition, cell design drawings typically specific that soils are stripped to, or close to,
the underlying bedrock, after which structural fill is placed to construct the base grades of new
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cells. As such, landfill foundations are sound. Further, the area in which the Anson County
Landfill is located is not susceptible to mass movement, and is not underlain by karst terrain.
4.6 COMPLIANCE WITH RULE .1622 (8) — STATE NATURE AND HISTORIC
PRESERVE
Brockingham and Associates, Inc. completed a background literature review of the Anson
County Regional Landfill tract located in Anson County, in October 2020. Brockingham and
Associates, Inc requested background documents and site records from the Research Center
Collections Manager at the Office of State Archaeology (OAR) in Raleigh, NC to identify all
previously documented cultural resources and to assess the potential for any historic properties to
be impacted by the current expansion and future land use of the landfill. All work was in
compliance with Section 106 of the National Historic Preservation Act as administered through
regulatory programs of the NC State Historic Preservation Office (SHPO) and USACE.
From this review, Brockingham and Associates, Inc found that the Anson County Landfill will
not have an adverse impact on any lands included in the State Nature and Historic Preserve.
Please see Cultural Resources Literature Review report in Appendix Appendix J for full review.
4.7 COMPLIANCE WITH RULE .1622 (9) — WATER SUPPLY WATERSHEDS
The Anson County Landfill will not be located within in the critical area of a water supply
watershed or in the watershed for a stream segment classified as WS-I, in accordance with the
rules codified at 15A NCAC 2B .0200 - "Classifications and Water Quality Standards Applicable
To Surface Waters Of North Carolina." Brown Creek and Pinch Gut Creek are part of the Yadkin
Pee Dee River Basin (HUC 03040104) and are classified as "Class C Waters" by the NCDEQ.
Class C waters are defined as: "Waters protected for uses such as secondary recreation, fishing,
wildlife, fish consumption, aquatic life including propagation, survival and maintenance of
biological integrity, and agriculture. The Anson County Landfill with obtain a National Pollution
Discharge Elimination System (NPDES) Permit from the Division of Environmental
Management pursuant to Section 402 of the United States Clean Water Act prior to discharging
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II or WS-III, in accordance with the rules codified at 15A NCAC 2B .0200 - "Classifications and
Water Quality Standards Applicable To Surface Waters Of North Carolina."
4.8 COMPLIANCE WITH RULE .1622 (10) — ENDANGERED AND THREATENED
SPECIES
A Protected Species Assessment was conducted by Carolina Wetland Services (CWS) in August
2016. CWS used North Carolina Natural Heritage Program (NCNHP) to determine if any record
occurrences of federally -listed, candidate endangered, threatened species, or critical habitat are
located within the project area. Based on this review, there are no current records of federally -
protected species within the project limits or within a mile of the project site. CWS also
conducted an on -site assessment for federally -protected endangered, threatened, and candidate
species, it was determined that there was no suitable habitat for Schweinitz's sunflower, red -
cockaded woodpecker, and shortnose sturgeon within the project limits. According to the
literature search and on -site assessment performed by CWS the Anson Landfill does not
jeopardize the continued existence of endangered or threatened species or result in the
destruction or adverse modification of a critical habitat, protected under the Federal Endangered
Species Act of 1973. See Protected Species Assessment Report presented in Appendix F for full
study.
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5.0 GOVERNMENT APPROVALS
Per the requirement of 15 NCAC 13B .1618 (5), a Franchise Agreement is presented in
Appendix G which shows the agreement between Chambers Development of North Carolina
with Anson County and provides information regarding public hearings held prior to obtaining
said agreement.
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6.0 PROPOSED FACILITY PLAN
6.1 PURPOSE AND SCOPE
6.1.1 Introduction and Facility Information
Anson County Landfill (Landfill) is located in Anson County between Polkton and Wadesboro
on US Highway 74. The site is bordered to the northwest by Brown Creek, the east by Pinch Gut
Creek, and the south by the CSX railroad. The facility location is presented on Figure 1 Vicinity
Map. The Landfill currently operates under Solid Waste Facility Permit Number 0403.
6.2 WASTE STREAM -15A NCAC RULE. 1626 (1) & (9)
6.2.1 Types of Wastes
The Landfill will not accept types of waste prohibited by 15A NCAC 13B, which include:
• Hazardous wastes as defined within 15A NCAC 13A to include hazardous wastes from
conditionally exempt small quantity generators;
• Polychlorinated biphenyls (PCBs) wastes as defined in 40 CFR 761;
• Liquid wastes except as provided by 15A NCAC 13B .1626(9);
• Untreated regulated medical wastes; and
• Petroleum contaminated soils.
The following waste types will not be accepted for landfilling, but may be accepted at a drop-off
for alternative processing:
• White goods;
• Used oil;
• Lead -acid batteries;
• Petroleum contaminated waste;
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• Whole scrap tires;
• ABC Container Recycling;
• Electronics;
• Fluorescent Lights;
• Mercury Containing Thermostats;
• Oil Filters;
• Plastic Bottles;
• Wood Pallets; and
• Yard waste.
The Landfill will accept all types of municipal solid waste (MSW) and special wastes, to include:
• Spoiled foods, animal carcasses, abattoir waste, hatchery and other animal wastes;
• Asbestos waste;
• Treated medical wastes which are not hazardous, liquid, infectious or radioactive;
• Wastewater treatment sludges;
• Construction/ demolition wastes;
• Ash (non -medical); Coal ash may be accepted for disposal after approval of Anson
County and the Solid Waste Section;
• Industrial process waste;
• Off -specification, outdated commercial products;
• Barrels and drums which are empty and have been perforated sufficiently to ensure that
no liquid or hazardous waste is contained therein, except for fiber drums containing
asbestos;
• Laboratory waste (non -hazardous); and
• Other non-MSW wastes not excluded above.
Acceptance of special wastes will be subject to provisions of 15A NCAC 13B, the special waste
acceptance procedures defined in the Operations Plan included in this application.
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The landfill operator shall be responsible for screening wastes to ensure that hazardous or
unacceptable wastes are not disposed in the landfill. Screening of special wastes shall be
performed in accordance with the Operations Plan.
Landfill management reserves the right to establish acceptance criteria and procedures for certain
non -municipal solid wastes. These may be more restrictive than required by law based on
quantities and characteristics of the waste stream, current operating status of the Landfill, and
characteristics of waste streams previously received. Acceptability will be based on judgment of
the landfill operator's technical personnel with respect to regulatory requirements, physical and
chemical qualities and other technical considerations.
6.2.2 Disposal Rates
A March, 2018 Franchise Agreement limited waste acceptance of 6,000 tons per day. The
facility will accept only those items listed in 15A NCAC RULE .1626 (1) & (9) that have not
come in contact with hazardous constituents, petroleum products, or lead based paints or waste
determined as acceptable by the Department based on the submittal of a waste characterization
report and will screen the incoming waste in accordance with 1 SA NCAC RULE .1626 (1) & (9).
6.2.3 Service Area
In accordance with the agreement between Anson County and WCN, the Landfill will serve
Anson County and other parts of North Carolina and South Carolina.
6.2.4 Waste Segregation
Incoming waste will be observed to verify it is acceptable in content and origin. Accurate and
current records will be maintained for all accepted waste and all Landfill operations. Waste
handling procedures and normal operating procedures will be implemented to prevent disposal of
unauthorized waste.
Civil & Environmental Consultants, Inc. -17- Anson Landfill Phase 5 Site Study
November 2020

6.2.4.1 Types of Waste
The Landfill will only accept solid waste as described in 1 SA NCAC 13B and will not accept
wastes as described in Section 2.2.1. The Landfill may accept special wastes and handling
procedures will be implemented by waste type. The special wastes that may be accepted include:
o Bulky Waste- Bulky waste such as furniture, appliances, and other over -sized
items will be handled such that compaction is maximized and management at the
working face is prompt. Bulky wastes will typically be crushed on the ground
prior to disposal. If crushing or other size reduction is not possible, bulky wastes
will be placed at the base of the working face and run over with the landfill
compactor to reduce their size. The bulky waste will then be placed at the toe of
the working face and covered with other waste.
o Low -Density Wastes- Waste types such as agricultural wastes, loose plastic film,
foam rubber, plastic scraps, and plastic shavings require special handling. These
materials present problems because they rebound after being compacted by the
equipment. In order to achieve maximum densities, light -weight materials should
be spread into layers between one (1) and two (2) feet deep before being covered
with regular waste and compacted as usual into the base of the cell.
o Powdery Waste- The Landfill may accept powdery waste such as ash, sawdust or
exhaust trappings. Since these wastes are dry and powdery, they require special
management to minimize dusting and blowing. The principal means of
controlling these wastes will be wetting or quickly covering with other waste.
If conditions warrant, landfill workers managing these wastes will wear protective
clothing and respirators as determined by the site safety officer.
o Sludges -The Landfill will accept neither municipal sewer sludge nor sludges
containing free liquids, as determined by the Paint Filter Liquids test.
The Landfill will accept all other sludges subject to the requirement of the
Operations Plan's Special Waste Quality Assurance Plan. Sludges that are
determined to be acceptable will be mixed/ bulked with municipal solid waste or
other solid waste at the working face. Sludges will be stabilized, digested, or heat
treated prior to disposal.
Civil & Environmental Consultants, Inc. -18- Anson Landfill Phase 5 Site Study
November 2020

The amount of sludge managed on a daily basis will be dictated by operating
conditions. A maximum ratio of one (1) ton of sludge to five (5) tons of solid
waste for daily intake of sludges will be employed.
o Free Liquids- The Landfill will not accept solid wastes that contain free liquids
as determined by the Paint Filter Liquids Test. However, liquid waste may be
treated by solidification, or thickening, to make the waste suitable for landfill
disposal.
Solidification of liquid waste will be conducted in leak -resistant containers or
steel tanks partially buried within an active landfill cell. Incoming liquid waste
will be deposited directly into the containers with a solidification agent.
Solidification may be accomplished using soil, mulch, wood chips, etc.
The liquid waste will be mixed with the solidifying agent in the tanks using a
backhoe or other appropriate equipment until free liquid is no longer observed.
The solidified waste will then be removed from the tanks and disposed at the
working face. The number and location of mixing tanks will be dictated by the
Landfill operations. The requirements of this section do not apply to leachate
recirculation or landfill gas condensate management.
o Putrescible Waste- Animal carcasses, in small volumes, may be managed at the
Landfill. If a large volume is delivered to the Landfill, they will be accepted in a
designated area away from the working face and promptly covered.
o Asbestos Containing Material- The Landfill will contain areas designated for
the management of asbestos waste. The management of asbestos waste will
follow the procedures described in Appendix D and Appendix E of the Operations
Plan.
o Tires- The Landfill will not accept whole tires for disposal. Tires pulled from
waste loads delivered to the landfill will be temporarily stockpiled in piles not
exceeding five (5) feet high, or in trailers. Proper management of collected tires
will be arranged as needed.
Civil & Environmental Consultants, Inc. -19- Anson Landfill Phase 5 Site Study
November 2020

6.2.4.2 Weighing and Control of Waste Volumes
All landfill users entering the disposal area must stop on the scales at the entrance gate for
security check -in. The load weight, customer, and charges will be recorded for all trucks
delivering waste to the disposal area. The Landfill will promptly repair any malfunctioning
scales. Vehicles will be directed to the appropriate disposal area by signs. However, verbal or
other instructions may be given if necessary. All open topped waste loads will be inspected for
hazardous or otherwise unacceptable wastes by the gatekeeper from the observation platform
above the gate house. All other waste loads will be inspected at the active face by the equipment
operators
6.2.4.3 Inspection
A plan will be implemented by the Site Manager to prevent the onsite disposal of unauthorized
hazardous wastes. The plan will contain an inspection program to be staffed by personnel who
have been trained to recognize unauthorized hazardous wastes. At a minimum, the following
shall be included in the inspection program:
• Periodic vehicle inspection of loads at the gate and at the landfill face that document all
suspicious materials, the hauler, and if possible, the generator;
• Random monitoring of organic vapors from open top loads using suitable instruments;
• Thorough inspection of suspicious loads;
• Training of personnel to recognize regulated hazardous wastes; and
• Establishment of specific procedures for notification of proper authorities if a regulated
hazardous waste is discovered.
Civil & Environmental Consultants, Inc. -20- Anson Landfill Phase 5 Site Study
November 2020

6.2.4.4 Equipment and Staffing
The Landfill will provide the appropriate level of equipment and staff to address the needs of a
landfill that accepts a maximum of 6,000 tons per day. If waste acceptance changes, the
equipment and staff levels will change accordingly. All employees associated with the waste
management operations will be properly trained for their respective duties.
Additional geotechnical testing and analysis throughout construction and operations will confirm
the quantities and types of materials required as construction commences and operations
continue.
6.3 CONTAINMENT AND ENVIRONMENTAL CONTROLS - 15A NCAC RULE
.1619(E) (3)
6.3.1 Leachate Migration
Leachate migration will be controlled by a base liner system, leachate collection system (LCS),
and final cover system. Daily and intermediate cover may be removed to the extent possible
prior to placing additional refuse vertically during operation of the landfill to promote
percolation downward to the LCS. Downward migration of leachate into natural ground will be
prevented by the base liner system and LCS. The base liner system complies with the
requirements of I5A NCAC Rule .1624(b) (1) (A), comprising of a composite liner system and an
LCS.
6.3.2 Landfill Gas Management
A LFG management system minimizes gas pressure exerted on the closure cap system,
eliminates uncontrolled emissions, reduces the potential for odor conditions to develop, and
reduces the potential for subsurface migration of landfill gas. The Landfill's LFG management
is based on a Landfill Gas Master Plan prepared by SCS Engineers dated November 20, 2007
and revised by Civil & Environmental Consultants, Inc. for this Permit Application. The Landfill
Civil & Environmental Consultants, Inc. -21- Anson Landfill Phase 5 Site Study
November 2020

