9606_WayneCoMSW&CDPermitRenewalRev1_DIN25879_20160404.pdf

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TABLE OF CONTENTS

PART 1 (MSWLF)................................................................................................................................................4
1.0 ENGINEERING PLAN ...................................................................................................................................5
1.1 Analysis of the Facility Design and Landfill Capacity ................................................................................6
1.1.1 Base Liner System Standards............................................................................................................8
1.1.2 Horizontal Separation Requirements ...............................................................................................13
1.1.3 Vertical Separation Requirements ...................................................................................................13
1.1.4 Location Coordinates and Survey Control .......................................................................................13
1.1.5 Sedimentation and Erosion Control Plan .........................................................................................13
1.1.6 Cap System Standards ....................................................................................................................13
1.1.7 Leachate Storage Requirements......................................................................................................14
1.1.8 Existing Landfill Leachate Permit and Flow Data.............................................................................14
1.1.9 Foundation, Settlement, and Slope Stability Analysis......................................................................38
1.1.10 Applicable Location Restriction Demonstrations............................................................................38
2.0 OPERATION PLAN .....................................................................................................................................39
2.1 Introduction..............................................................................................................................................40
2.2 Operational Requirements.......................................................................................................................42
2.3 Appendix I - Waste Screening Plan.........................................................................................................52
2.4 Appendix II - Alternate Cover Materials (ACM) .......................................................................................61
2.5 Appendix III - Explosive Gas Control Plan (MSW and C&D)...................................................................64
2.6 Appendix IV - Leachate Collection System Inspection Log.....................................................................65
2.7 Appendix V - Surface and Groundwater Monitoring Plan........................................................................66
2.8 Appendix VI – Corrective Action For Leachate Break-Outs....................................................................74
2.9 Appendix VII-Solid Waste Management Facility Fire Occurrence Notification Form..............................76
2.10 Engineering/Operation Drawings...........................................................................................................78
2.10.1 Title Sheet ......................................................................................................................................78
2.10.2 Index Sheet ....................................................................................................................................78
2.10.3 Existing Conditions (MSW).............................................................................................................78
2.10.4 5 Year Fill Plan (MSW)...................................................................................................................78
2.10.5 5 Year Fill with Gas Collection Wells (MSW).................................................................................78
2.10.6 Operation Details............................................................................................................................78
2.10.7 Existing Conditions (C&D)..............................................................................................................78
2.10.8 5 Year Fill Plan (C&D)....................................................................................................................78
2.10.9 5 Year Fill with Gas Collection Wells (C&D) ..................................................................................78
2.10.10 Baseline Profiles and Cross Sections (MSW/C&D) .....................................................................78
3.0 CLOSURE PLAN.........................................................................................................................................79
3.1 Introduction..............................................................................................................................................80
3.2 Closure Cap System................................................................................................................................81
3.2.1 Conformance Testing for Interface Friction Angles of Capping Materials .......................................81
3.3 Closure Cohesive Soil Cap......................................................................................................................82
3.4 Closure Flexible Membrane Liner Method of Deployment ......................................................................85
3.5 Closure Flexible Membrane Liner Tests..................................................................................................90
3.6 Closure Protective Cover.........................................................................................................................95
3.7 Closure Gas Venting System...................................................................................................................98
3.8 Closure Construction Quality Assurance (CQA)......................................................................................98
3.9 Closure Costs ........................................................................................................................................100
4.0 POST CLOSURE PLAN............................................................................................................................102
4.1 Introduction............................................................................................................................................103
4.2 Post Closure Costs................................................................................................................................105
4.3 Potential Assessment and Corrective Action (PACA) Estimate............................................................106
5.0 FINANCIAL ASSURANCES......................................................................................................................107

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PART 2 (C&DLF and LCID)............................................................................................................................108
1.0 ENGINEERING PLAN ...............................................................................................................................109
1.1 Analysis of the Facility Design and Landfill Capacity (C&DLF).............................................................110
1.1.1 Location Coordinates and Survey Control .....................................................................................111
1.1.2 Sedimentation and Erosion Control Plan .......................................................................................111
1.1.3 Cap System Standards ..................................................................................................................111
1.2 Analysis of the Facility Design and Landfill Capacity (LCID).................................................................112
2.0 OPERATION PLAN ...................................................................................................................................113
2.1 Construction and Demolition Landfill Facility (C&DLF) .........................................................................114
2.2 Operational Requirements.....................................................................................................................115
2.3 Engineering/Operation Drawings – C&D [see Part 1(MSWLF), Section 2.10]......................................121
2.4 Land Clearing and Inert Debris Landfill Facility (LCID) .........................................................................121
2.5 Operational Requirements.....................................................................................................................122
2.6 Operation Plans for Tear-off Shingles, Passive Composting, and Inert Debris Storage
and Processing.....................................................................................................................................122
2.7 Engineering/Operation Drawing-LCID...................................................................................................152
2.7.1 LCID Landfill Fill Plan and Cross-Section ......................................................................................152
3.0 CLOSURE PLAN.......................................................................................................................................153
3.1 Introduction............................................................................................................................................154
3.2 Closure Cap System..............................................................................................................................155
3.3 Closure Cohesive Soil Cap....................................................................................................................155
3.4 Closure Erosive Layer ...........................................................................................................................158
3.5 Closure Gas Venting System.................................................................................................................158
3.6 Closure Construction Quality Assurance (CQA)....................................................................................159
3.7 Closure Costs ........................................................................................................................................160
4.0 POST CLOSURE PLAN............................................................................................................................162
4.1 Introduction............................................................................................................................................163
4.2 Post Closure Costs................................................................................................................................165
5.0 FINANCIAL ASSURANCES......................................................................................................................167
APPENDIX A ...................................................................................................................................................168
Airspace Calculations ..................................................................................................................................168
Revised Facility Drawings............................................................................................................................168
Current Air Quality Permits ..........................................................................................................................168
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2.2.3 HELP Model
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INSERT FIRST HELP MODEL
STANDARD LINER SYSTEM (Alt. 1)
PHASE 3 OPEN 1st YEAR
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INSERT SECOND HELP MODEL
STANDARD LINER SYSTEM (Alt. 1)
PHASE 3 OPEN 5 YEARS w/25 FT. OF SOLID WASTE
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INSERT FINAL HELP MODEL
STANDARD LINER SYSTEM (Alt. 1)
PHASE 3 CLOSED