Gas Master Plan has been updated for the entire Landfill facility, Phases 1 through 5. LFG
management will use an active gas extraction and collection system with auxiliary gas
management features. The LFG will be collected using vertical extraction wells installed in the
waste which will be connected to collection piping under a constant vacuum generated by a
dedicated blower system. Collected LFG will be combusted in the onsite landfill gas flare(s),
which will consume the hydrocarbons present in the LFG, reducing hydrocarbon emissions and
global warming potential. Vertical extraction well installation will begin once the closure cap is
constructed. However, wells may be installed prior to final grades, if the operator determines
they will provide effective gas collection capability. Gas migration monitoring is required at the
perimeter of the Landfill property line and must be performed in accordance with the
requirements of 15A NCAC 13B .1626.
6.3.3 Soil Resources
Cut and fill soil volumes were calculated for construction, operations, and closure for Phase 5.
The cut and fill soil volumes include construction of base grades, compacted soil liner, protective
cover, daily and intermediate cover, perimeter roads, and closure final cover. Approximately
5,415,641 cubic yards of soil fill material will be needed to complete the construction,
operations, and closure of the Landfill. An existing onsite soil borrow area and other areas that
could be used as borrow areas are available for production of the required soils. Chambers
Development of North Carolina, Inc. has recently purchased an adjoining parcel of
approximately 300 acres that could be utilized for soil resources in the future. Alternatively,
alternate daily cover approved by DEQ may be used to reduce the amount of daily intermediate
cover required.
Civil & Environmental Consultants, Inc. -22- Anson Landfill Phase 5 Site Study
November 2020

7.0 TRAFFIC STUDY
The Anson County Landfill is not proposing or anticipating any increase in daily tonnage coming
to the site, therefore no traffic increase is anticipated. This site study is for an expansion to
increase the total capacity for the landfill and daily volumes will not change. CEC coordinated
with NCDOT with the above information and per the attached electronic correspondence letter
from the Division Engineer of the North Carolina Department of Transportation located in
Appendix H, NCDOT will not be requiring a new driveway permit or any roadway
improvements from the expansion. With this documentation the landfill meets the requirements
in accordance to NCGS 130A-295.5 (a) and (b).
Civil & Environmental Consultants, Inc. -23- Anson Landfill Phase 5 Site Study
November 2020

8.0 ENVIRONMENTAL IMPACT STUDY
An Environmental Impact Study is presented in Appendix I of this application.
Civil & Environmental Consultants, Inc.
-24-
Anson Landfill Phase 5 Site Study
November 2020

APPENDIX A
FIGURES AND CHARACTERIZATION STUDY EXHIBITS

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REFERENCE
1. DATA FOR PARCELS, CITY LIMITS, FIRE HYDRANT LOCATIONS,
COUNTY ZONING LINES, COUNTY WATER LINES, COUNTY
WASTEWATER LINES, AND RAILROADS WERE TAKEN FROM ANSON
COUNTY PUBLIC RECORDS (GIS DATA DOWNLOADS), ACCESSED
OCTOBER 5, 2020.
2. STREAM LINES AND 100-YEAR FEMA FLOODPLAIN TAKEN FROM
FEMA NATIONAL FLOOD HAZARD LAYER VIEWER, ACCESSED
OCTOBER 5, 2020.
3. WATER WELLS WERE TAKEN FROM PRELIMINARY SITING CRITERIA
PREPARED FOR CHAMBERS DEVELOPMENT OF NORTH CAROLINA,
INC. BY RILEY, PARK, HAYDEN & ASSOCIATES, INC. OF ATLANTA
GEORGIA IN JANUARY 1992, AERIAL PHOTOGRAPHY WAS FLOWN
OCTOBER 1991.
4. SCHOOL LOCATIONS WERE VERIFIED VISUALLY USING GOOGLE
MAPS.
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1. DATA FOR PARCELS, CITY LIMITS, FIRE HYDRANT LOCATIONS, COUNTY a. 04 —
ZONING LINES, COUNTY WATER LINES, COUNTY WASTEWATER LINES, 0 Z U.
AND RAILROADS WERE TAKEN FROM ANSON COUNTY PUBLIC W
RECORDS (GIS DATA DOWNLOADS), ACCESSED OCTOBER 5, 2020. j2. STREAM LINES AND 100-YEAR FEMA FLOODPLAIN TAKEN FROM FEMA o z
NATIONAL FLOOD HAZARD LAYER VIEWER, ACCESSED OCTOBER 5, > <
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PREPARED FOR CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC. (n
BY RILEY, PARK, HAYDEN & ASSOCIATES, INC. OF ATLANTA GEORGIA = Z 0 Z
:)
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Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive - Suite 400 - Charlotte, NC 28273
Ph:980.237.0373 Fax:[phone]
www.cecinc.com
DRAWN BY: PAT CHECKED BY:
DATE: OCTOBER 20201 DWG SCALE:
NTB I APPROVED BY
1 "=1000 PROJECT NO:
LEGEND
PROPERTY LINE
CURRENT PHASE BOUNDARIES
100—YEAR FEMA
EXPANSION AREA
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.
ANSON COUNTY LANDFILL - PHASE 5
PERMIT TO CONSTRUCT APPLICATION
ANSON COUNTY, NORTH CAROLINA
VICINITY MAP
NTB I FIGURE NO.:
165-276 1

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1. U.S.G.S. 7.5' TOPOGRAPHIC MAPS:
0. POLKTON QUADRANGLE, NC DATED: 2019; 0 2000 4000
b. RUSSELLVILLE QUANDRANGLE, NC DATED: 2019.
[I—A
AF CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.
ANSON COUNTY LANDFILL - PHASE 5
PERMIT TO CONSTRUCT APPLICATION
Civil & Environmental Consultants, Inc. ANSON COUNTY, NORTH CAROLINA
3701 Arco Corporate Drive - Suite 400 - Charlotte, NC 28273
Ph: 980.237.0373 - Fax: [phone] USGS SITE LOCATION MAP
www.cecinc.com
DRAWN BY: PAB I CHECKED BY: NTB APPROVED BY: NTB FIGURE NO.:
DATE: OCT 20201 DWG SCALE: 1 "=2,000 PROJECT NO: 165-276 2

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SCALE IN FEET
REFERENCE 0 2000 4000
1. WETLANDS DATA TAKEN FROM NWI WETLANDS VIEWER,
ACCESSED OCTOBER 5, 2020.
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Civil & Environmental Consultants, Inc.
3701 Arco Corporate Drive - Suite 400 - Charlotte, NC 28273
Ph:980.237.0373 Fax:[phone]
www.cecinc.com
DRAWN BY: PAB CHECKED BY:
DATE: OCTOBER 20201 DWG SCALE:
LEGEND
PROPERTY LINE
CURRENT PHASE BOUNDARIES
EXPANSION AREA
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC
ANSON COUNTY LANDFILL - PHASE 5
PERMIT TO CONSTRUCT APPLICATION
ANSON COUNTY, NORTH CAROLINA
NTB I APPROVED BY
1 "=2,000 PROJECT NO:
WETLANDS MAP
NTB I FIGURE NO.:
165-276

APPENDIX B
ENGINEERING DRAWINGS

7
5
4
PHASE 5 PERMIT APPLICATION
FOR
CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC.
ANSON COUNTY MSW LANDFILL
(PERMIT No. 0403=MSWLF=2010)
ANSON COUNTY, NORTH CAROLINA
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REFERENCE
1. U.S.G.S. 7.5' TOPOGRAPHIC MAP, POLKTON QUADRANGLE, NC DATED: 2013.
2. U.S.G.S. 7.5' TOPOGRAPHIC MAP, RUSSELVILLE QUADRANGLE, NC DATED: 2013.
VICINITY MAP
SCALE: 1'= 1,000'
DECEMBER ❑0❑❑
LIST OF DRAWINGS:
C000
COVER SHEET
C100 OVERALL SITE PLAN
C300-C301 TOP OF SUBGRADE PLAN
C302-C303 TOP OF CLAY LINER PLAN
C304-C305 TOP OF PROTECTIVE COVER PLAN
C400 LEACHATE CONVEYANCE PLAN
C401 BORROW AREA PLAN
C500 FINAL COVER PLAN
C501 STORMWATER DRAINAGE PLAN
C502-0503 LANDFILL OPERATION FILL PROGRESSION PLAN
C600-C606 CONSTRUCTION DETAILS
C700-C702 LEACHATE DETAILS
G100 GENERALIZED TOP -OF -BEDROCK CONTOUR MAP
G200 SEASONAL HIGH GROUNDWATER CONTOUR MAP
G201-G204 HYDROGEOLOGIC CROSS -SECTIONS
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
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e PHOTOGRAPHY JANUARY 15, 2018. // ( � _- _\ \ \ \ \', _
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED l ( I �_--� \ \ \ \\� - ^ \� ��� // \��� / I r �� I \ \/) ) / )) 1 I 1 I I I I I �� ��\�� \ \ / � /
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3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. / 1 I \ \--- \ `-- \ -� \ - \ \ \ \ EX/STING LEACHATE I IIII \ \\ I \\� / / I I
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NORTH CAROLINA
BOARD OF EXAMINERS
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REFERENCE
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED -�\ \\� \ / - -----/ /-- \�_�\ C603
a AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL^
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� q 3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.
h 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
3710644500J, 3710644600J, 3710645500J, 3710645600J.
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REFERENG�E \ \ \ \ \--I w
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING CONSULTANTS (IMC
JOB NO. 16030); DATE OF AERIAL PHOTOGRAPHY FEBRUARY 27, 2016.
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED
A FROM NC DOT GIS.
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
3710644500J, 3710644600J, 3710645500J, 3710645600J.
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2
LEGEND
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— —
EXISTING STREAMS
50' STREAMS BUFFER
EXISTING WETLANDS
50' WETLANDS BUFFER
EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
100-YEAR FLOODPLAIN
PHASE LIMIT/EDGE OF LINER
MAJOR CONTOUR
300
MINOR CONTOUR
PERIMETER ROAD
— -----
PERIMETER DITCH
DOWNCHUTE
CULVERT
ST
®
RIPRAP APRON
NORTH CAROLINA
BOARD OF EXAMINERS
SCALE IN FEET FOR ENGINEERS AND
SURVEYORS LICENSE
0 200 400 NO. C-3035
BEFORE YOU DIGI
CALL 1-800-632-4949
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1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED EXISTING R4/LROAD
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o AT 2-FT CONTOUR INTERVALS BY INDEPENDENT MAPPING CONSULTANTS (IMC / / _ \--\\ \� / //�/ I
_ �/ _/ / —\ I III I / \ 1 I \ -- \ \ � \ .� � III I l � / / �--�, � \ \ \ `-�_
o JOB NO. 16030); DATE OF AERIAL PHOTOGRAPHY FEBRUARY 27, 2016. \\ \ \ \ �� \ ( / \ \ 1 C \ \
i 2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED (
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3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016. - ---/ / I I �_ ��- \ I \ 1 / / / \ �� \\ 0 \ `�\ 1 / i/ /
\/ /��1 III // �— I � \\ / / 1 ��_� \ \�� `\\� � — \\ ��\ � � I / //-�- .— / � � 1\\\\`
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1.
THE FINAL COVER SYSTEM WILL BE INSTALLED IN INCREMENTS AS
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AREAS TO CLOSE THAT PROVIDE LOGICAL CAPPING SEGMENTS AND
TEMPORARY TERMINATION LOCATIONS.
U
2.
SLOPES DEPICTED NUMERICALLY ARE PROVIDED ONLY FOR REFERENCE.
3.
REFER TO DRAWINGS C502-0503 FOR LANDFILL OPERATION PLANS.
CA00
4.
REFER TO THE LANDFILL GAS MASTER PLAN IN APPENDIX F FOR THE
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C60, � \ — — PROPERTY LINE
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A`l//"// j/ / /�, I I / I I I (` pd� \ II 1 EXISTING STREAMS
I\ I 50' STREAMS BUFFER
FRO/ (/ 1 ( / ' / I \ \ r" N 10 35 J \
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NORTH
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BASIN 10 23
2603 \ / \ - EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
DOWNCHUTE PERIMETER 22 17 270 260 �1� 100-YEAR FLOODPLAIN BUFFER
\ / / CHANNEL INTERSECTION C60 C60 280 26o ho 270� �' \\ \ \ \ \ \
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,%/ / NUMERICALLY ARE PROVIDED ONLY FOR REFERENCE.
PERIMETER DITCH 1148 29 2. SILT GAGE SHALL BE INSTALLED UPON SEDIMENT POND
C604 C604 �0 p//// � // `Jo 0 �� ) �/�•�r\�A\o � ^ �\\ \ � � CONSTRUCTION.
3. RIPRAP OUTLET PROTECTION SHALL BE PLACED AT THE OUTLET OF
OUST THE PERIMETER DITCHES IMMEDIATELY AFTER THE INSTALLATIONS OF
III //�� / I ` /�/o \✓\�\ \�• I �j,� THE DITCHES.
4. CHECK DAMS SHALL BE INSTALLED AS THE DITCHES ARE
/��/oo ,�/ ,//off 10 TACK -ON SWALE 20
CONSTRUCTED.
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C604 60� //�/� / 30° ��0 _ ��i j \ 1/^--���\ \ 15 AND ACCESS ROAD SHALL BE CONSTRUCTED WITH PHASE 4 -
I'r CELL 1 CONSTRUCTION.
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29
PERIMETER DITCH 9 28 / ° Illn l \
AND PORTIONS OF THE ACCESS ROAD SHALL BE CONSTRUCTED
IIIII 1 /�,
WITH PHASE 4 - CELL 2 CONSTRUCTION.
(PERIMETER DITCH 10 28 29 N �g0 III (\ \\ (III 1/I \ / 7. SEDIMENT BASIN 13, CULVERTS 4 & 5, PERIMETER DITCHES 9, 10,
' 1 I 1 _ )II
II C604 C604 w� h9° IIIN I � \ � /' III ( \ // � & 1 1 AND PORTIONS OF THE ACCESS ROAD SHALL BE
_ /III \ I J / CONSTRUCTED WITH PHASE 4 CELL 2.
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J T / PERIMETER DITCH 8 5 III \� 8. SEDIMENT BASIN 14, CULVERT 3, PERIMETER DITCHES 5, 6 AND
I 0 I L\� \ \ \�_/� I / PORTIONS OF ACCESS ROAD SHALL BE CONSTRUCTED WITH PHASE
////jjjj77
C604 C604 5� o r ���j��\\\ \ ry I // / j /ice 5 - CELL 3 & CELL 4 CONSTRUCTION.
9. THIS DRAWING DEPICTS THE STORMWATER DESIGN DURING FINAL
CULVERT 4 30 L O
/ � CONDITIONS.
E �//i��;'�i;��� C604 � `� �°', �° 5,�p ff I,1,1�,1 \ �� \ \�/i--- ��/ / I I� ,
\ / 10. DIVERSION CHANNELS, TACK -ON SWALES, CULVERTS, OUTLET
/ `IIIy,III� ��\ \\ /� I�—� PROTECTION, DOWNCHUTES, AND OTHER FEATURES WILL BE
J I \ PERIMETER DITCH 7 28 29 /
.� C604 C604 \ °o� 11111111�11\I I \\ \\ \\ > // // / / \ CONSTRUCTED AT THE APPROXIMATE LOCATIONS SHOWN AND. AT
/--� OTHER LOCATIONS DETERMINED BY ANSON COUNTY LANDFILL.
0 BASIN 13 23 L 50 II� III \ \ 1 �^'\ // n \ / // \
5 (IIIII I \ \ I///i 11. REFER TO DRAWINGS C600-C605 FOR CONSTRUCTION DETAILS AS
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3 REFERENCE
\ _ _
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
o AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL �, BASIN 15 23
PHOTOGRAPHY JANUARY 15, 2018. �' ������� / / C60°0�
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED
FROM NC DOT GIS.
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0 4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS: �� \� \\�—� ���� ��� %� /�� \\� \
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LEGEND
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EXISTING STREAMS
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sp'� //^\ 50' STREAM BUFFER
NORTH / �/ S� ` I �,r _ /i s� / o EXISTING WETLANDS
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2
PHASE 3 / \ 3 o PHASE 3 0 M / NOTE: INTERMEDIATE FINAL COVER SLOPES BETWEEN PHASES ARE
NOT SHOWN. MAXIMUM INTERMEDIATE SLOPE SHALL BE
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REFERENCE
1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
AT 2-FT CONTOUR INTERVALS BY GPI (JOB NO. 18-006); DATE OF AERIAL
PHOTOGRAPHY JANUARY 15, 2018.
2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED
FROM NC DOT GIS.
3. WETLANDS INFORMATION PROVIDED BY CWS ON AUGUST 8, 2016.
4. FEMA FLOODPLAIN INFORMATION FROM NCFLOODMAPS. MAP NUMBERS:
3710644500J, 3710644600J, 3710645500J, 3710645600J.
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1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS PROVIDED
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2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS ACQUIRED
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1
3
NOTE: CHANNEL OR PIPE DOWNCHUTES MAY
BE INSTALLED IN THE LOCATIONS
SHOWN ON SHEETS C500 & C501.
GEOMEMBRANE LII
BAS H ETS
I� PERIMETER CHANNEL
f l
17 DOWNCHUTE/PERIMETER CHANNEL INTERSECTION PLAN VIEW
C60 N.T.S.
GABION
I_ 4, MIN -� BASHETS
GEOMEMBRANE LINING CHANNEL
10' MIN. WALLS
PROJECTED ❑
❑❑ ❑
❑❑ ❑
El E]
CLASS A-1 GROUTED RIPRAP ❑
❑❑
❑
18 DOWNCHUTE/PERIMETER CHANNEL INTERSECTION PROFILE VIEW
C60 N.T.S.
24"0 HDPE SMOOTH WALL 24" TEE 24"0 HDPE SMOOTH WALL FLEXIBLE
FLEXIBLE PIPE MITERED _—I I lk_ IIPIPE CONNECTED TO 24" TEE
TO 2H:1 V SLOPE (TYP.)
10' (MIN.)
18" PROTECTIVE COVER
MOUND 18" PROTECTIVE SOIL —
COVER OVER TOP OF PIPE
2
1
5 6 FINAL COVER SYSTEM
C600 C600
SECTION A -A
IPE DOWNCHUTE
N.T.S.
i�
24"0 HDPE SMOOTH WALL FLEXIBLE PIPE
CONNECTED TO 24"x24"x24" TEE
SIZE VARIES- HDPE
SMOOTH WALL
FLEXIBLE PIPE
S16F 1
S�ppF
o pw�cy ,
�TF
27y 28 y 29 i PERIMETE
AnAArr,n,iArr,nAJ CHANNEL
Sal szU 1
0 3
SIZE VARIES-HDPE 6" - 12" DIA. WELL -GRADED RIP -RAP
TEE FOR ENERGY STONE FOR CHANNEL LINING AT OUTLET,
DISSIPATION UNDERLAIN WITH 8 OZ/SY NON -WOVEN
GEOTEXTILE
NOTES:
1. THIS OUTLET DESIGN TO BE USED AT ANY LOCATION WHERE THE SLOPE OF THE DISCHARGE
PIPE IS GREATER THAN 5%.
2. LARGER STONES (12"-18" DIA.) TO BE USED AROUND TEE DISSIPATOR AS THRUST BLOCKS.
22 SIDE SLOPE DOWNCHUTE OUTLET DISSIPATOR
C60 N.T.S.
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAWI
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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SHEET 17 OF 30