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INSERT FIRST HELP MODEL
ALTERNATE LINER SYSTEM (Alt. 2)
PHASE 3 OPEN 1st YEAR
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INSERT SECOND HELP MODEL
ALTERNATE LINER SYSTEM (Alt. 2)
PHASE 3 OPEN 5 YEARS w/25 FT. OF SOLID WASTE
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INSERT FINAL HELP MODEL
ALTERNATE LINER SYSTEM (Alt. 2)
PHASE 3 CLOSED
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WELL ABANDONMENT RECORI)
1. Well Contractor Information:
Gerald R. Eister
Wel[ Contraelor Nffie (or well owner trrcnonally abadoning well on his,trer prcperty)
2394-A
NC Well Conkactor Certiflcation Nurnber
Bridger Drilling Entrp., lnc. dba Carolina
Compay Nme
2. Well Construction Permit #:
Lisl qll applicable well cowtruction pemils (i.e. Counq), State, Vdriqnce, etc.) if known
3. Well use (check well use):
4. Ilate wel(s) rbandonedl
5a. Well location:
614113
Wayne County Landfill
Fo Int€mal Ilse ONLY:
WEI,L ABANDONMENT DETAILS
7a. Number ofwells being abandor"d, 1
For nultiple injection or non-water supply wells ONLY with the same
coilttmctioruAbqndomenL you can submit one form.
7b. Appmximate volume of water remaining in well(s): 0 (gaf.y
FOR WATER SfIPPLY WELLS ONLY:
7c. 'fype of dis:nfectant useO: 4?
7d. Amount ol disinfectatrt ,."a, fl/8
7e. Seling mterials used (check all that apply):
E Neat Cement Grout
tr SandCementGrout
E Concrete Grout
tr Specialty Grout
n Bentonite Slurry
tr Bentonite Chips or Pellets
tr DryClay
n Drill Cuttings
n Gravel
tr Other (explain under 7g)
Facility/Owno Nare
460 B South Landfill Rd
Facility ID# (if applicable)
- Dudley, NC 28333
Physical Ad&ess, City, Mdzip
Wayne
Counl/ PrcelldentificationNo. (PIN)
5b. Latitude and longitude in degrees/minuteVseconds or decimal degrees:
(ifwell field, one lat/long is sufrcief,t)
35.29629 N 78.06757
COITSTRUCTION DETATLS OF WELL(S) BE[\G ,4BANDOIIIED
Anach vell cowtmction record(s) f a,ailable. F'or mhiple injection or non:\9ater supply
wells ONLY yyith the sw conttmcliotu)obqndonment, you cm subnit ofle fow.
6a.WellID#: MW-1
6b. Totalwell deptt, 25 (tt;
6c. Borehole dia*"t"", flh (io.1
6d. Water tevel below ground .u.rr"", 18'84 1r,.;
6e. Outer casing length (if known), ffOfle (n.)
6f. Inner casing/tubing length (if knolyn): 20 ,O.,
69. Scren length (if known):
Fom GW-30
7f. For each material selected above, prcvide amount of nraterials used:
94 lb porUand cement, 6 gal water, 8 lb benmite
79. Provide a briefdescription of the abandonment procedure:
pressure tremie grout
6nan3
Srgnatue of Cerlilied Well Contractor or Well Owner Date
By signing this form, I hereby certify that the well(s) wu (*ere) abandoned in
accordance with I 5A NCAC 02C .0100 or 2C .0200 Well Cons*ilction Standards
and that a copy ofthis record has been provided to the well owner.
9. Site diagram or additional well details:
You may use the back ofthis page to provide additional well site details or well
abandoment delails. You may also attach additional pages if necessary.
SUBMITTAL INSTRUCTIONS
l0a. For All Wells: Submit this form within 30 days of completion of well
abandonment to the following:
Division of Water Quality, Information Processitrg Unit,
1617 Mail Service Center, Raleigh, NC 27699-1617
IOb. For Iniection \Uells: In addition to sending the form to the address in lOa
above, also submit one copy of this form within 30 days of completion of well
abandonment to the following:
Division of Water Quality, Underground Injecfion Control Program,
1636 Mail Service Center, Raleigh, NC 27699-1616
l0c. For Water Sunnlv & Iniecfion Wells: ln addition to sending the form to
the address(es) above, also submit one copy of this form within 30 days of
completion ol well abandonment to the county health department of the county
where abandoned.
w
5 (fr)
Water Supply Well:
trAgricultural LMunicipal/Public
nGeothermal (HeatingiCooling Supply) lResidential Water Supply (single)
trhdustrial/Commercial trResidential Water Supply (shared)
Non-Water Supply \ilell:
nAquifer Recharge nGroundwater Remediation
nAquifer Storage and Recovery nSalinity Bamer
trAquifer Test lstormwater Drainage
lErperimental Technology nSubsidence Control
nGeothermal (Closed lnop) [Tmcer
8. Certification:
Signatue of Certified Well Contractor or Well Owner
Not'tlt Cdina Department of Environment ed Nah[al Rsouces - DivisioD of Water Quali6,Revised Mech 20 I 3
WF I,I, CONSTRUCTION RECORI)
This fom cm be used for sirgle or multiple wells
l. Well Contractor Inforrration:
Gerald R. Eister
Well Contraetor Nee
2394-A
NC W€ll Contractor Cutification Nmber
Bridger Drilling Entrp., Inc. dba Carolina Drilling
Compay Nme
2- \l'ell Construction Permit #:
List all qpplicoble well constmction permits (i.e. County, Stdte, Vatidnce, elc')
3. WeII flse (check well use):
4. Date Well(s) ComPleted:614113 Well #MW-1R
5. WeIl Location:
Wayne County Landfill
For Intemal Use ONLY:
6t10113
Facility/omer Nare
460 B South Landfill Rd
Facility ID# (if appticable)
Du(ley, NC 28333
Physical Address, Cit-v, md ZiP
Wayne
Comty Prcel Idmtification No (PIN)
5b. Latitude and Longiftde in degrees/minutes/seconds or decimal degrees:
(rf well {etd, me lat/long is sufficietr)
35.2923A2 ^. 78.064366 w
6. Is (are) the well(s): EPerrnanent or nTemporary
7. Is this a repair to an existing well: [Yes or UNo
lf lhis is a reryir,lll oul krovn vell corctuclion informdtion and explaln the rulure of lhe
repair under i2 I remarl\ section or on the bqck oflhis form'
Signatue of Certified Well Contractor Date
By signing thu form, I hereby cettify that lhe well(s) was (vere) coreln)ckd in accordance
iirnise-ucli ozC .0100 or l5A NCAC 02C .0200 Well Construction Stmdar^ d1d that a
cory ofthis record ha\ been provided to the well owner.
23. Site diagram or additional well details:
You may uie the back of this page to provide additional well site detarls or well
construction details. You may also attach additional pages ifnecessary'
24. Submitlal Instructions:
8- Numtrer of wells constructed: 1
For rulliple injection or non-vater supply wells ONLY vith the sme confilactim, you cqil
submit one Jbrm.
9. Totalwell depth lrclow land "r*r^"",
T fl--
For mulriple vells list atl dePths tf dtferent (ewmple- 3@200' Mrl2@l0A')
10. Static water level below top ofcasing:
lf valer lewl is abote casing, 6e " "
23.38
11. Borehole dia-"t"., 8'5 (in.)
12. well construction mettoo' ?U9€f
(i.e. auger, rotary, cable, direct pulr. etc )
tsr \ 24x For All WeUs: Submit tlis form within 30 days of completion of well
(ft )
construction to the followrng:
Division of Water Quelity, Information Processing Unit'
1617 Mail S€wice Center, Raleigh' NC 27699-1617
24b, Eor Iniection Wetls: In addition to sending the fom to the address in 24a
ubove3lso .rb*it a copy of this form within 30 days of completion of xell
construction to the following:
Division of Weter Quality, Underground Injection Control Program,
1636 Mait Service Certer, Raleigh, NC 276991636
24c. For Water Suonlv & Geothermal Wells: In addition to sending the form to
*r. uOa."rt@r) utor", also submit one copy of this form within 30 days oi
completion of well construction to the county health department of the county
uftere constructed.
Water Supply Well:
trAgricultural trMunicipal,/Public
nceothermal (Heating/Cooling Supply) EResidentialWarerSupply (single)
nlndustrial/Commercial trResidential Water Supply (shared)
Non-Water SupPtY WelI:
ZMonitoring
Injection well:
nAquiier Recharge flGroundwater Remediation
nAquifer Storage and Recovery nSalinity Barrier
tlAquiler Test flStormwater Drainage
nExperimental Technology ESubsidence Control
nGeothermal (Closed Loop) [Tracer
trGeothermal (Heating/Cooling Retum) trOther (explain under #21 Remarks
rr' WATI"R 7,ONES
FROM ro DESCRJPTION
15.65 ft ft-
ft ft-
r s. ourr:d C.q.sING (for multi{ased wells) oR IJNE\$31pS3!!gl--
FROM TO I}IAMEflR THICJKNESS MATT,RIAI,
ft ft &
16- INNER CASING OR TUBING {geothermal clmed-loop)
-
FNOM TO NIAMEffiR THICKNI]SS M ATERIAI,
ft ft IL
ft-ft IL
t7 sa-RnEN
F'ROM TO DIA]IIETER I SLOTSTZI THICXNESS I MATERIAI
1232rL 127.32 ft 2 IL .010 sch40 pvc
ft. I fr.r
r8, GROIIT
moM TO MATFRIAI EMPI-ACEMENT METHOD & AMOUNT
0 ft,I ft.neat pressure tremie
I ft.11 ft-bentonite gravitY
I't-It
I S- SAND/GRAVEL PACK (if apDliclt le)
FROM TO MATERIAL EMPLACEMENT METHOD
11 ft.28 ft,sand in place
ff-fr.
20. DRILLING LOG (attach .ddition.I s@
FROM TO tN r..lor- hrrdn6s- soivro.k nE. cdn si4 dc.)
0 ft.fL tan sand
8 fr.12 ft tan clay
12 fL 17 fL sandy clay
17 ft,28 ft.white sand
fL ft
ft ft
ft.ft.
2I. REMARI(S
replaces MW-1
22. Certification:
13. FOR WATER SI"]PPLY WELT-S ONLY:
13a. Yield (gpm)
13tr. Disinfection
Method of test:
Amount:type:
FomGW-l North Cuolina Depdhnent of E viroflrent md Natral Resouces - Division of Water Quality Rwised Jm. 2013
Subject: RE: wayne co lf wells
From: "Ritter, Christine" <[e-mail]>
Date: 5/30/2013 3:15 PM
To: "[e-mail]" <[e-mail]>
CC: Mark Durway <[e-mail]>
DIN 19050