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C604
DRY SEDIMENT BASIN PLAN VIEW
TOP OF 5' MIN. BASIN LENGTH
STORMWATER
EMBANKMENT "A" RUB N
OFF
PRINCIPAL SPILLWAY (SEE DETAIL BELOW)
EMERGENCY SPILLWAY "B" ;?��
-�
(SEE DETAIL) 25-YR WATER SURFACE ELEVATION "C"
RISER CREST "D"
ROCK
31 EARTHEN DAM BERM BAFFLE HEIGHT "E"
OUTLET 4'x 1 ' CLEANOUT
C604 PROTECTION D
I 1 FBASIN
BOTTOM."G E �2 K
A
BARREL
24 ANTI -SEEP COLLAR RISER ANTI
FLOATATION
C603
ORIFICE
F
,IIIII I��III- i
-BASIN BOTTOM
SLOPE (0.5% MIN.)
25 SKIMMER
:603
DRY SEDIMENT BASIN SECTIONAL VIEW
26
CLEANOUT STAKE
SEDIMENT BASIN DESIGN TABLE
SEDIMENT
BASIN
NUMBER/NAME
A
(FMSL)
B
(FMSL)
C
(FMSL)
D
(FEET)
E
(FEET)
F
(FEET)
G
(FMSL)
SKIMMER
SIZE (IN.)
SKIMMER
ORIFICE (IN.)
BASIN
VOLUME
(CF)
DEWATERING
TIME (DAYS)
NO. OF
SKIMMERS
10
250.00
249.00
248.22
4.00
2.00
1.00
244.00
5.00
5.00
747,550
2.99
1
11
250.00
249.00
248.32
4.00
2.00
1.00
244.00
2.50
2.50
83300
2.64
1
12
290.00
289.00
288.28
4.00
2.00
1.00
284.00
2.00
2.00
37,509
2.24
1
13
284.25
283.00
282.47
4.00
2.00
1.00
278.00
4.00
4.00
356,920
3.33
1
14
266.00
264.00
264.37
4.00
2.00
1.00
260.00
2.00
2.50
83,876
2.91
1
15
296.00
294.00
294.29
8.00
2.00
1.00
286.00
5.00
5.00
1,045,570
3.96
1
SIN
-I
Li 11 11
IIIIIIIIIIIII
i
EMERGENCY SPILLWAY DETAIL
DRY SEDIMENT BASIN - GENERAL NOTES
RIP -RAP, 10-INCH D50
GEOTEXTILE FABRIC
SPILLWAY
WIDTH
Sw (FT)
BASIN
10
20
BASIN
11
20
BASIN
12
20
BASIN
13
40
BASIN
14
20
BASIN
15
20
RIP -RAP STABILIZATION
TRASH RACK AND
ANTI -VORTEX DEVICE
RISER END C
INSTALL SKIMMER
INTO ORIFICE
DH o BARREL
I pp I PVC TI
PRINCIPAL SPILLWAY DETAIL
BASIN
10
BASIN
11
BASIN
12
BASIN
13
BASIN
14
BASIN
15
RH = RISER HEIGHT (FT)
4
4
4
4
4
8
DR = RISER DIAMETER (FT)
4
3
3
4
3
3
DH = ORIFICE DIAMETER (IN)
5
2.5
2
4
2.5
5
D= BARREL DIAMETER (FT)
1 2
1 2
1 2
1 2
1 2
1 2
1. SEDIMENT BASINS SHOULD NOT BE PLACED IN WATERS OF THE STATE OR
USGS BLUE -LINE STREAMS (UNLESS
6.
INSTALL SKIMMER AND COUPLING (AS NECESSARY) TO RISER STRUCTURE AT ORIFICE ALONG BOTTOM OF THE
APPROVED BY FEDERAL AUTHORITIES).
PRINCIPLE SPILLWAY'S RISER STRUCTURE. (REFER TO SKIMMER MANUFACTURER FOR INSTALLATION PROCEDURES
AND SKIMMER SPECIFICATIONS.)
2. SEDIMENT BASIN'S SIDE SLOPES SHALL BE SEEDED AND, WHEN NECESSARY, STABILIZED
WITH VEGETATIVE OR
SYNTHETIC MATTING TO PREVENT THE FORMATION OF RILLS AND GULLIES.
7.
SKIMMER SHOULD BE EQUIPPED WITH A MECHANISM, SUCH AS A ROPE, TO ALLOW EASY ACCESS TO SKIMMER
TO UNCLOGGED ORIFICE OR PERFORM OTHER NECESSARY MAINTENANCE.
3. INSTALL THREE (3) ROWS OF POROUS BAFFLES WITH A MINIMUM SPACING
OF 10 FEET.
BAFFLES SHOULD
ULTIMATELY BE PLACED TO MAXIMIZE THE SPACE BETWEEN EACH ROW OF
BAFFLES AND
THE BASIN'S
8.
STORMWATER RUNOFF ENTERING THE BASIN MUST BE DIRECTED INTO PROPER BMPS TO PREVENT EROSION
INLETS/OUTLETS. ONLY TWO (2) ROWS OF BAFFLES ARE NECESSARY FOR
BASINS THAT ARE LESS THAN 50
ALONG SIDE SLOPES AND TO PREVENT SCOUR AT THE BASIN'S INLETS.
FEET IN LENGTH.
9.
THE ELEVATION OF THE EMERGENCY SPILLWAY SHOULD BE AT LEAST 1 FOOT BELOW THE TOP OF THE
4. POROUS BAFFLES SHOULD BE COMPOSED OF COIR-BASED MATERIALS OR
TRMS WITH A
LIGHT PENETRATION
EMBANKMENT. THE EMERGENCY SPILLWAY SHOULD NOT BE LOCATED ON FILL MATERIAL, WHEN POSSIBLE. RIPRAP
(OPEN SPACES) BETWEEN 10-35%. THESE MATERIALS SHOULD NOT HAVE
LOOSE STRAW.
SILT FENCE MAY NOT
AND GEOTEXTILE LINER SHOULD BE PLACED ON ALL SPILLWAYS THAT MUST BE LOCATED ON FILL MATERIAL.
BE USED AS POROUS BAFFLES.
5. EACH POROUS BAFFLES SHALL BE INSTALLED ACROSS THE ENTIRE WIDTH
OF THE BASIN
AND ALONG THE
BASIN'S SIDE SLOPE UNTIL THE HEIGHT OF THE BAFFLE INTERSECTS THE
SLOPE.
23 SEDIMENT
BASIN
C603
N.T.S.
1'-0" MIN.
PARTIAL ELEVATION
END VIEW
EMBANKMENT
BAND OF
HELICAL PIPE
COLLAR TO BE
ED TO CENTER ROD AND LUG
ELICAL PIPE BAND
=
PVC ELBOW
'VC END CAP
1/2" HOLES
SIDE
SCH 40
PVC PIPE
WELD 1 1/8" x 1 1/8" x 1 1/8" ANGLES
TO COLLAR OR BEND A 90' ANGLE 1 1/8"
WIDE AS SHOWN IN DRAWING.
1 1/8"
1/8'
L SHEET METAL COLLAR SHALL BE CUT TO FIT
CORRUGATIONS OF HELICAL BAND, AND
WELDED WITH A CONTINUOUS WELD.
ISOMETRIC VIEW
24 HELICAL PIPE ANTI -SEEP COLLAR
C603 N.T.S.
TOP VIEW
WATER SURFACE
PROVIDE PROPER HORIZ. CLEARANCE
FROM SLOPE IN ORDER TO PROVIDE
FREE MOVEMENT OF SKIMMER
IFLEXIBLE HOSE
f� �1
NOTES:
1. FOR DETAILS OF FABRICATION DIMENSIONS: MINIMUM GAGES, SLOTTED HOLES,
AND NOTES, SEE DETAIL.
2. FOR BANDS AND COLLARS: MODIFICATIONS OF THE DETAILS SHOWN MAY BE
USED PROVIDING EQUAL WATER TIGHTNESS IS MAINTAINED AND DETAILED
DRAWINGS ARE SUBMITTED AND APPROVED BY THE ENGINEER PRIOR TO
DELIVERY.
3. TWO OTHER TYPES OF ANTI -SEEP COLLARS ARE:
A. CORRUGATED METAL, SIMILAR TO UPPER, EXCEPT SHOP WELDED TO A
SHORT (4FT.) SECTION OF THE PIPE AND CONNECTED WITH CONNECTING
BANDS TO THE PIPE.
B. CONCRETE, SIX INCHES THICK FORMED AROUND THE PIPE WITH #3 REBAR
SPACED 15" HORIZONTALLY AND VERTICALLY.
4. SIZE AND SPACING OF SLOTTED OPENINGS SHALL BE THE SAME AS SHOWN
FOR CM COLLAR USE RODS AND LUGS TO CLAMP BANDS SECURELY TO PIPE.
PVC VENT PIPE
BOTTOM SURFACE
FRONT VIEW
AFTER SKIMMER IS INSTALLED
CONTRACTOR SHALL NOTE SIZE
OF ORIFICE INSTALLED W/ A
PERMANENT MARKER - NOTATION
TO BE VISIBLE OUTSIDE OF BASIN
OSURE
UNIT
SCHEDULE 40
PVC PIPE
NOTE:
1. REFERENCE NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL, SECTION 6.64.
2. SKIMMER SHALL BE AS MANUFACTURED BY JW FAIRCLOTH OR APPROVED EQUAL BY THE ENGINEER.
25 SKIMMER
C603 N.T.S.
SCHEDULE 40
PVC PIPE
ORIFICE PLACE
PVC TEE
BEFORE YOU DIGI
CALL 1-800-632-4949
N.C. ONE -CALL CENTER
IT'S THE LAWI
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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SHEET 18 OF 30
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BAFFLE MATERIAL
5
HEAVY DUTY PLASTIC TIES
4
2
G
E
z_
0
SUPPORT ROPE
OR WIRE TO I
PREVENT SAGGING
1.25 LB/FT STEEL
SUPPORT POST
24" INTO BOTTOM
OR SIDE SLOPES
STAKE FOR
SUPPORT WIRE
\-- COIR-BASED MATERIALS OR TRMs,
TRENCHED INTO BOTTOM AND SIDE SLOPES
CROSS SECTION VIEW
POROUS BAFFLE ROW
NON -CONCENTRATED
OUTFLOW
I��I
I�
II
BOTTOM OF SEDIMENT
BASIN OR TRAP
--SIDE SLOPES OF SEDIMENT
PERSPECTIVE VIEW BASIN OR TRAP
1.0' MIN. COVER
COMPACTED' 2-2/3'k1/2"
UNCLASSIFIED
00000000 0
CORRUGATIONS
FILL (D+2') 16 GAUGE (MIN.)
(MIN.)
6" THICK (MIN.) UNCLASSIFIED
PIPE BEDDING
SECTION A -A
W2
END OF FLARED
W1
END OF APRON
PLAN
COMPACTED OR -J
UNDISTURBED SOIL
NATURAL GRADE
26 POROUS BAFFLE
C604 N.T.S.
COM PAc
BAFFLE
MATERIAL
FLAT -BOTTOM TRENCH DETAIL
HEAVY DUTY PLASTIC TIES
BAFFLE MATERIAL
COMPACTED EARTH --\
BAFFLE MATERIAL
V-SHAPED TRENCH DETAIL
(ISE
DETAIL 27 HAS BEEN OMITTED
CULVERT SCHEDULE
PEAK
CULVERT
INLET LOCATION
OUTLET
DISCHARGE
DIAMETER
NO.
LENGTH
SLOPE
NO.
LOCATION
(CFS)
(IN)
BARRELS
(FT)
M
1
PERIMETER ITCH 1 &
BASIN 15
152.05
48
2
126
12.70
2
2
PERIMETERDITCHITCH 3 &
BASIN 15
159.04
36
2
184
1.08
3
PERIMETER 5 &
BASIN 14
37.49
24
1
132
6.06
6DITCH
4
PERIMETERDITCHITCH 7 &
BASIN 13
171.18
36
2
104
3.85
5
PERIMETER DITCH 9 &
PERIMETER DITCH
7.71
18
1
159
1.26
11
10
6
PERIMETER DITCH 12 &
BASIN 12
17.95
18
1
130
1.54
I
7
PERIMETER DITCH 14
BASIN 10
166.81
48
2
123
9.75
3o CULVERT
C604 N.T.S.
OUTLET
LET
La)
W1�)
W �)
T25)
H
d50121N)
dMAX (IN)
4o.o
48 0
24 0
2
61N)
18o
B
10.0
16.5
4.5
1.125
6
12
18.0
C
15
17
6
1.125
6
6
9
D
10
12
6
1.125
6
6
9
NCI LM r/AOMIU
LAP
(IF NEEDED)
ELEVATION
SECTION B-B
NOTES:
1. CLASS OR MEDIAN SIZE OF RIPRAP AND LENGTH, WIDTH AND DEPTH OF APRON
TO BE DESIGNED BY THE ENGINEER AND ARE SUMMARIZED BELOW.
2. RIPRAP SHOULD EXTEND UP BOTH SIDES OF THE APRON AND AROUND THE END
OF THE PIPE OR CULVERT AT THE DISCHARGE OUTLET AT A MAXIMUM SLOPE OF
2:1 AND A HEIGHT NOT LESS THAN TWO THIRDS THE PIPE DIAMETER OR CULVERT
HEIGHT.
3. THERE SHALL BE NO OVERFLOW FROM THE END OF THE APRON TO THE SURFACE
OF THE RECEIVING CHANNEL. THE AREA TO BE PAVED OR RIPRAPPED SHALL BE
UNDERCUT SO THAT THE INVERT OF THE APRON SHALL BE AT THE SAME GRADE
(FLUSH) WITH THE SURFACE OF THE RECEIVING CHANNEL. THE APRON SHALL
HAVE A CUTOFF OR TOE WALL AT THE DOWNSTREAM END.
4. THE WIDTH OF THE END OF THE APRON SHALL BE EQUAL TO THE BOTTOM WIDTH
OF THE RECEIVING CHANNEL. MAXIMUM TAPER TO RECEIVING CHANNEL 5:1.
5. ALL SUBGRADE FOR STRUCTURE TO BE COMPACTED TO 95% OR GREATER.
6. THE PLACING OF FILL, EITHER LOOSE OR COMPACTED IN THE RECEIVING CHANNEL
SHALL NOT BE ALLOWED.
7. NO BENDS OR CURVES IN THE HORIZONTAL ALIGNMENT OF THE APRON WILL BE
PERMITTED.
8. FILTER FABRIC SHALL BE INSTALLED ON COMPACTED SUBGRADE PRIOR TO
PLACEMENT OF RIP RAP.
9. ANY DISTURBED AREA FROM END OF APRON TO RECEIVING CHANNEL MUST BE
STABILIZED.
31 OUTLET PROTECTION
C604 N.T.S.
GR('nin �i iornnr Tn
BE
T
(SEE CHANNEL SCHEDULE BELOW)
28 TRAPEZOIDAL TURF REINFORCEMENT MAT CHANNEL
C604 N.T.S.
T
FINISHED GRADE
'ADE
(STING GROUND
EXISTING GROUND
(SEE CHANNEL SCHEDULE BELOW)
29 TRIANGULAR TURF REINFORCEMENT MAT CHANNEL
C604 N.T.S.
CHANNEL SCHEDULE
CHANNEL
DESIGN
DEPTH
(FT)
BO BOM
WIDTH
(FT)
TOP
WIDTH
(FT)
APPROX. SLOPE
M
SIDE SLOPES
(Z1/Z2)
CHANNEL
LINING
PERIMETER
DITCH
1
3.5
6.0
25.0
2.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
2
4.0
0.0
25.0
8.00
3/3
N/A
PERIMETER
DITCH
3
2.0
0.0
12.0
8.00
3/3
N/A
PERIMETER
DITCH
4
4.0
6.0
30.0
3.60
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
5
2.0
0.0
12.0
2.80
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
6
2.0
6.0
18.0
8.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
7
2.0
0.0
12.0
8.00
3/3
N/A
PERIMETER
DITCH
8
3.5
6.0
27.0
2.10
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
9
2.0
0.0
12.0
8.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
10
2.0
0.0
12.0
2.00
3/3
NAG
SC150
MATTING
PERIMETER
DITCH
11
2.0
0.0
12.0
8.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
12
2.0
0.0
12.0
5.70
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
13
2.0
0.0
12.0
5.80
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
14
2.0
6.0
18.0
6.00
3/3
NAG
SC250
MATTING
PERIMETER
DITCH
15
2.0
6.0
18.0
2.00
3/3
NAG
SC150
MATTING
PERIMETER
DITCH
16
2.5
6.0
18.0
6.00
3/3
NAG
SC250
MATTING
nnunnnTrn rn i
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C604 N.T.S.
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N.C. ONE -CALL CENTER ��
IT'S THE LAWI SHEET 19 of 30
7
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2
H DEFINITION: CONTROLLING RUNOFF AND EROSION ON DISTURBED AREAS BY ESTABLISHING PERENNIAL
VEGETATIVE COVER WITH SEED.
PURPOSE: TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS, AND TO
PERMANENTLY STABILIZE SUCH AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTS TO SITE CONDITIONS, AND
ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS.
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SEEDBED REQUIREMENTS: ESTABLISHMENT OF VEGETATION SHOULD NOT BE ATTEMPTED ON SITES
THAT ARE UNSUITABLE DUE TO INAPPROPRIATE SOIL TEXTURE (NC EROSION AND SEDIMENT
CONTROL PLANNING AND DESIGN MANUAL, 1988), POOR DRAINAGE, CONCENTRATED OVERLAND
FLOW, OR STEEPNESS OF SLOPE UNTIL MEASURES HAVE BEEN TAKEN TO CORRECT THESE
PROBLEMS.
TO MAINTAIN A GOOD STAND OF VEGETATION, THE SOIL MUST MEET CERTAIN MINIMUM
REQUIREMENTS AS A GROWTH MEDIUM. THE EXISTING SOIL SHOULD HAVE THESE CRITERIA:
— ENOUGH FINE—GRAINED (SILT AND CLAY) MATERIAL TO MAINTAIN ADEQUATE MOISTURE
AND NUTRIENT SUPPLY (AVAILABLE WATER CAPACITY OF AT LEAST .05 INCHES WATER
TO 1 INCH OF SOIL).
— SUFFICIENT PORE SPACE TO PERMIT ROOT PENETRATION.
— SUFFICIENT DEPTH OF SOIL TO PROVIDE AN ADEQUATE ROOT ZONE. THE DEPTH TO
ROCK OR IMPERMEABLE LAYERS SUCH AS HARDPANS SHOULD BE 12 INCHES OR
MORE, EXCEPT ON SLOPES STEEPER THAN 2:1 WHERE THE ADDITION OF SOIL IS NOT
FEASIBLE.
— A FAVORABLE PH RANGE FOR PLANT GROWTH, USUALLY 6.0 — 6.5.
— FREE FROM LARGE ROOTS, BRANCHES, STONES, LARGE CLODS OF EARTH, OR TRASH
OF ANY KIND. CLODS AND STONES MAY BE LEFT ON SLOPES STEEPER THAN 3:1 IF
THEY ARE TO BE HYDROSEEDED.
IF ANY OF THE ABOVE CRITERIA ARE NOT MET — I.E., IF EXISTING SOIL IS TOO COARSE,
DENSE, SHALLOW OR ACIDIC TO FOSTER VEGETATION — SPECIAL AMENDMENTS ARE REQUIRED.
THE SOIL CONDITIONERS DESCRIBED BELOW MAY BE BENEFICIAL OR, PREFERABLY, TOPSOIL MAY
BE APPLIED.
SEEDBED PREPARATION
INSTALL NECESSARY MECHANICAL EROSION AND SEDIMENTATION CONTROL PRACTICES BEFORE
SEEDING, AND COMPLETE GRADING ACCORDING TO THE APPROVED PLAN.
LIME AND FERTILIZER NEEDS SHOULD BE DETERMINED BY SOIL TESTS. SOIL TESTING IS
PERFORMED FREE OF CHARGE BY THE NORTH CAROLINA DEPARTMENT OF AGRICULTURE SOIL
TESTING LABORATORY. DIRECTIONS, SAMPLE CARTONS, AND INFORMATION SHEETS ARE
AVAILABLE THROUGH COUNTY AGRICULTURAL EXTENSION OFFICES OR FROM NCDA. BECAUSE
THE NCDA SOIL TESTING LAB REQUIRES 1-6 WEEKS FOR SAMPLE TURN —AROUND, SAMPLING
MUST BE PLANNED WELL IN ADVANCE OF FINAL GRADING. TESTING IS ALSO DONE BY
COMMERCIAL LABORATORIES. WHEN SOIL TESTS ARE NOT AVAILABLE, FOLLOW RATES
SUGGESTED IN THE SEEDING SPECIFICATIONS SHOWN AT RIGHT. APPLICATION RATES USUALLY
FALL INTO THE FOLLOWING RANGES:
GROUND AGRICULTURAL LIMESTONE:
— LIGHT —TEXTURED, SANDY SOILS: 1 TO 1-1/2 TONS/ACRE
— HEAVY —TEXTURED, CLAYEY SOILS: 2-3 TONS/ACRE
FERTILIZER:
— GRASSES: 800-1200 LB/ACRE OF 10-10-10 (OR THE EQUIVALENT)
— GRASS —LEGUME MIXTURES: 800-1200 LB/ACRE OF 5-10-10 (OR THE
EQUIVALENT)
APPLY LIME AND FERTILIZER EVENLY AND INCORPORATE INTO THE TOP 4-6 INCHES OF SOIL
BY DISKING OR OTHER SUITABLE MEANS. OPERATE MACHINERY ON THE CONTOUR. WHEN
USING A HYDROSEEDER, APPLY LIME AND FERTILIZER TO A ROUGH, LOOSE SURFACE.
ROUGHEN SURFACES PRIOR TO SEEDING.
COMPLETE SEEDBED PREPARATION BY BREAKING UP LARGE CLODS AND RAKING INTO A
SMOOTH, UNIFORM SURFACE (SLOPES LESS THAN 3:1). FILL IN OR LEVEL DEPRESSIONS
THAT CAN COLLECT WATER. BROADCAST SEED INTO A FRESHLY LOOSENED SEEDBED THAT
HAS NOT BEEN SEALED BY RAINFALL.
TEMPORARY SEEDING SPECIFICATIONS
AREAS LEFT DISTURBED FOR LONGER THAT 30 DAYS BUT LESS THAN ONE
(1) YEAR:
Time Period
Item
Rate of Application
(lb./acre)
January Ito May 1
Rye (Grain)
120
Annual Lespedeza (Kobe)
50
Limestone
2,000
10-10-10 Fertilizer
750
Nitrogen (March only)
50
Mulch
4,000
May 1 to August 15
German Millet
40
Limestone
2,000
10-10-10 Fertilizer
750
Mulch
4,000
August 15 to
December 30
Rye (Grain)
120
Limestone
2,000
10-10-10 Fertilizer
750
Mulch
4,000
If it is necessary to extend temporary cover beyond June 15, the area should be
overseeded with 50 lb/acre of Kobe lespedeza in latter February or early March.
SOIL
AMENDMENTS FOLLOW RECOMMENDATIONS OF SOIL TESTS OR APPLY 2,000 LB/ACRE GROUND
AGRICULTURAL LIMESTONE AND 750 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000 LB/ACRE STRAW. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING OR A
MULCH ANCHORING TOOL. A DISK WITH BLADES SET NEARLY STRAIGHT CAN BE USED AS A
MULCH ANCHORING. TOOL.
MAINTENANCE
REFERTILIZE IF GROWTH IS NOT FULLY ADEQUATE. RESEED, REFERTILIZE AND MULCH
IMMEDIATELY FOLLOWING EROSION OR OTHER DAMAGE.
SEEDING SEEDING DATES GIVEN IN THE SEEDING MIXTURE SPECIFICATIONS ARE DESIGNATED AS
"BEST" OR "POSSIBLE". SEEDINGS PROPERLY CARRIED OUT WITHIN THE "BEST" DATES HAVE A
HIGH PROBABILITY OF SUCCESS. IT IS ALSO POSSIBLE TO HAVE SATISFACTORY ESTABLISHMENT
WHEN SEEDING OUTSIDE THESE DATES. HOWEVER, AS YOU DEVIATE FROM THEM, THE
PROBABILITY OF FAILURE INCREASES RAPIDLY. SEEDING ON THE LAST DATE SHOWN UNDER
"POSSIBLE" MAY REDUCE CHANGES OF SUCCESS BY 30-50%. ALWAYS TAKE THIS INTO
ACCOUNT IN SCHEDULING LAND —DISTURBING ACTIVITIES.
USE CERTIFIED SEED FOR PERMANENT SEEDING WHENEVER POSSIBLE. CERTIFIED SEED IS
INSPECTED BY THE NORTH CAROLINA CROP IMPROVEMENT ASSOCIATION. IT MEETS
PUBLISHED NORTH CAROLINA STANDARDS AND SHOULD BEAR AN OFFICIAL "CERTIFIED
SEED" LABEL.
LABELING OF NON —CERTIFIED SEED IS ALSO REQUIRED BY LAW. LABELS CONTAIN
IMPORTANT INFORMATION ON SEED PURITY, GERMINATION, AND PRESENCE OF WOOD SEEDS.
SEEDS MUST MEET STATE STANDARDS FOR CONTENT OF NOXIOUS WEEDS. DO NO ACCEPT
SEED CONTAINING "PROHIBITED" NOXIOUS WEED SEED.
INOCULATE LEGUME SEED WITH THE RHIZOBIUM BACTERIA APPROPRIATE TO THE SPECIES OF
LEGUME. APPLY SEED UNIFORMLY WITH A CYCLONE SEEDER, DROP —TYPE SPREADER, DRILL,
CULTIPACKER SEEDER, OR HYDROSEEDER ON A FIRM, FRIABLE SEEDBED. WHEN USING A
DRILL OR CULTIPACKER SEEDER, PLANT SMALL GRAINS NO MORE THAN 1 INCH DEEP,
GRASSES AND LEGUMES NO MORE THAN 1 /2 INCH. EQUIPMENT SHOULD BE CALIBRATED IN
THE FIELD FOR THE DESIRED SEEDING RATE. WHEN USING BROADCAST —SEEDING METHODS,
SUBDIVIDE THE AREA INTO WORKABLE SECTIONS AND DETERMINE THE AMOUNT OF SEED
NEEDED FOR EACH SECTION. APPLY ONE—HALF THE SEED WHILE MOVING BACK AND FORTH
ACROSS THE AREA, MAKING A UNIFORM PATTERN: THEN APPLY THE SECOND HALF IN THE
SAME WAY, BUT MOVING AT RIGHT ANGLES TO THE FIRST PASS. MULCH ALL PLANTINGS
IMMEDIATELY AFTER SEEDING.
HYDROSEEDING:
SURFACE ROUGHENING IS PARTICULARLY IMPORTANT WHEN HYDROSEEDING, AS A
ROUGHENED SLOPE WILL PROVIDE SOME NATURAL COVERAGE FOR LIME, FERTILIZER, AND
SEED. THE SURFACE SHOULD NOT BE COMPACTED OR SMOOTH. FINE SEEDBED
PREPARATION IS NOT NECESSARY FOR HYDROSEEDING OPERATIONS: LARGE CLODS, STONES,
AND IRREGULARITIES PROVIDE CAVITIES IN WHICH SEEDS CAN LODGE.
RATE OF WOOD FIBER (CELLULOSE) APPLICATION SHOULD BE AT LEAST
2,000 LB/ACRE.
APPLY LEGUME INOCULATES AT FOUR TIME THE RECOMMENDED RATE WHEN ADDING
INOCULATE TO A HYDROSEEDER SLURRY.
IF A MACHINERY BREAKDOWN OF 1 /2 TO 2 HOURS OCCURS, ADD 50% MORE SEED TO
THE TANK, BASED ON THE PROPORTION OF THE SLURRY REMAINING. THIS SHOULD
COMPENSATE FOR DAMAGE TO SEED. BEYOND 2 HOURS, A FULL RATE OF NEW SEED MAY
BE NECESSARY.
LIME IS NOT NORMALLY APPLIED WITH A HYDRAULIC SEEDER BECAUSE IT IS ABRASIVE.
IT CAN BE BLOWN ONTO STEEP SLOPES IN DRY FORM.
MAINTENANCE: GENERALLY, A STAND OF VEGETATION CANNOT BE DETERMINED TO BE FULLY
ESTABLISHED UNTIL SOIL COVER HAS BEEN MAINTAINED FOR ONE FULL YEAR FROM PLANTING,
INSPECT SEEDED AREAS FOR FAILURE AND MAKE NECESSARY REPAIRS AND RESEEDINGS
WITHIN THE SAME SEASON, IF POSSIBLE.
RESEEDING: IF A STAND HAS INADEQUATE COVER, RE—EVALUATE CHOICE OF PLANT MATERIALS
AND QUANTITIES OF LIME AND FERTILIZER. RE—ESTABLISH THE STAND AFTER SEEDBED
PREPARATION OR OVER— SEED THE STAND. CONSIDER SEEDING TEMPORARY, ANNUAL SPECIES
IF THE TIME OF YEAR IS NOT APPROPRIATE FOR PERMANENT SEEDING.
IF VEGETATION FAILS TO GROW, SOIL MUST BE TESTED TO DETERMINE IF ACIDITY OR NUTRIENT
IMBALANCE IS RESPONSIBLE.
FERTILIZATION: ON THE TYPICAL DISTURBED SITE, FULL ESTABLISHMENT USUALLY REQUIRES
REFERTILIZATION IN THE SECOND GROWING SEASON. FINE TURF REQUIRES ANNUAL
MAINTENANCE FERTILIZATION. USE SOIL TESTS IF POSSIBLE OR FOLLOW THE GUIDELINES
GIVEN FOR THE SPECIFIC SEEDING MIXTURE.
PERMANENT SEEDING SPECIFICATIONS
Time Period
Item
Rate of Application
(lb./acre)
August 20 to October 25
Tall Fescue
100
Sericea Lespedeza
30
Kobe Lespedeza
10
Common Bermuda or
Pensacola Bahia
10/25
Limestone
4,000
10-10-10 Fertilizer
1,000
Mulch
4,000 to 5,000
February 1 to April 15
Tall Fescue
100
Sericea Lespedeza
30
Kobe Lespedeza
10
Limestone
4,000
10-10-10 Fertilizer
1,000
Mulch
4.000 to 5.000
SOIL
AMENDMENTS APPLY LIME AND FERTILIZER ACCORDING TO SOIL TESTS, OR APPLY 4,000
LB/ACRE GROUND AGRICULTURAL LIMESTONE AND 1,000 LB/ACRE 10-10-10 FERTILIZER.
MULCH
APPLY 4,000-5,000 LB/ACRE GRAIN STRAW OR EQUIVALENT COVER OF ANOTHER SUITABLE
MULCHING MATERIAL. ANCHOR MULCH BY TACKING WITH ASPHALT, ROVING, OR NETTING.
NETTING IS THE PREFERRED ANCHORING METHOD ON STEEP SLOPES.
MAINTENANCE
REFERTILIZE IN THE SECOND YEAR UNLESS GROWTH IS FULLY ADEQUATE. MAY BE MOWED
ONE OR TWICE A YEAR, BUT MOWING IS NOT NECESSARY. RESEED, FERTILIZE, AND MULCH
DAMAGED AREAS
33A SEEDING SCHEDULE
C605 N.T.S.
1.25 LB./LINEAR FT. STEEL POSTS
FILTER FABRIC
BACKFILL TRENCH WITH
COMPACTED EARTH
6•
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USE EITHER FLAT —BOTTOM -
OR V—BOTTOM TRENCH
SEE DETAILS
SILT FENCE INSTALLATION
PROVIDE SILT FENCE SUPPORT CONSISTING OF
14 GA. STEEL WIRE W/ 6" MESH SPACING OR
PREFABRICATED POLYMER MESH OF EQUIVALENT
STRENGTH
HEAVY DUTY PLASTIC
TIE FOR STEEL POSTS
(RESTRICT TO TOP
8—INCHES OF FABRIC)
BURY FABRIC
SILT FENCE — GENERAL NOTES
1. DO NOT PLACE SILT FENCE ACROSS CHANNELS OR IN OTHER AREAS SUBJECT TO CONCENTRATED
FLOWS. SILT FENCE SHOULD NOT BE USED AS A VELOCITY CONTROL BMP. CONCENTRATED FLOWS
ARE ANY FLOWS GREATER THAN 0.5 CFS.
2. MAXIMUM SHEET OR OVERLAND FLOW PATH LENGTH TO THE SILT FENCE SHALL BE 100—FEET.
3. MAXIMUM SLOPE STEEPNESS (NORMAL [PERPENDICULAR] TO THE FENCE LINE) SHALL BE 2:1.
4. SILT FENCE JOINTS, WHEN NECESSARY, SHALL BE COMPLETED BY ONE OF THE FOLLOWING
OPTIONS:
— WRAP EACH FABRIC TOGETHER AT A SUPPORT POST WITH BOTH ENDS FASTENED TO THE POST,
WITH A 1—FOOT MINIMUM OVERLAP;
— OVERLAP SILT FENCE BY INSTALLING 3—FEET PASSED THE SUPPORT POST TO WHICH THE NEW
SILT FENCE ROLL IS ATTACHED. ATTACH OLD ROLL TO NEW ROLL WITH HEAVY—DUTY PLASTIC
TIES; OR,
— OVERLAP ENTIRE WIDTH OF EACH SILT FENCE ROLL FROM ONE SUPPORT POST TO THE NEXT
SUPPORT POST.
FI
NCDOT #5 OR #57
STONE
DOWNSTREAM VIEW
CROSS—SECTION
34 ROCK CHECK DAM
C605 N.T.S.
CLASS 1 RIPRAP
HEAVY DUTY PLASTIC TIES
FILTER FABRIC
COMPACTED EARTH00
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FILTER N
FABRIC
4" MIN
FLAT —BOTTOM TRENCH DETAIL
HEAVY DUTY PLASTIC TIES
FILTER FABRIC
COMPACTED EARTH
BURY FILTER FABRIC
AT LEAST 12—INCHES
V—SHAPED TRENCH DETAIL
5. ATTACH FILTER FABRIC TO THE STEEL POSTS USING HEAVY—DUTY PLASTIC TIES THAT ARE EVENLY
SPACED WITHIN THE TOP 8—INCHES OF THE FABRIC.
6. INSTALL THE SILT FENCE PERPENDICULAR TO THE DIRECTION OF THE STORMWATER FLOW AND
PLACE THE SILT FENCE THE PROPER DISTANCE FROM THE TOE OF STEEP SLOPES TO PROVIDE
SEDIMENT STORAGE AND ACCESS FOR MAINTENANCE AND CLEANOUT.
7. INSTALL SILT FENCE CHECKS (TIE —BACKS) EVERY 50-100 FEET, DEPENDENT ON SLOPE, ALONG
SILT FENCE THAT IS INSTALLED WITH SLOPE AND WHERE CONCENTRATED FLOWS ARE EXPECTED OR
ARE DOCUMENTED ALONG THE PROPOSED/INSTALLED SILT FENCE.
32 SILT FENCE
C605 N.T.S.
EROSION CONTROL MATTING INSTALLATION:
1. INSTALL NA GREEN SC250 OR ENGINEER
APPROVED EQUAL IN ACCORDANCE WITH
MANUFACTURERS SPECIFICATIONS AND NOTES
BELOW.
2. PREPARE SOIL BEFORE INSTALLING ROLLED
EROSION CONTROL PRODUCTS (RECPS),
INCLUDING ANY NECESSARY APPLICATION OF
LIME, FERTILIZER, AND SEED.
3. BEGIN AT THE TOP OF THE SLOPE BY
ANCHORING THE RECPS IN A 6"(15CM) DEEP X
6"(15CM) WIDE TRENCH WITH APPROXIMATELY
12" (30CM) OF RECPS EXTENDED BEYOND THE
UP —SLOPE PORTION OF THE TRENCH. ANCHOR
THE RECPS WITH A ROW OF STAPLES/STAKES
APPROXIMATELY 12" (30CM) APART IN THE
BOTTOM OF THE TRENCH. BACKFILL AND
COMPACT THE TRENCH AFTER STAPLING.
APPLY SEED TO THE COMPACTED SOIL AND
FOLD THE REMAINING 12"(30CM) PORTION OF
RECPS BACK OVER THE SEED AND COMPACTED
SOIL. SECURE RECPS OVER COMPACTED
SOIL WITH A ROW OF STAPLES/STAKES
SPACED APPROXIMATELY 12"(30CM) APART
ACROSS THE WIDTH OF THE RECPS.
4. ROLL THE RECPS (A) DOWN OR (B)
HORIZONTALLY ACROSS THE SLOPE. RECPS
WILL UNROLL WITH APPROPRIATE SIDE AGAINST
THE SOIL SURFACE. ALL RECPS MUST BE
SECURELY FASTENED TO SOIL SURFACE BY
PLACING STAPLES/STAKES IN APPROPRIATE
LOCATIONS AS SHOWN IN THE STAPLE PATTERN
GUIDE.
5. THE EDGES OF PARALLEL RECPS MUST BE
STAPLED WITH APPROXIMATELY 2" — 5"
(5-12.5CM) OVERLAP DEPENDING ON THE
RECPS TYPE.
6. CONSECUTIVE RECPS SPLICED DOWN THE SLOPE
MUST BE END OVER END (SHINGLE STYLE) WITH
AN APPROXIMATE 3"(7.5CM) OVERLAP. STAPLE
THROUGH OVERLAPPED AREA, APPROXIMATELY
12"(30CM) APART ACROSS ENTIRE RECPS
WIDTH.
NOTE:
1. IN LOOSE SOIL CONDITIONS, THE USE OF STAPLE
OR STAKE LENGTHS GREATER THAN 6"(15CM) MAY
BE NECESSARY TO PROPERLY SECURE THE
RECPS.
2. ALL SLOPES WITH SLOPE GREATER THAN 3:1
THAT CONSTRUCTION ACTIVITIES HAVE
PERMANENTLY OR TEMPORARILY CEASED SHALL
BE STABILIZED WITH NA GREEN SC 150 EROSION
CONTROL MATTING OR APPROVED EQUAL.
33 EROSION CONTROL MATTING
C605 N.T.S.
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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EXISTING GRADE
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1/2" DIAMETER HOLE SPACED 90' AROUND
THE CIRCUMFERENCE OF THE PIPE, AND 3" ON
CENTER ALONG THE PIPE. STAGGER ADJACENT
ROWS OF PERFORATION ALONG THE PIPE.
END CAP
EAD ASSEMBLY
—2'- 0" MIN.
—2'- 0" MIN.
7'-0„
2'-0" MIN.
VARIES
1'-0" MIN.
1'-0"
VARIES
1'-0"
3'-0"
DIAMETER
36 LANDFILL GAS WELL
C606 NOT TO SCALE
4'-0"
EMERGENCY SPILLWAY TO
INCLUDE IMPERVIOUS LINER
TO EXISTING GRADE
EMBANKMENT
MIN. 5' WIDE
LINER TO EXTEND UP SIDES
OF WEIR MIN 12" — TYP. 1' MIN
BOTH SIDES FREEBOARD
6" MAX WATER DEPTH
ACROSS SPILLWAY
M
CARRY LINER DOWN TO
EXISTING GRADE (EDGE
OF DISTURBANCE) —_
SEE EROSION CONTROL
PLAN FOR DISCHARGE
PIPING SIZE & LENGTH
TURN EDGES OF J
FABRIC DOWN MIN. SKIMMER TO EXIT AT POND
12" INTO GROUND INVERT ELEVATION OR LOWER
— TAMP AND IF POSSIBLE
COMPACT
PROVIDE PROPER HORIZ. CLEARANCE
FROM SLOPE IN ORDER TO PROVIDE
FREE MOVEMENT OF SKIMMER
BAFFLES TO BE 6"
HIGHER THAN BASIN
DEPTH INDICATED 0
PLAN
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BASIN BOTTOM
RIP RAP PAD UNDER
SKIMMER ASSEMBLY
DRY SEDIMENT BASIN SECTIONAL VIEW
CONSTRUCTION REQUIREMENTS
1. CLEAR, GRUB, AND STRIP THE AREA UNDER THE EMBANKMENT OF ALL VEGETATION AND ROOT MAT. REMOVE ALL SURFACE SOIL
CONTAINING HIGH AMOUNTS OF ORGANIC MATTER AND STOCKPILE OR DISPOSE OF IT PROPERLY. HAUL ALL OBJECTIONABLE MATERIAL TO
THE DESIGNATED DISPOSAL AREA. PLACE TEMPORARY SEDIMENT CONTROL MEASURES BELOW BASIN AS NEEDED.
2. ENSURE THAT FILL MATERIAL FOR THE EMBANKMENT IS FREE OF ROOTS, WOODY VEGETATION, ORGANIC MATTER, AND OTHER
OBJECTIONABLE MATERIAL. PLACE THE FILL IN LIFTS NOT TO EXCEED 9 INCHES, AND MACHINE COMPACT IT. OVER FILL THE EMBANKMENT
6 INCHES TO ALLOW FOR SETTLEMENT.
3. SHAPE THE BASIN TO THE SPECIFIED DIMENSIONS. PREVENT THE SKIMMING DEVICE FROM SETTLING INTO THE MUD BY EXCAVATING A
SHALLOW PIT UNDER THE SKIMMER OR PROVIDING A LOW SUPPORT UNDER THE SKIMMER OF STONE OR TIMBER.
4. PLACE THE BARREL (TYPICALLY 4—INCH SCHEDULE 40 PVC PIPE) ON A FIRM, SMOOTH FOUNDATION OF IMPERVIOUS SOIL. DO NOT USE
PERVIOUS MATERIAL SUCH AS SAND, GRAVEL OR CRUSHED STONE AS BACKFILL AROUND THE PIPE. PLACE THE FILL MATERIAL AROUND
THE PIPE SPILLWAY IN 4—INCH LAYERS AND COMPACT IT UNDER AND AROUND THE PIPE TO AT LEAST THE SAME DENSITY AS THE
ADJACENT EMBANKMENT. CARE MUST BE TAKEN NOT TO RAISE THE PIPE FROM THE FIRM CONTACT WITH ITS FOUNDATION WHEN
COMPACTING UNDER THE PIPE HAUNCHES.
5. ASSEMBLE THE SKIMMER FOLLOWING THE MANUFACTURERS INSTRUCTIONS, OR AS DESIGNED.
6. LAY THE ASSEMBLED SKIMMER ON THE BOTTOM OF THE BASIN WITH THE FLEXIBLE JOINT AT THE INLET OF THE BARREL PIPE. ATTACH
THE FLEXIBLE JOINT TO THE BARREL AND POSITION THE SKIMMER OVER THE EXCAVATED PIT OR SUPPORT. BE SURE TO ATTACH A ROPE
TO THE SKIMMER AND ANCHOR IT TO THE SIDE OF THE BASIN. THIS WILL BE USED TO PULL THE SKIMMER TO THE SIDE FOR
MAINTENANCE.
7. EARTHEN SPILLWAYS — INSTALL THE SPILLWAY IN UNDISTURBED SOIL TO THE GREATEST EXTENT POSSIBLE. THE ACHIEVEMENT OF PLANNED
ELEVATIONS, GRADE, DESIGN WIDTH, AND ENTRANCE AND EXIT CHANNEL SLOPES ARE CRITICAL TO THE SUCCESSFUL OPERATION OF THE
SPILLWAY. THE SPILLWAY SHOULD BE LINED WITH LAMINATED PLASTIC OR IMPERMEABLE GEOTEXTILE FABRIC. THE FABRIC MUST BE WIDE
AND LONG ENOUGH TO COVER THE BOTTOM AND SIDES AND EXTEND ONTO THE TOP OF THE DAM FOR ANCHORING IN A TRENCH. THE
EDGES MAY BE SECURED WITH 8—INCH STAPLES OR PINS. THE FABRIC MUST BE LONG ENOUGH TO EXTEND DOWN THE SLOPE AND EXIT
ONTO STABLE GROUND. THE WIDTH OF THE FABRIC MUST BE ONE PIECE, NOT JOINED OR SPLICED; OTHERWISE WATER CAN GET UNDER
THE FABRIC. IF THE LENGTH OF THE FABRIC IS INSUFFICIENT FOR THE ENTIRE LENGTH OF THE SPILLWAY, MULTIPLE SECTIONS, SPANNING
THE COMPLETE WIDTH, MAY BE USED. THE UPPER SECTION(S) SHOULD OVERLAP THE LOWER SECTION(S) SO THAT WATER CANNOT FLOW
UNDER THE FABRIC. SECURE THE UPPER EDGE AND SIDES OF THE FABRIC IN A TRENCH WITH STAPLES OR PINS.
8. INLETS — DISCHARGE WATER INTO THE BASIN IN A MANNER TO PREVENT EROSION. USE TEMPORARY SLOPE DRAINS OR DIVERSIONS WITH
OUTLET PROTECTION TO DIVERT SEDIMENT —LADEN WATER TO THE UPPER END OF THE POOL AREA TO IMPROVE BASIN TRAP EFFICIENCY.
9. EROSION CONTROL — CONSTRUCT THE STRUCTURE SO THAT THE DISTURBED AREA IS MINIMIZED. DIVERT SURFACE WATER AWAY FROM
BARE AREAS. COMPLETE THE EMBANKMENT BEFORE THE AREA IS CLEARED. STABILIZE THE EMERGENCY SPILLWAY EMBANKMENT AND ALL
OTHER DISTURBED AREAS ABOVE THE CREST OF THE PRINCIPAL SPILLWAY IMMEDIATELY AFTER CONSTRUCTION.
10. INSTALL POROUS BAFFLES.
11. AFTER ALL THE SEDIMENT —PRODUCING AREAS HAVE BEEN PERMANENTLY STABILIZED, REMOVE THE STRUCTURE AND ALL THE UNSTABLE
SEDIMENT. SMOOTH THE AREA TO BLEND WITH THE ADJOINING AREAS AND STABILIZE PROPERLY.
12. REFERENCE NCDEQ EROSION AND SEDIMENT CONTROL PLANNING AND DESIGN MANUAL.
35 SKIMMER BASIN
C606 NOT TO SCALE
SKIMMER BASIN
SECTION VIEW
POROUS BAFFLES
(DO NOT USE SILT FENCE)
(SEE DETAIL 38/C305)
NOTE:
ALL EMERGENCY SPILLWAYS SHALL BE LINED IN
ACCORDANCE WITH NCDEQ STANDARDS.
FABRIC SHALL BE TERRATEX GS — INSTALL
PER MANUFACTURER'S RECOMMENDATIONS
SEDIMENT STORAGE
ZONE
INFLOW
STRUCTURE
"-- RIP —RAP STABILIZATION
DEWATERING ZONE
INSPECTION AND MAINTENANCE
1. INSPECT SKIMMER SEDIMENT BASINS AT LEAST WEEKLY AND AFTER EACH
SIGNIFICANT (ONE—HALF INCH OR GREATER) RAINFALL EVENT AND REPAIR
IMMEDIATELY. REMOVE SEDIMENT AND RESTORE THE BASIN TO ITS ORIGINAL
DIMENSIONS WHEN SEDIMENT ACCUMULATES TO ONE—HALF THE HEIGHT OF THE
FIRST BAFFLE. PULL THE SKIMMER TO ONE SIDE SO THAT THE SEDIMENT
UNDERNEATH IT CAN BE EXCAVATED. EXCAVATE THE SEDIMENT FROM THE
ENTIRE BASIN, NOT JUST AROUND THE SKIMMER OR THE FIRST CELL. MAKE
SURE VEGETATION GROWING IN THE BOTTOM OF THE BASIN DOES NOT HOLD
DOWN THE SKIMMER.
2. REPAIR THE BAFFLES IF THEY ARE DAMAGED. RE —ANCHOR THE BAFFLES IF
WATER IS FLOWING UNDERNEATH OR AROUND THEM.
3. IF THE SKIMMER IS CLOGGED WITH TRASH AND THERE IS WATER IN THE BASIN,
USUALLY JERKING ON THE ROPE WILL MAKE THE SKIMMER BOB UP AND DOWN
AND DISLODGE THE DEBRIS AND RESTORE FLOW. IF THIS DOES NOT WORK,
PULL THE SKIMMER OVER TO THE SIDE OF THE BASIN AND REMOVE THE
DEBRIS. ALSO CHECK THE ORIFICE INSIDE THE SKIMMER TO SEE IF IT IS
CLOGGED; IF SO REMOVE THE DEBRIS.
4. IF THE SKIMMER ARM OR BARREL PIPE IS CLOGGED, THE ORIFICE CAN BE
REMOVED AND THE OBSTRUCTION CLEARED WITH A PLUMBER'S SNAKE OR BY
FLUSHING WITH WATER. BE SURE AND REPLACE THE ORIFICE BEFORE
REPOSITIONING THE SKIMMER.
5. CHECK THE FABRIC LINED SPILLWAY FOR DAMAGE AND MAKE ANY REQUIRED
REPAIRS WITH FABRIC THAT SPANS THE FULL WIDTH OF THE SPILLWAY. CHECK
THE EMBANKMENT, SPILLWAYS, AND OUTLET FOR EROSION DAMAGE, AND
INSPECT THE EMBANKMENT FOR PIPING AND SETTLEMENT. MAKE ALL
NECESSARY REPAIRS IMMEDIATELY. REMOVE ALL TRASH AND OTHER DEBRIS
FROM THE SKIMMER AND POOL AREAS.
6. FREEZING WEATHER CAN RESULT IN ICE FORMING IN THE BASIN. SOME
SPECIAL PRECAUTIONS SHOULD BE TAKEN IN THE WINTER TO PREVENT THE
SKIMMER FROM PLUGGING WITH ICE.
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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1. SECOND LEACHATE COLLECTION SUMP AND RISER PIPE IS
OPTIONAL FOR CONSTRUCTION.
2. LEACHATE COLLECTION SUMP PLAN DENOTES SURFACE OF HDPE
GEOMEMBRANE LINER.
B 3. BEND PIPE OR PROVIDE FITTING AS REQUIRED TO ALIGN
CONNECTION PIPE WITH SUMP PUMP AND SIDESLOPE RISER.
ALSO BEND OR PROVIDE FITTING AS REQUIRED TO ALIGN
LEACHATE COLLECTION PIPE WITH SIDESLOPE CLEANOUT RISER.
/0
COARSE AGGREGATE
AASHTO NO. 57 OR NO. 67 STONE
AGGREGATE TO BE EXPOSED PRIOR
TO WASTE PLACEMENT
35 LEACHATE COLLECTION PIPE
C700 N.T.S.
"Alk
LEACHATE COLLECTION SUMP AND RISER PLAN
N.T.S.
6"
(TYP.)
A-0-J
8"0 SDR-11
HDPE PIPE
ALL HOLES %"0
a
ILV
SECTION A -A
PERFORATION PATTERN
36 PERFORATED LEACHATE COLLECTION PIPE
C700 N.T.S.
4"x4" POST PAINTED BLUE
LABELED LEACHATE PIPE CLEANOUT
IN 2" BLACK LETTERS (TOP 3" OF
NOTES: v\ \ r\ \ r\ \ v\ . v. . " . ,. ..
1. LEACHATE COLLECTION PIPES SHALL BE CLEANED UPON INCIDENCE OF
DECREASED (50%) FLOW FROM A PARTICULAR COLLECTION PIPE. FLOW WILL BE
DOCUMENTED AND COMPARED FOR 60 DAYS TO FLOWS FROM SIMILAR CELLS
WITH SIMILAR WASTE VOLUMES. DIURNAL FLOWS FROM INDIVIDUAL COLLECTION
PIPES MUST BE CONSIDERED. SHOULD THE COMPARISON INDICATE BLOCKAGE IN
A PARTICULAR PIPE, IT SHALL BE CLEANED.
2. LEACHATE COLLECTION PIPES SHALL BE HYDRAULICALLY CLEANED USING HIGH
PRESSURE WASHERS AS NEEDED.
3. LEACHATE CLEANOUT WILL BE VISUALLY INSPECTED ANNUALLY
38 LEACHATE CLEANOUT
C700 N.T.S.
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42 TYPICAL HDPE LEACHATE
C701 SUMP PUMP HOUSING
(TYP.)
LEACHATE PUMP AND --,-
DISCHARGE HOSE ON
TROLLEY /
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1" THICK HDPE FLAT STOCK
36 PERFORATED LEA(
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C70 N.T.S.
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PUMP POWER CABLE AT 5' INTERVALS SIDESLOPE RISER (TYP.)
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41 LEACHATE COLLECTION RISER SECTION
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WASTE
COLLECTION PIPE
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COVER OVER SUMP AREA
36
18" SOLID HDPE SDR-11
SIDESLOPE RISER PIPE
2" HOSE WITH 1 /8" STAINLESS STEEL
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HOSE USING NYLON CABLE TIES.
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4o LEACHATE COLLECTION SUMP AND RISER PROFILE
C70 N.T.S.
NOTE:
1. LEACHATE COLLECTION SUMP PUMP SHALL BE INSTALLED IN ONE RISER PIPE.
THE SECOND LEACHATE SUMP PUMP MAY BE INSTALLED IN SECOND SIDESLOPE
PIPE BASED ON RISER PERFORMANCE, CURRENT LEACHATE PERFORMANCE, AND
LANDFILL OPERATIONS.
I A \ 1 O 'P furl— 1 I nUrC rlrr-
SECTION A —A
PERFORATION PATTERN
42 TYPICAL HDPE LEACHATE SUMP PUMP HOUSING
C70 N.T.S.
43 CLOSURE SYSTEM RISER PIPE PENETRATION
C70 N.T.S.
8"0 SOLID HDPE SDR-11
SIDESLOPE RISER CLEANOUT
(PROJECTED)
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CCO❑
PROVIDE HDPE FLANGED FITTING
AND HDPE BLIND FLANGE AT END
OF CLEAN OUT RISER
8"0 SOLID HDPE SDR 11- U
LEACHATE COLLECTION
PIPE CLEANOUT RISER
4"0 HDPE VENT PIPE
2"0 HOSE (OR FLEXIBLE PIPE)
WITH 1 /8" STAINLESS STEEL
PULLOUT CABLE. ATTACH PUMP
POWER CABLES AND CONTROL
CABLES AT 5' INTERVALS TO
DISCHARGE HOSE USING NYLON
CABLE TIES.
4"x4"x"
PLATE
H2
H1
SQUARE
BLIND FLANGE (FOR
FUTURE CELL CONNECTION)
I I
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RISER PIPE CONTROL PANEL C�0❑
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3/4" THREADED ROD W/HEX NUTS
9"(MIN.)
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N
D (MIN.
THICKESS)
STANDARD CONCRETE BLOCKING
FOR HORIZONTAL BENDS (TYP.)
VERTICAL BENDS
-UNDISTURBED EARTH
CONCRETE BLOCKING
H2
MIN. BEARING
AGAINST PIPE
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PADDL
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R (TYP.)
3/8"0 SS THREADED
COUPLING
STAINLESS STEEL BOLTS,
RS AND NUTS (TYP.)
45 RISER BULKHEAD AND FITTINGS
C70 N.T.S.
V
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CONCRETE all, NOTE: DIMENSIONS
BLOCKING ARE ONTROLLED BY
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AS OPPOSITE SIDE EDGE OF TRENCH\j MAIN
C' = BRANCH = C'
PLUG
2" D.I. PIPE STRUT II \
12
1 6"
H2
H1
TEES, CROSSES, & PLUGS
D (MIN. THICKNESS)
UNDISTURBED EARTH
V (MIN. BEARING
AGAINST TRENCH WALL)
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8" (MIN.)
CONCRETE
BLOCKING
NOTE:
CONCRETE THRUST BLOCKS MUST
BE CURED A MINIMUM OF 96 HOURS
BEFORE PRESSURIZING THE PIPING.
SECTION G-G
TABLE OF DIMENSIONS FOR CONCRETE BLOCKING
TYPE
TEES, CROSSES & PLUGS
90' BENDS
45' BENDS
22 1/2' BENDS
11 1/4' BENDS
TYPE
PIPE
SIZE
H1
H2
V
D
Cu.
FT
H1
H2
V
D
CU.
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H2
V
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CU.
FT
H1
H2
V
D
CU.
FT
H1
H2
V
D
CU.
FT
PIPE
SIZE
4"
28"
16"
16"
16"
3.3
24"
14"
12"
12"
1.6
16"
12"
10"
12"
1.0
12"
10"
9"
12"
0.7
10"
10"
8"
12"
0.6
4"
49 CONCRETE THRUST BLOCKING FOR FORCEMAINS
C70 N.T.S.
FLOW TOTALIZER
(OPTIONAL) UTILITY
45 RISER BULKHEAD AND FITTINGS PANEL
C70
CONCRETE HEADWA L
• • / • • � PUMP
CONTROLLER
• • PANEL
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C70 N.T.S.
4"0 PVC GATE VALVE
3'
3'0 SDR17 HDPE BARREL SUMP
4"0 ELBOW
z 4"0 SDR17 HDPE PIPE
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1'
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C70 N.T.S.
FINISHED GRADE
ALL PIPING SHALL
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PLACE ADDITIONAL COVER
SOIL BENEATH THE
CLEANOUT CONNECTION
HDPE LEACHATE CLEANOUT PIPE
3' (MIN.)
0
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8" (MIN.)
EXISTING GROUND
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/
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SOIL BACKFILL
METALLIC PIPE
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3"-6" (MAX.)
LEACHATE FORCEMAIN AND
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C70 N.T.S.
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HDPE REDUCING TEE
ANCHOR TRENCH
5o BARREL SUMP AND CLEANOUT CONNECTION
C70 N.T.S.
PERIMETER ACCESS ROAD
PERIMETER CHANNEL
NORTH CAROLINA
BOARD OF EXAMINERS
FOR ENGINEERS AND
SURVEYORS LICENSE
NO. C-3035
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EXISTING MINOR CONTOUR
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1. EXISTING TOPOGRAPHY WITHIN WASTE CONNECTIONS PROPERTY WAS 9 // /�i/�� ) � / / //// / / ///�/// //// //� lei/ // //� / // / / ////////' // //// // / ;/// //'i///Ol/ j/ / �i// / / // - NO. C-3035
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2. LIDAR TOPOGRAPHY OUTSIDE WASTE CONNECTIONS PROPERTY WAS L✓J / 300 \ / / / 1 /`�\`< < ( l / / / i % ///// //%/ / / �\ j l l l I �/ ll l/Ill/l ll % / / / /// l / ///� �/ / \ �l +0 r`:*
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3. SEASONAL HIGH WATER TABLE POTENTIOMETRIC CONTOURS ARE
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LEGEND
PROPERTY LINE
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EXISTING STREAMS
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EXISTING MAJOR CONTOUR
EXISTING MINOR CONTOUR
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EXISTING LEACHATE FORCEMAIN
100-YEAR FLOODPLAIN
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MAJOR CONTOUR
300
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BORING NUMBER MW-19S
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
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20 40 60 80
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35
20 40 60 80
285
1
Tan ROCK FRAGMENTS, dry, hard, (ROCK)
SS
0
50-0
9
Bottom of boring at 38.5 feet.