Jonathan and Mark‐

The proposed well replacement locaon of MW‐1R to r eplace background well MW‐1 at the Wayne County Subtle
D landfill is approved as requested. Please submit the appropriate well construcon record form for MW ‐1R and
appropriate well abandonment record for MW‐1 in accordance with NCAC 2C Well Construcon Standards an d
aer surveying the locaon of the replacement well, please modify the Ground and Surface Water Sampling and
Analysis Plan for the Wayne County Subtle D landfill with new groundwater monitoring well MW‐1R located on
figures.

The proposed well replacement of MW‐16R to replace exisng monitoring well MW‐16 at the Wayne county A cve
C&D and Closed MSWLF is approved as requested. In accordance with 15A NCAC 13B .0538 (b) (2) (J), all
piezometers within the footprint area must be overdrilled to the full depth of the boring, prior to cement or
bentonite grout placement, and the level of the grout within the boring must not exceed the elevaon o f the
proposed base grade. Please submit the appropriate well construcon record form for MW‐16R and appro priate
well abandonment record for MW‐16 in accordance with NCAC 2C Well Construcon Standards and aer surv eying
in the locaon of the replacement well, please modi fy the Water Quality Sampling and Analysis Plan for the Wayne
County Closed Unlined MSWLF and Acve C&DLD over cl osed MSWLF with new groundwater monitoring well
MW‐16R located on figures.

If you have any quesons, please do not hesitate to call me.

Thank you,
Chrisne Rier

From: Mark Durway [mailto:[e-mail]]
Sent: Friday, May 24, 2013 1:01 PM
To: Ritter, Christine
Subject: RE: wayne co lf wells

Not trying to rush you. Thanks.

From: Ritter, Christine [mailto:[e-mail]]
Sent: Friday, May 24, 2013 11:03 AM
To: Mark Durway
Subject: RE: wayne co lf wells

I will try and start reviewing it today…hopefully by early next week I will be finished.

From: Mark Durway [mailto:[e-mail]]
Sent: Friday, May 24, 2013 10:52 AM
To: Ritter, Christine
RE: wayne co lf wells
1 of 2 3/21/2016 4:52 PM
Subject: wayne co lf wells

Chrisne,
To give you an idea of meframe, JP hopes to drill the first week of June. Thank you.

D. Mark Durway, P.G.
Municipal Engineering Services Company, P.A.
PO Box 97
Garner, NC 27529
Tel (919) 772‐5393, ext. 127
Fax (919) 772‐1176
Mob (919) 924‐6400
[e-mail]

RE: wayne co lf wells
2 of 2 3/21/2016 4:52 PM
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PART 1 (MSWLF):

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SECTION 1.0

ENGINEERING PLAN

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1.1 Analysis of the Facility Design and Landfill Capacity

The Wayne County Municipal Solid Waste Landfill Facility (MSWLF), Permit number 96-06, was originally
permitted in 1998. The county currently has three Municipal Solid Waste(MSW) phases of operation permitted:
Phase 1, Phase 2 and Phase 3. The County also has two phases of Construction and Demolition Landfill
(C&DLF) permitted. The County is proposing a vertical expansion, Phase 4, on the existing permitted area of
the MSWLF and a vertical expansion, Phase 3, of the existing permitted C&DLF.

The MSW Facility consists of approximately 168.5 acres. This facility was originally designed and approved in
1998 (Phase 1), 2004 (Phase 2) and 2013 (Phase 3).

The facility consists of the Municipal Solid Waste Landfill (MSWLF) and a Construction and Demolition Landfill
(C&D). In addition to these elements several things are processed at the facility. Processing includes storage,
separation and/or grinding but not disposal of the materials processed. The processing facilities consist of
Public Drop-off Area, Scrap Tire Storage, White Goods/Appliance Storage, Recycling Facility and Yard Waste.

The MSWLF unit is located a minimum of 300’ from the property lines, 500’ from existing wells, and 100’ from
any stream, river or lake, and the post settlement subbase elevation was prepared a minimum of four feet
above the seasonal high groundwater table and bedrock. The liner system consists of a 60 mil HDPE
geomembrane liner which was installed above and in direct uniform contact with a geosynthetic clay liner and
compacted clay liner.

The County will cap their landfill within 180 days after the final receipt of solid waste. The cap system will
consist of 12 inches bridging material (temporary cover), 1.50 feet of soil liner with a permeability no greater
than 1.0 x 10-5 cm/sec, 40 mil Linear Low Density Polyethylene (LLDPE), drainage layer, 24 inches of
protective/erosive layer. All depths shall be measured perpendicular to the slope surface. The cap contains
gas venting system consisting of a series of washed stone trenches below the soil liner that will be vented
through pipes with membrane boots that penetrate the cap. The cap system will also include the proper seeding
and mulching of the erosive layer and other erosion control devices.

Landfill Capacity

The Life Expectancy calculations were calculated for Phase 4 of development (vertical expansion on Phases 2
and 3). Existing Phases 1, 2 and 3 combined are approximately 65 acres in size. Each successive phase will
vary in size due to the vertical expansion above the previously filled areas. The current footprint (65 acres) has
a permitted gross capacity of 5,365,695 cubic yards.

LIFE EXPECTANCY CALCULATIONS PHASE 4

Given:

Life expectancy is based on actual air space used from FY 2014-2015, which was 101,959 cubic yards.

Therefore using 101,959 cubic yards the first year and the waste stream growing at a 0.83% rate which is
the same annual rate the population had grown between 1990 and 2000.

Phase 4 = 561,630 cubic yards available = 5.51 years

Soil requirements for daily cover and final cap for Phase 4
(on top of Existing Phase 2 and Phase 3)

Soil needed for Daily Cover (8:1, trash:soil) = 62,403 cubic yards
Soil needed for Closure (65 acres) = 471,900 cubic yards

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Soil requirements for daily cover and final cap for Phases 1-8 (proposed 5,365,695 cubic yards of waste)

Soil needed for Daily Cover (8:1,trash:soil) = 596,188 cubic yards
Soil needed for Closure (65 acres) = 471,900 cubic yards

Overall Soil Requirements = 1,068,088 cubic yards (soil needed for closure, and daily cover)

The County's property consists of approximately 168.5 acres, of which, 143.5 acres is used for landfilling
(active and closed). As the need arises the County will construct additional borrow sites utilizing the
remaining property.

Note: All air space and soil calculation were determined by Autodesk Land Development computer
program.

MSW - ACTIVE/INACTIVE PHASING TABLE

PHASE WASTE FOOTPRINT GROSS CAPACITY STATUS
(ACRE) (CUBIC YARDS)

1, 2 and 3 65 2,133,006 ACTIVE
4 VERTICAL EXPANSION 561,630 NEW PTO REQUESTED
5 VERTICAL EXPANSION 677,195 TO BE DEVELOPED
6 VERTICAL EXPANSION 645,215 TO BE DEVELOPED
7 VERTICAL EXPANSION 667,765 TO BE DEVELOPED
8 VERTICAL EXPANSION 680,884 TO BE DEVELOPED
TOTAL 65 *5,365,695
* Total Capacity defined as the volume measured between the bottom of waste (or the top of protective
cover of landfill base system) and the top of the final cover of the landfill unit including the volume of daily
cover and final cover system.

The estimate of maximum inventory of MSW wastes on-site over the life to date of the landfill facility
is 2,133,006 cubic yards.

Estimated schedule of closure will be approximately 26 years.

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1.1.1 Base Liner System Standards

The base liner system consists of a geomembrane liner which is installed above and in direct uniform
contact with a compacted clay liner.

1. The site has met the following design requirements for Landfill subgrade.

The landfill subgrade was adequately free of organic material and consist of in situ soils.

2. The site has met the following material requirements for the Standard/Alternate Liner Systems.

The soil materials used in construction of the compacted clay liner may consist of on-site sources and
possessed adequate native properties. The soil was free of particles greater than ¾ inch in
dimension.

The compacted standard clay liner (Phases 1 and 2) are 2.0 feet thick (measured perpendicular to
slope) with a permeability not to exceed 1.0 x 10-7 cm/sec.

The compacted alternate clay liner (Phase 3) is 1.50 feet thick (measured perpendicular to slope),
with a permeability not to exceed 1.0 x 10-5 cm/sec. and is overlain by a Geosynthetic Clay Liner
(GCL) and a geomembrane liner.

The geomembrane liner material is high density polyethylene geomembrane with a thickness of 60
mils., which has a demonstrated water vapor transmission rate of not more than 0.03 gm/m2-day.
The liner and seaming materials have chemical and physical resistance not adversely affected by
environmental exposure, waste placement and leachate generation.

3. The site has met the following design requirements for the Leachate Collection System.

The Leachate Collection System is designed with stone filled trenches, collection pipes and 0.6 cm
double bonded drainage net that allows less than one foot of head on the liner.

The impingement rate on the drainage layer is at least equal to the peak monthly precipitation rate.

The geometry of the landfill controls and contains the volume of leachate generated by the 24-hour,
25-year storm.

The Leachate Collection System includes a pipe network with clean-outs, geotextile and filter fabrics.

The Leachate Collection Piping has a minimum nominal diameter of six inches.

The chemical properties of the pipe and all materials used in installation shall not be adversely
affected by waste placement or leachate generated by the landfill.

The pipe provides adequate structural strength to support the maximum static and dynamic loads and
stresses imposed by the overlying materials and any equipment used in construction and operation of
the landfill.

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Strength of Pipe Calculations:

Select the appropriate soil modulus Es (psi). For crushed rock bedding use 3000 psi.
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Maximum allowable safe deflection for flexible polyethylene pipe w/DR 17 is 5%.

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Maximum allowable safe deflection for flexible polyethylene pipe w/DR 17 is 5%.

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Maximum allowable safe deflection for flexible polyethylene pipe w/DR 17 is 5%.

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The Geosynthetic filter materials have adequate permeability and soil particle retention, and chemical
and physical resistance which is not adversely affected by waste placement, and overlying material or
leachate generated by the landfill.

All calculations for Sliding Block Stability Analysis, Foundation Settlement Calculations were provided
by ECS Carolinas, LLP, in Phases 1, 2 and 3 Permit Applications.

1.1.2 Horizontal Separation Requirements

1. The MSWLF units are located a minimum of 300' from the property lines.
2. The MSWLF units are located a minimum of 500' from existing residences/wells.
3. The MSWLF units are located a minimum of 100' from any stream, river, or lake.

1.1.3 Vertical Separation Requirements

The MSWLF units were constructed so that post settlement bottom elevation of the base liner system is a
minimum of four feet above the seasonal high ground-water table and bedrock.

1.1.4 Location Coordinates and Survey Control

Survey control coordinates are shown on the drawings and any additional information will be furnished
upon request. Any location surveys will be performed by North Carolina Professional Land Surveyor.

1.1.5 Sedimentation and Erosion Control Plan

The Sedimentation and Erosion control plan was completed for the 24-hour, 25-year storm and submitted
with Phases 1, 2 and 3 Permit Applications.

1.1.6 Cap System Standards

The County will cap their landfill within 180 days after the final receipt of solid waste. The cap system will
consist of 12 inches bridging material (temporary cover), 1.50 feet of soil liner with a permeability no
greater than 1.0 x 10-5 cm/sec, 40 mil Linear Low Density Polyethylene (LLDPE), drainage layer, 24
inches of protective/erosive layer. All depths shall be measured perpendicular to the slope surface. The
cap contains a gas venting system that consists of a series of washed stone trenches below the soil liner
that will be vented through pipes with membrane boots that penetrate the cap. The cap system will also
include the proper seeding and mulching of the erosive layer and other erosion control devices.

Prior to beginning closure, the County will notify the Division of Waste Management that a notice of the
intent to close the unit has been placed in the operating record. The County will begin closure activities
no later than thirty (30) days after the date on which the landfill receives the final wastes or if the landfill
has remaining capacity and there is a reasonable likelihood that the landfill will receive additional wastes,
no later than one year after the most recent receipt of wastes. Extensions beyond the one-year deadline
for beginning closure may be granted by the Division of Waste Management if the County demonstrates
that the landfill has the capacity to receive additional waste and the County has taken and will continue to
take all steps necessary to prevent threats to human health and the environment from the closed landfill.

The County will complete closure activities in accordance with the closure plan within 180 days following
the final receipt of waste. Extensions of the closure period may be granted by the Division of Waste
Management if the County demonstrates that closure will, of necessity, take longer than one hundred
eighty (180) days and the County has taken and will continue to take all steps to prevent threats of human
health and environment from the enclosed landfill.

Following closure of the landfill, the County will record a notation on the deed to the landfill property and
notify the Division of Waste Management that the notation has been recorded and a copy has been
placed in the operating record. The notation on the deed will in perpetuity notify any potential purchaser
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of the property that the land has been used as a landfill and its use is restricted under the closure plan
approved by the Division of Waste Management. The County may request permission from the Division
to remove the notation from the deed if all waste is removed from the landfill.