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER MW-20S
��� 1900 A Center Park Drive PAGE 1 OF 2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/14/17 COMPLETED 4/14/17 GROUND ELEVATION 309.00 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 18.7 ft / Elev 290.3 ft
NOTES 576hrs AFTER DRILLING 18.1 ft / Elev 290.9 ft
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A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
305
Orange to tan clayey SILT, trace rock fragments, dry, soft,
(RESIDUAL SOIL)
Orange SILT, dry, soft, (RESIDUAL SOIL)
Gray to orange clayey SILT, dry, hard, (WEATHERED ROCK)
Dark gray to orange cemented SILT, dry, hard, (WEATHERED
ROCK)
1 Light gray sandy SILT, moist, soft, (RESIDUAL SOIL)
Dark red to light gray SILT, moist-, soft, (RESIDUAL SOIL)
Orange to gray sandy SILT, moist, hard, (WEATHERED ROCK)
Orange to gray SILT, with rock fragments, wet, hard, Wet split
spoon., (ROCK)
5
SS
1
100
2-3-3
(6)
X2
SS
100
6-8-11
(19)
300
10
SS
3
100
11-8-12
(20)
295
15
SS
4
33
15-32-46
(78)
290
20
SS
5
80
22-24-20
(44)
285
25
SS
6
50
8-27-50-3
(77)
280
30
SS
7
20
50-2
275
35NSS
10
50-0
(Continued Next Page)

BORING NUMBER MW-20S
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
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A SPT N VALUE A
0
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20 40 60 80
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w v
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20 40 60 80
w
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m
0 z
w
<
w
❑ FINES CONTENT (%) ❑
35
20 40 60 80
Bottom of boring at 35.9 feet.

BORING NUMBER PZ5-1 D
& Environmental Consultants, Inc.
PAGE 1 OF 2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/10/17 COMPLETED 4/21/17 GROUND ELEVATION 316.22 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 18.5 ft / Elev 297.7 ft
CEC REP EHS CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (18.5' bgs). Core to water table. 7-408hrs AFTER DRILLING 36.3 ft / Elev 280.0 ft
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MATERIAL DESCRIPTION
a
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0
wv
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20 40 60 80
El FINES CONTENT (%) El
w
2Z
<
W
0Z
0
20 40 60 80
315
Tan to orange coarse to medium SILT, trace rock fragments, dry,
SS
4-6 11
stiff, (RESIDUAL SOIL)
1
100
(17)
Tan fine to medium SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
5
FS2S
8
50-5
310
Tan fine to medium SILT, trace rock fragments, dry, hard,
(WEATHERED ROCK)
10
SS
3
0
50-1
305
Tan fine to medium SILT, some rock fragments, dry, hard,
(WEATHERED ROCK)
15
SS
4
0
50-1
300
-----------------------------
Tan fine SILT, and rock fragments, dry, hard, (ROCK)
20
SS
0
50-0
5
295
Tan to gray SILTSTONE, moderately weathered, slightly broken,
25
massive, Vertical and sub -horizontal highly fractured rock with FeMn
290
staining.
NQ
90
1
(21)
Tan to gray SILTSTONE, moderately weathered, slightly broken,
30
massive, Competent rock with high angle and sub -horizontal fractures.
285
Color change to gray at 28' bgs.
NQ
100
2
(74)
Gray to tan SILTSTONE, slightly weathered, massive, Weathered on
35
(Continued Next Page)