1.1.7 Leachate Storage Requirements

The County’s existing leachate lagoon was designed and built with a minimum of two feet of freeboard.
Odor and vector controls are practiced when necessary. A groundwater monitoring system has been
installed. The lagoon is protected from external damage by an 8’ high chain link fence.

The management of leachate is a major daily operational task. The generation of leachate should always
be kept to a minimum. The leachate that is generated will be pumped to the City of Goldsboro
Wastewater Treatment Plant. The leachate is treated according to the pre-treatment agreement with the
City of Goldsboro. The reason for this testing is to assure the City that the leachate will not harm the
biological processes in their treatment facility. The County also records rainfall events as they occur and
leachate generation to track the effect rainfall amounts have on the amount of leachate that is generated.

The leachate will be collected in the existing double lined lagoon, which will hold approximately 1,012,029
gallons at 8 feet deep. The Lagoon is 10 feet deep which allows for 2 feet of free board. In the event that
the lagoon fills up faster than it can be pumped by forcemain to the City of Goldsboro WWTP, the control
valves on the leachate lines can be turned off which will allow the lagoon to be drawn down. Once the
leachate levels have been lowered, the valves can be opened. Leachate will be a management problem
from the time the garbage is placed in the landfill until long after closure has taken place. Consequently,
it is imperative that stormwater be diverted away from any solid waste and managed properly.

All stormwater falling outside of the existing lined areas will be diverted away from the lined section
through the use of diversion berms and ditches. Stormwater that falls within the lined area but does not
come in contact with solid waste can be diverted to the perimeter areas of the landfill.

The County will close the leachate lagoon within 180 days after liquid collection has ceased.

All solid waste will be removed from the leachate lagoon, connecting sewer lines, and manholes. All solid
waste removed will be properly handled and disposed of according to Federal and State requirements. All
connecting lines will be disconnected and securely capped or plugged.

All waste residues, contaminated system components (composite liner system), contaminated subsoils,
structures and equipment contaminated with waste will be removed and appropriately disposed. If the
groundwater surrounding the impoundment is contaminated, other corrective actions to remediate a
contaminant plume will be performed if required by the Division. If the groundwater, surrounding the
lagoon is found not to be contaminated, the liner system may remain in place if drained and cleaned to
remove all traces of waste, and both liners punctured so that drainage is allowed. The lagoon is to be
backfilled and re-graded to the surrounding topography.

1.1.8 Existing Landfill Leachate Permit and Flow Data

The County has pumped 8,654,072 gallons of leachate from July 2014 thru June 2015 to the City of
Goldsboro Waste Water Treatment Plant.

The existing Utility Agreement between The County of Wayne and the City of Goldsboro is set to expire
on March 3, 2020. The County must submit to the Solid Waste Section a copy of the renewal agreement
on or before March 3, 2020 to retain the life of site permit of the MSWLF unit.

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1.1.9 Foundation Settlement, and Slope Stability Analysis

All calculations for Sliding Block Stability Analysis, Foundation Settlement Calculations were provided by
ECS Carolinas, LLP, in Phases 1, 2 and 3 Permit Applications.

1.1.10 Applicable Location Restriction Demonstrations

All location restrictions were handled in the site study.

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SECTION 2.0

OPERATION
PLAN

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2.1 Introduction

The County Landfill will only accept Municipal Solid Wastes (MSW) from the County. The County will perform
the proposed Phase 4 vertical expansion on the existing 65 acre Municipal Solid Waste Landfill (Phases 1, 2
and 3) according to Subtitle D requirements.

The perimeter of the lined area is marked off by 2 inch PVC pipe at 100’ intervals that are placed in the anchor
trenches. Solid waste will not be placed within four (4) feet of this boundary to assure that it is being placed
directly above the liner system so that no leachate can flow outside of this area.

All stormwater that comes in contact with solid waste will be handled as leachate. The leachate is collected in
the sump area, where it is pumped by force main to the lagoon.

Storm water that has not come in contact with waste can be removed from the landfill by pumping thru a sump
pump over the berm prior to waste being placed in the sump basin. A mobile pump can also be used to pump
storm water over the berm.

Leachate will be pumped and treated at the Goldsboro Wastewater Treatment Plant. The leachate will have to
be tested according to the pretreatment conditions outlined in the pre-treatment agreement.

The leachate lagoon will be inspected on a monthly basis and a report generated and placed in the landfill
records. The report will include the date the liner was inspected, the inspector, general observations since the
last inspection, visible abrasions, possible stress cracks, or obvious punctures. Stress cracks can occur in
wrinkles that are generated from heat expansion or contraction due to freezing. Also, the HDPE liner may
deteriorate due to ultra violet light and this can appear as an abrasion where material can be scraped away with
a hard object. If any damage or possible weak spots due to ultra violet exposure has been detected, a qualified
HDPE installation company shall be notified immediately so that a repair patch can be installed. The leachate
level shall not be allowed to exceed the depth of the damaged liner until it has been repaired and tested by the
liner installation company. Once this has been accomplished all testing documentation shall be placed in the
operating records.

Daily cover is the combination of soil and/or approved Alternate Cover Material (ACM). (See Section 2.2 for
cover requirements, see Section 2.4 for approved ACM's).

The County will monitor all areas of MSW filling for possible leachate break-outs. The County will implement a
program for corrective actions for leachate break-outs (See Section 2.8 Appendix VI). The County's
Environmental Technician is responsible for weekly inspections of the landfill for leachate breakouts and/or
eroded areas. The entire landfill operational staff is on the lookout daily for any type of breakout. If one is
spotted either by the Technician or other operational staff, they are to flag the location and contact the Assistant
Sold Waste Director and/or the Field Supervisor so that immediate corrective measures can be taken. The
inspection dates, findings and time are recorded and are part of the operating record.

The County will continue a program at the landfill for detecting and preventing the disposal of hazardous and
liquid wastes. The program consists of random inspection of incoming loads at a minimum of 1% of the weekly
traffic. Landfill personnel will be trained to recognize hazardous and liquid wastes. Records will be kept on the
training and the inspections. (See Section 2.3)

The County will monitor for explosive gases at landfill structures and the perimeter of the landfill. There are two
(2) existing methane monitoring probes at the MSWLF and three(3) existing methane probes at the C&DLF.
(see 2.5 for Explosive Gas Control Plan).

The concentration of methane and hydrogen sulfide (H2S) gases generated by the landfill cannot exceed 25
percent of the lower explosive limit for methane and hydrogen sulfide (H2S) in the structures, and it cannot
exceed 100 percent of the lower explosive limit for methane and hydrogen sulfide (H2S) at the landfill property
boundary. (See Section 2.5) If methane and/or hydrogen sulfide (H2S) gas is found to exceed the acceptable
limits at either the property boundary or landfill structures, it is the County’s responsibility to do the following:
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1. Immediately take all necessary steps to ensure protection of human health, i.e. no smoking, temporarily
abandon the structure and notify the Division of Waste Management.

2. Within seven days of detection, place in the operating record the methane gas levels detected and a
description of the steps taken to protect human health; and

3. Within 60 days of detection, implement a remediation plan for the methane and/or hydrogen sulfide
(H2S) gas releases, place a copy of the plan in the operating record, and notify the Division of Waste
Management that the plan has been implemented. The plan will describe the nature and extent of the
problem and the proposed remedy.
Off and on site erosion will be controlled through erosion control structures and devices. Provisions for a
vegetative ground cover sufficient to restrain erosion will be accomplished within 30 working days or 120
calendar days upon completion of any phase of landfill development.