BORING NUMBER PZ5-1 D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
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A SPT N VALUE A
0
U
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>-
(0 w
20 40 60 80
~
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o O
MATERIAL DESCRIPTION
=
a
Lu
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> 0
0? Q
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Q�
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20 40 60 80
0
2 Z
0
0 Z
w
<
W
❑ FINES CONTENT (%) ❑
35
20 40 60 80
surface to tan. Medium sub -horizontal fractures with staining in
280
Y fractures. One large quartz filled fracture.
-
NQ
100
3
(98)
" "
`Gray to tan SILTSTONE, slightly weathered, broken, massive _ _
40
275
NQ
100
4
(72)
Bottom of boring at 42.3 feet.

Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-2S
,H�� 1900 A Center Park Drive PAGE 1 OF 2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/7/17 COMPLETED 4/7/17 GROUND ELEVATION 287.63 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 6.9 ft / Elev 280.7 ft
NOTES 744hrs AFTER DRILLING 6.7 ft / Elev 280.9 ft
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MATERIAL DESCRIPTION
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w
0? Q
m0>
0z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
285
Brown SILT, moist, Organic material, (RESIDUAL SOIL)
Ts's2-1-1
100
(2)
Tan to orange to red SILT, with saprolite, dry, soft, Saprolitic gray
layers, (RESIDUAL SOIL)
5
2S
100
5 7-10
(17)
280
Tan to gray SILT, with saprolite, dry, stiff, (RESIDUAL SOIL)
10
SS
F3
100
11-16-18
(34)
275
Orange to tan sandy SILT, dry, dense, (WEATHERED ROCK)
15
SS
4
60
44-50-1
(51)
270
Orange to black silty SAND, and silty, clay moist, dense,
(WEATHERED ROCK)
20
SS
5
50
37-50 3
(53)
265
Dark gray SANDSTONE FRAGMENTS, moist-, dense,
(WEATHERED ROCK)
25
SS
6
33
50-5
260
Dark gray SANDSTONE FRAGMENTS, moist-, hard, (WEATHERED
ROCK)
30
SS
7
33
50-4
255
Dark gray to pink SANDSTONE FRAGMENTS, dry, hard,
RSS
(WEATHERED ROCK)
35
(Continued Next Page)

BORING NUMBER PZ5-2S
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
}
>-
(0 w
20 40 60 80
~
o O
=
a
Lu
of
> 0
0? Q
PL LL
>
Q�
MATERIAL DESCRIPTION
wv
J
o-D
0-
20 40 60 80
0
2 Z
0
m0>
0 z
w
<
El FINES CONTENT (%) El
35
20 40 60 80
250
Light gray cemented SANDSTONE FRAGMENTS, dry, hard,
W33
50-4
(WEATHERED ROCK)
40
SS
9
0
50-2
Light gray SANDSTONE, wet, hard, Wet spoon, (ROCK)
245
SS
0
50-0
10
Bottom of boring at 43.5 feet.

fl—j—A—Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-3S
��� 1900 A Center Park Drive PAGE 1 OF 1
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/7/17 COMPLETED 4/7/17 GROUND ELEVATION 287.60 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 28.9 ft / Elev 258.7 ft
NOTES 744hrs AFTER DRILLING 29.9 ft / Elev 257.8 ft
p
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Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
o-D
2z
<
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> 0
0-
0
W
w
0? Q
m0>
0z
A SPT N VALUE A
20 40 60 80
PL LL
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
285
Orange to tan silty CLAY, dry, loose, (RESIDUAL SOIL)
KSjs
100
3-3-4
(7)
Red to orange SILT, dry, stiff, (RESIDUAL SOIL)
5
SS
2
100
6-9-13
(22)
280
Dark red SILT, dry, stiff, (RESIDUAL SOIL)
10
SS
3
100
4-6-10
(16)
275
Red to tan SILT, trace sandstone fragments, dry, dense,
(WEATHERED ROCK)
15
SS
4
100
2-13-25
(38)
270
Light brown SILT, dry, hard, (WEATHERED ROCK)
20
SS
5
100
9-21-50-4
(71)
265
Light brown to orange SILT, trace sandstone fragments, moist,
dense, (WEATHERED ROCK)
25
SS
6
100
21-21-26
(47)
260
1 Light gray to pink SILT, trace sandstone fragments, dry, hard,
- (WEATHERED ROCK)____________________
Light gray SANDSTONE, dry, hard, (ROCK)
30
SS
7
50
6-50-3
53
Bottom of boring at 31.6 feet.
SS
17
50-0
8

fj_j_A_Civil & Environmental Consultants, Inc. BORING NUMBER PZ5-4D
��� 1900 A Center Park Drive PAGE 1 OF 2
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/4/17 COMPLETED 5/1/17 GROUND ELEVATION 319.62 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 27.0 ft / Elev 292.6 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES Temp. piezometer dry at AR (27' bgs). Core to water table. 7-168hrs AFTER DRILLING 36.5 ft / Elev 283.1 ft
p
~
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U
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Q�
0
MATERIAL DESCRIPTION
=
a
wv
0
w
}
Lu
J
aD
2Z
<
o
of
> 0
0-
0
W
w
0 ? Q
m0>
UZ
A SPT N VALUE A
20 40 60 80
PL �L
20 40 60 80
El FINES CONTENT (%) El
20 40 60 80
Pink to red SILT, dry, loose, Three inches of organic sandy silt,
(RESIDUAL SOIL)
KSS
1
100
3-3-4
(7)
315
Yellow to tan to gray SILT, dry, medium dense, (RESIDUAL SOIL)
5
2S
100
5-1319
(32)
310
Pink to tan mottled SILT, dry, dense, (WEATHERED ROCK)
10
SS
3
100
9-16-24
(40)
305
Gray cemented SILT, some rock fragments, dry, hard,
(WEATHERED ROCK)
15
SS
4
50
39-50-3
(53)
300
Gray cemented SILT, some rock fragments, dry, hard,
(WEATHERED ROCK)
20
SS
5
33
34-50-1
(51)
295
Gray ROCK FRAGMENTS, dry, hard, (WEATHERED ROCK)
25
SS
6
0
50-2
17
Gray ROCK FRAGMENTS, dry, hard, (ROCK)
SS
7
0
50-0
290
30
Tan SILTSTONE, slightly weathered, slightly broken, massive, Vertical
with sub -horizontal fractures and angled bedding. FeMn staining in
NQ
92
between fractures.
1
(58)
285
35
(Continued Next Page)

BORING NUMBER PZ5-4D
- ` Civil & Environmental Consultants, Inc.
,-
1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
>-
cn w
20 40 60 80
~
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=
a
> 0
0? Q
PL LL
>
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MATERIAL DESCRIPTION
wv
J
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0-
20 40 60 80
0
2 Z
0
m0>
0 Z
w
<
W
❑ FINES CONTENT (%) ❑
35
20 40 60 80
Tan SILTSTONE, moderately weathered, slightly broken, massive,
Semi -competent rock with sub -horizontal fractures
NQ
86
2
(77)
280
40
Gray SILTSTONE, fresh, massive, Competent rock with horizontal
fractures.
NQ
97
3
(90)
Gray SILTSTONE, moderately weathered, slightly broken, massive,
---------------------------------
Semi -competent rock with sub -horizontal fractures. FeMn staining in
between fractures.
Bottom of boring at 43.1 feet.
NQ
86
4
(70)

BORING NUMBER PZ5-5S
& Environmental Consultants, Inc.
PAGE 1 OF 1
fff—J—A—Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 4/7/17 COMPLETED 4/7/17 GROUND ELEVATION 283.38 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger BEFORE CORING NA
CEC REP MBG CHECKED BY EHS TAT END OF DRILLING 10.5 ft / Elev 272.9 ft
NOTES 744hrs AFTER DRILLING 15.7 ft / Elev 267.7 ft
w
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A SPT N VALUE A
p
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=
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20 40 60 80
PL LL
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MATERIAL DESCRIPTION
a
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J
> 0
0? Q
Q�
0
wv
o-D
0-
0
m0>
20 40 60 80
El FINES CONTENT (%) El
w
2z
<
W
0z
0
20 40 60 80
Dark brown silty CLAY, moist, soft, (RESIDUAL SOIL)
SS
2-1-1
1
100
(2)
280
Light ray to orange cemented SILT, dry, very dense, (WEATHERED
ROCK)
SS
38 45 50 4
5
2
100
(95)
275
Light gray SAND AND ROCK FRAGMENTS, dry, hard,
(WEATHERED ROCK)
10
SS
1
3
0
50-1
270
Light gray SAND AND ROCK FRAGMENTS, dry, hard,
(WEATHERED ROCK)
15
SS
17
4
0
501
265
Gray to orange silty SAND AND ROCK FRAGMENTS, wet, hard,
(WEATHERED ROCK)
20
SS
8-17-21
5
77
(38)
260
Light gray cemented SILT, with rock fragments, wet, hard, Wet split
spoon, (WEATHERED ROCK)
25
SS
14-11-50-6
6
50
(61)
------------------------------
Dark gray ROCK FRAGMENTS, wet, hard, (ROCK)
255
Bottom of boring at 28.5 feet.
�S
0
50-0

BORING NUMBER PZ5-5D
& Environmental Consultants, Inc.
PAGE 1 OF 2
fj_j_A_Civil
��� 1900 A Center Park Drive
Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
DATE STARTED 5/3/17 COMPLETED 5/3/17 GROUND ELEVATION 283.72 ft BACKFILL
DRILLING CONTRACTOR Summit Engineering WATER LEVELS:
DRILLING METHOD Hollow Stem Auger & NQ Core Z-7 BEFORE CORING 17.0 ft / Elev 266.7 ft
CEC REP MBG CHECKED BY EHS AT END OF DRILLING NA
NOTES 7-120hrs AFTER DRILLING 10.8 ft / Elev 272.9 ft
w
o
A SPT N VALUE A
p
U
}
w
20 40 60 80
~
o O
=
a
Lu
of
> 0
0? Q
PL LL
>
¢�
MATERIAL DESCRIPTION
wv
J
aD
0-
20 40 60 80
�
2Z
U
m0>
0Z
w
<
W
El FINES CONTENT (%) El
0
20 40 60 80
280
5
275
10
270
15
Q
265
20
Tan SILTSTONE, completely weathered, very broken, massive, Highly
fractured rock with vertical and sub -horizontal fractures.
NQ
95
1
(80)
260
25
Tan SILTSTONE, slightly weathered, massive, Medium to
sub -horizontal fractures.
NQ
84
2
(84)
255
30
Tan SILTSTONE, completely weathered, very broken, massive, Highly
fractured rock with vertical and sub -horizontal fractures.
NQ
92
3
(68)
250
35
(Continued Next Page)

BORING NUMBER PZ5-5D
- ` Civil & Environmental Consultants, Inc.
,- 1900 A Center Park Drive PAGE 2 OF 2
' �A Charlotte, NC 28217
CLIENT Anson Waste Management Facility PROJECT NAME Phase 5 Landfill Expansion Area
PROJECT NUMBER 165-276 PROJECT LOCATION Anson County, NC
w
o
A SPT N VALUE A
0
U
>-
cn w
20 40 60 80
~
o O
=
a
Lu
of
> 0
0? Q
PL LL
>
Q�
MATERIAL DESCRIPTION
wv
J
o-D
0-
20 40 60 80
0
2 Z
0
m0>
0 Z
w
<
W
❑ FINES CONTENT (%) ❑
20 40 60 80
Tan to gray SILTSTONE, fresh, massive, Highly competent rock with
horizontal fractures. Color change to gray at 32' bgs.
Bottom of boring at 35.0 feet.
NQ
98
4
(98)