The County will record and retain at the landfill an operating record of the following information:

(1) Inspection records, waste determination records, and training procedures;
(2) Amounts by weight of solid waste received at the landfill;
(3) Waste determination, Leachate sampling data and analytical data, leachate levels,
meteorological data ;
(4) Gas monitoring results and any remediation plans;
(5) Any demonstration, certification, findings, monitoring, testing or analytical data
required for surface and groundwater monitoring;
(6) Any monitoring, testing or analytical data required for closure or post-closure;
(7) Any cost estimates and financial assurance documentation.

All information contained in the operating record will be furnished upon request to the Division of Waste
Management or be made available at all reasonable times for inspection by the Division.

Ground and surface water will be sampled and analyzed according to Subtitle D Appendix I detection
monitoring requirements. The monitoring frequency for all Subtitle D Appendix I detection monitoring
constituents will be at least semi-annually during the life of the facility (including closure) and the post-closure
period. A minimum of four independent samples from each well (background and downgradient) will be
collected and analyzed for the Subtitle D Appendix I constituents during the first semi-annual sampling event.
At least one sample from each well (background and downgradient) will be collected and analyzed during
subsequent semiannual sampling events. (see Section 2.7 for Monitoring Plan)

If the County determines that there is a statistically significant increase over background for one or more of the
constituents listed in Subtitle D Appendix I at any monitoring well at the relevant point of compliance, the
County will, within 14 days of the finding, report to the Division of Waste Management and place a notice in the
operating record indicating which constituents have shown statistically significant changes from background
levels. The County will establish an assessment monitoring program within 90 days. The County may
demonstrate that a source other than the landfill caused the contamination or that the statistically significant
increase resulted from an error in sampling, analysis, statistical evaluation, or natural variation in ground-water
quality. A report documenting these demonstrations will be certified by a Licensed Geologist or Professional
Engineer and approved by the Division of Waste Management. A copy of this report will be placed in the
operating record. If a successful demonstration is made, documented, and approved by the Division, the
County may continue detection monitoring. If after 90 days, a successful demonstration is not made, the
County will initiate an assessment monitoring program.

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2.2 Operational Requirements

1. Waste Acceptance and Disposal Requirements

a. The Municipal Solid Waste Landfill (MSWLF) will only accept those solid wastes which it is
permitted to receive. The County will notify the Division within 24 hours of attempted disposal
of any waste the landfill is not permitted to receive. Signs are placed at the entrance to the
Landfill stating that Hazardous and Liquid wastes are not accepted and that random waste
screening is performed.

b. The following wastes are prohibited from disposal at the MSWLF:

i. Hazardous waste as defined within 15A NCAC 13A, to also include hazardous waste
from conditionally exempt small quantity generators.

ii. Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761.

iii. Bulk or non-containerized liquid waste will not be placed in the landfill unless:

(i) The waste is household waste other than septic waste and waste oil,
(ii) The waste is leachate or gas condensate derived from the landfill.

iv. White Goods, Yard Waste, Tires.

v. Containers holding liquid wastes will not be placed in the landfill unless:

(i) The container is a small container similar in size to that normally found in
household waste;
(ii) The container is designed to hold liquids for use other than storage; or
(iii) The waste is household waste.

vi. For the purpose of this paragraph:

(i) Liquid waste means any waste material that is determined to contain "free
liquids" as defined by Method 9095 (Paint Filter Liquids Test), S. W. 846.

c. Spoiled foods, animal carcasses, abattoir waste, hatchery waste, and other animal waste
delivered to the disposal site will be covered immediately.

d. The following are items that are banned from the landfill:

i. Beverage containers that are required to be recycled under G.S. 18B-1006.1

ii. Recyclable rigid plastic containers that are required to be labeled as provided
BELOW that have a neck smaller than the body of the container and that accept a
screw top, snap cap, or other closure. The prohibition on disposal of recyclable rigid
plastic containers in landfills does not apply to rigid plastic containers that are
intended for use in the sale or distribution or motor oil.

(a) For polyethylene terephthalate, the letters “PETE” and the number 1.
(b) For high density polyethylene, the letters “HDPE” and the number 2.
(c) For vinyl, the letter “V” and the number 3.
(d) For low density polyethylene, the letters “LDPE” and the number 4.
(e) For polypropylene, the letters “PP” and the number 6.
(f) For polystyrene, the letters “PS” and the number 7.
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(g) For any other, the letters “OTHER” and the number 7.

iii. Motor vehicle oil filters.

iv. Wooden pallets, except that wooden pallets maybe disposed of in a landfill that is
permitted to only accept construction and demolition debris.

v. Discarded computer equipment (effective April 1, 2011).

e. Asbestos waste will be accepted and managed in accordance with 40 CFR 61. The
waste will be covered immediately with soil in a manner that will not cause airborne
conditions and must be disposed of separate and apart from other solid wastes:

i. At the bottom of the working face or;
ii. In an area not contiguous with other disposal areas. Separate areas will be
clearly designated so that asbestos is not exposed by future land disturbing
activities.

f. Wastewater treatment sludges may be accepted either as a soil conditioner incorporated into or
applied onto vegetative growth layer but in no case greater than six inches in depth. Or
wastewater treatment sludges may be co-disposed in the lined area.

g. The County will continue a program at the Landfill for detecting and preventing the disposal of
hazardous and liquid wastes. (Section 2.3) This program will include, at a minimum:

i. Random inspections of incoming loads or other comparable procedures;
ii. Records of any inspections;
iii. Training of facility personnel to recognize hazardous and liquid wastes.
iv. If hazardous wastes are identified by facility personnel, Emergency Management or
personnel trained, shall be notified to identify the waste and address removal, storage
and final deposition of the waste.

h. Waste placement will be within the areal limits of the base liner system and in a manner
consistent with the effective permit.

i. Special Wastes

The Landfill has handling capabilities and recycling/disposal options in place for all non-
hazardous and non-regulated special wastes currently banned from landfill disposal by the
State. These materials include whole tires, white goods, used oil, oil filters and lead-acid
batteries. These materials are stored under canopies, covered shelters, buildings and/or tractor
trailers.

i. Whole tires are accepted at the landfill and stored in two tractor trailers until they are
transported out of the county. They are either recycled or place in a monofil so they
can easily be reclaimed when reuse and recycling alternatives are in place.
ii. White goods and other scrap metals are collected at the landfill and are managed in a
building adjacent to office. Freon is removed weekly by landfill staff, and materials are
then transported to a metals recycler.
iii. Used oil is collected at the landfill, at the household trash and recycling convenience
center in 250 gallon tanks with secondary containment. All oil collected is recycled
either as refined lubrication oil or as fuel.
iv. Oil filters also have a designated collection area at the convenience center. These
are collected and recycled by a contracted oil recycler.
v. Lead-acid batteries are accepted for recycling at the household trash and recycling
convenience center at the landfill.
vi. Antifreeze has a designated collection container for recycling. This material is
handled by the contracted oil recycler.
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vii. Electronic waste is deposited by homeowners in the electronic waste recycling area at
the convenience center at the landfill. The material is recycled by a certified e-recycler.

j. Recovered/Recyclable Wastes

Recovered material is not regulated as solid waste under GS 130A-309.5(c). Materials must
meet the following requirements to be qualified as recovered material:

i. A majority of the recovered material at the facility will be sold, used, or reused
within one year;
ii. The recovered material or the products or the by-products of operations that
process recovered material shall not be discharged, deposited, injected,
dumped, spilled, leaked, or placed into or upon any land or water so that the
products or by-products or any constituent thereof may enter other lands or be
emitted into the air or discharged into any waters including groundwater, or
otherwise enter the environment or pose a threat to public health and safety;
and
iii. The recovered material shall not be a hazardous waste or have been
recovered from a hazardous waste.
iv. For the purpose of this paragraph:

(i) "Recovered Material" means a material that has known recycling
potential, can be feasibly recycled, and has been diverted or removed
from the solid waste stream for sale, use, or reuse.
(ii) "Recyclable Material" means those materials which are capable of being
recycled and which would otherwise be processed or disposed of as
solid waste.
v. Documentation of all contractors who are transporting, treating, processing, or
disposing of the recyclables or recovered materials at an off-site facility, shall
be place in the operating record.

k. Destruction of Abandoned Manufactured Homes

The county will accept Manufactured Homes for destruction, provided the following criteria are
met:

i. Only mobile homes originating in Wayne County will be accepted for
deconstruction.
ii. The landfill will require 24 hour notice prior to accepting the mobile home for
deconstruction.
iii. The established disposal/processing fee will be collected upon arrival at the
Landfill.
iv. The mobile home will be transported to the MSW or the C&D landfill and
placed adjacent to the working face for deconstruction.
v. The mobile home will be secured by the hauler to prevent spillage during
transport.
vi. Prior to deconstruction, white goods shall be removed from the mobile home
unit if the mobile home is safe to enter. The white goods shall be taken to a
white goods collection site. Should the mobile home be severely damaged, or
if there are inherent health risks to entering the unit, the white goods may be
disposed along with the mobile home.
vii. All removed appliances shall be placed in the white goods area and the Freon
removed by the County or certified contractor.
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viii. Appliances and all other metals shall be loaded into a container for recycling.
ix. Efforts shall be made to remove any putrescible waste prior to deconstruction
of the mobile home.
x. Household Hazardous Waste (HHW) should be removed for separate disposal.
If the mobile home is not safe to enter, incidental quantities may be disposed
along with the mobile home.
xi. The metal frame, tires, and axles shall be removed by the transporter to be
salvaged or recycled before disposal of the mobile home.
xii. As asbestos may be present in building materials of mobile homes constructed
prior to 1983, all mobile homes built prior to 1983 shall be thoroughly sprayed
with water (interior and exterior) to minimize dust.
xiii. The mobile home shall be deconstructed within 45 days of receipt.
xiv. A permit from NCDOT and approval from the Division of Motor Vehicles must
be obtained before moving a mobile home on a state highway.
2. Cover material requirements.

a. Except as in Part (b), the County must cover disposed solid waste with six inches of earthen
material at the end of each operating day, or at more frequent intervals if necessary, to control
disease vectors, fires, odors blowing litter, and scavenging.

b. Alternative cover materials may be used as daily cover on the working face or until it is
necessary to cover with earthen material. The alternative cover material must be approved by
the Division of Waste Management and applied according to manufacturers recommendations.
At a minimum soil cover will be used once every seven (7) days. (See Section 2.4)

c. Areas which will not have additional wastes placed on them for 12 months or more, but where
final termination of disposal operations has not occurred, will be covered with a minimum of one
foot of intermediate cover.

3. Disease vector control

a. The County will prevent or control on-site populations of disease vectors using techniques
appropriate for protection of human health and the environment. At the end of every day,
waste will be covered either by synthetic cover or 6” of soil cover. At a minimum soil will be
used once a week. Any waste that requires immediate cover, will be covered immediately with
soil.
b. "Disease vectors" means any rodents, flies, mosquitoes, or other animals, including insects,
capable of transmitting disease to humans.

4. Explosive gases control

a. The County must ensure that:

i. The concentration of methane and hydrogen sulfide (H2S) gases generated by the
landfill does not exceed 25 percent of the lower explosive limit for methane and
hydrogen sulfide (H2S) in landfill structures (excluding gas control or recovery system
components); and

ii. The concentration of methane and hydrogen sulfide (H2S) gas does not exceed 100
percent of the lower explosive limit for methane and hydrogen sulfide (H2S) at the
landfill property boundary.

b. The County will continue a routine gas monitoring program to ensure that the standards of 4 (a)
are met. (Section 2.5-Appendix III-Explosive Gas Monitoring Plan)

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i. The type and frequency of monitoring must be determined based on the following
factors:

(i) Soil conditions;
(ii) The hydrogeologic conditions surrounding the facility;
(iii) The hydraulic conditions surrounding the facility;
(iv) The location of facility structures and property boundaries.

ii. The minimum frequency of monitoring will be quarterly.

c. If methane and hydrogen sulfide (H2S) gas levels exceeding the limits specified in 4 (a) are
detected, the owner or operator will:

i. Immediately take all necessary steps to ensure protection of human health, i.e. no
smoking, temporarily abandon the structure and notify the Division of Waste
Management.

ii. Within seven days of detection, place in the operating record the methane gas levels
detected and a description of the steps taken to protect human health; and

iii. Within 60 days of detection, implement a remediation plan for the methane gas
releases, place a copy of the plan in the operating record, and notify the Division of
Waste Management that the plan has been implemented. The plan will describe the
nature and extent of the problem and the proposed remedy.

d. "Lower explosive limit" means the lowest percent by volume of a mixture of explosive gases in
air that will propagate a flame at 25° C and atmospheric pressure.

5. Air Criteria

a. The County will ensure that the landfill does not violate any applicable requirements developed
under a State Implementation Plan (SIP) approved or promulgated by the US EPA
Administrator pursuant to Section 110 of the Clean Air Act, as amended.

b. Open burning of solid waste, except for the infrequent burning of land clearing debris generated
on site or debris from emergency clean-up operations, is prohibited. Any such infrequent
burning will be approved by the Division of Waste Management, NC Division of Air Quality and
the local fire department or fire marshal.

c. In the event of an emergency the operator(s) will call 911. Earth moving equipment will be
provided to control accidental fires. Arrangements have been made with the local fire
department to provide actual fire protection. The site will be served by the Thoroughfare
Volunteer Fire Department. This Fire Department is located within 2 miles of the landfill. Should
the need arise Grantham Volunteer Fire Department and Arrington Volunteer Fire Department
are also located with 7 miles of the landfill. This Fire department has access at all times to the
landfill to provide fire fighting services when needed. Fire extinguishers are located in all
buildings and on all equipment. Dirt piles are also on site to use in emergency situations.
Landfill personnel can use soil to isolate the fire so it will not spread any further but actual
fighting of the fire should be the responsibility of the trained fire department.

d. Fires that occur at the landfill will be reported to the Division of Waste Management within 24
hours and written notification will be submitted within 15 days. Written Notification may be
submitted by using NCDEQ - Fire Occurrence Form.(Section 2.9-Appendix VII)

6. Access and safety requirements

a. The landfill will be adequately secured by means of gates, chains, beams, fences and other
security measures approved by the Division of Waste Management to prevent unauthorized
entry.
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b. An attendant will be on duty at the site at all times while it is open for public use to ensure
compliance with operational requirements.

c. The access road to the site will be of all-weather construction and maintained in good condition.

d. Dust control measures will be implemented when necessary. If dust problems should arise, the
county will use any reasonable means necessary to reduce it. At a minimum the county will
spray water on necessary areas.

e. Signs providing information on tipping or disposal procedures, the hours during which the site is
open for pubic use, the permit number and other pertinent information will be posted at the site
entrance.

f. Signs will be posted stating that no hazardous or liquid waste can be received.

g. Traffic signs or markers will be provided as necessary to promote an orderly traffic
pattern to and from the discharge area and to maintain efficient operating conditions.

h. The removal of solid waste from the landfill will be prohibited unless the County approves and
the removal is not performed on the working face.

i. Barrels and drums will not be disposed of unless they are empty and perforated sufficiently to
ensure that no liquid or hazardous waste is contained therein, except fiber drums containing
asbestos.

7. Erosion and Sedimentation Control Requirements

a. Adequate sediment control measures (structures or devices), will be utilized to prevent silt from
leaving the landfill.

b. Adequate sediment control measures (structures or devices), will be utilized to prevent
excessive on-site erosion.

c. Provisions for a vegetative ground cover sufficient to restrain erosion will be accomplished
within 15 working days or 90 calendar days upon completion of any phase of landfill
development.

8. Drainage Control and Water Protection Requirements

a. Surface water will be diverted from the operational area and will not be impounded over waste.

b. Solid waste will not be disposed of in water.

c. Leachate will be contained on site and properly treated prior to discharge.

d. The landfill will not:

(i) Cause a discharge of pollutants into waters of the United States, including wetlands,
that violates any requirements of the Clean Water Act, including, but not limited to, the
National Pollutant Discharge Elimination System (NPDES) requirements pursuant to
Section 402.

(ii) Cause the discharge of a nonpoint source of pollution to waters of the United
States, including wetlands, that violates any requirements of an area-wide or state-wide
water quality management plan that has been approved under Section 208 or 319 of
the Clean Water Act, as amended.

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9. Liquids Restriction

a. Bulk or non-containerized liquid waste will not be placed in the landfill unless:

(i) The waste is household waste other than septic waste and waste oil,

(ii) The waste is leachate or gas condensate derived from the landfill.

b. Containers holding liquid wastes will not be placed in the landfill unless:

(i) The container is a small container similar in size to that normally found in household
waste;

(ii) The container is designed to hold liquids for use other than storage; or

(iii) The waste is household waste.

c. For the purpose of this paragraph:

(i) Liquid waste means any waste material that is determined to contain "free liquids" as
defined by Paint Filter Free Liquid Testing Method SW-846 Method 9095B(2004).

d. Test for free liquids:

Sludges or other wastes may be tested for free liquids after previous screening tests have
shown that the waste is not hazardous and does not contain PCB’s. The specified test to
determine whether or not a material is considered to be a liquid is the Paint Filter Free Liquid
Testing Method SW-846 Method 9095B (2004). The procedure for conducting this test is as
follows:

(i) Obtain standard 400- micron paint filter;

(ii) Place a properly-sized, clean, dry funnel in a ring stand or similar device;

(iii) Fold the filter and line the funnel with it;

(iv) Place a 100 ml sample of waste into the funnel;

(v) Place a clean, dry container under the funnel; and,

(vi) Check in exactly 5 minutes to see if any liquid is in the container.

(vii) If any liquid passes through the filter in 5 minutes or less, the waste is
considered to be a liquid. The filtrate can be water, oil or any combination of any non-
hazardous liquids.

10. Record keeping Requirements

a. The County MSWLF will record and retain at the facility, or an alternative location near the
facility approved by the Division of Waste Management, in an operating record the following
information as it becomes available.

(i) Inspection records, waste determination records, and training procedures;
(ii) Amounts by weight of solid waste received at the landfill to include source of
generation.
(iii) Waste determination, Leachate sampling data, leachate levels, meteorological data;
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(iv) Gas monitoring results and any remediation plans;
(v) Any demonstration, certification, findings, monitoring, testing or analytical data required
for surface and groundwater monitoring;

(vi) Any monitoring, testing or analytical data required for closure or post-closure; and,
(vii) Any cost estimates and financial assurance documentation.

b. All information contained in the operating record will be furnished upon request to the Division
of Waste Management or be made available at all reasonable times for inspection by the
Division.

c. The County will maintain a copy of the operation plan at the landfill.

11. Spreading and Compacting Requirements

a. The landfill will restrict solid waste into the smallest area feasible, typically 60’ x 75’ area.

b. Solid waste will be compacted as densely as practical into cells. The compactor should run over
an area of solid waste a minimum of 6 times.

c. Appropriate methods such as fencing and diking will be provided within the area to confine solid
waste subject to be blown by the wind. At the conclusion of each day of operation, all
windblown material resulting from the operation will be collected and returned to the area.

12. Leachate Management Plan

a. The County will record the flows weekly from the sump pumps to the lagoon and the volume
pumped from the lagoon to the Waste Water Treatment Plant. Monthly visually inspect the
lagoon liner for damage. Utilizing the Leachate Collection System Inspection Log (Section 2.6 -
Appendix IV) the County will:

(i) Record the rainfall after every occurrence;
(ii) Record pump readings weekly; and
(iii) Inspect Leachate Lagoon monthly

b. The County will maintain records for the amount of leachate pumped to the lagoon from the
sumps and the amount pumped to the Waste Water Treatment Plant. Records of the visual
inspections and any repairs made will also become part of the operating record.

c. The County will quality sample their leachate bi-annually for Subtitle D Appendix I constituents,
pH, BOD, COD, TDS, phosphate, nitrate, and sulfate. The sample will be obtained from the
lagoon and sampled the same time as the monitoring wells. The results will be part of the
operating record and submitted with the semiannual groundwater sampling events.

d. The leachate is being treated by Goldsboro Wastewater Treatment Plant. Leachate will not be
recirculated.

e. Under extreme operational conditions, the County has the option of shutting down the flow of
leachate to the lagoon by shutting off the pump. The leachate will be temporarily stored within
the MSWLF units until such a time the flow of leachate can continue to the lagoon. If any rain or
other event requires storage of leachate or storm water in the cell, the Division of Waste
Management will be notified immediately followed by written communication.

f. The leachate lines shall be flushed at least once per year. This can be done by using a tanker
full of either leachate or plain water. The liquid can either be pumped or gravity flow into the
cleanouts provided at the ends of the lines. Once the water is unloaded into the collection
system, there needs to be a visual inspection at the leachate storage lagoon to assure that the
water unloaded into the system appears at the leachate storage lagoon in a short period of
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time. This is observed as an increase in the flow that is observed prior to unloading the water
into the system.

In the event that it cannot be visually determined whether or not the flow in the leachate line at
the leachate storage lagoon has not increased, a flow measuring device shall be used at the
end of the leachate line flowing into the leachate storage lagoon. The measurements need to
be done prior to dumping water into the collection system and after.

If it is determined that a blockage is in the line, the line shall be pressure cleaned and videoed
to assure that the blockage has been removed.

Records of all flushing either by gravity or pressurized shall become part of the operating record
(Section 2.6-Appendix IV). Any videos that have been taken shall also become part of the
operating record.

g. The video camera accessible leachate lines shall be videoed annually, by the County to assure
that no blockages have occurred. If a blockage is encountered, the line will be pressured
washed until the blockage is removed and re-videoed. The sediment or other material that has
been washed to the sump shall be vacuumed from the sump utilizing a vacuum truck. The lines
will be videoed annually and cleaned if necessary until the waste in the landfill has reached the
height of the surrounding exterior berms. Once the waste has reached the berm height, the
videoing and necessary cleaning shall be done every three years.

Records of all videoing and pressurized washing shall become part of the operating record.

h. The County will inspect the exterior slopes of the landfill at least weekly and after major storm
events and/or drenched raining season to determine if there are any breakouts of leachate in
the slopes. If any are discovered, they will be contained immediately to assure that they will not
leave the site. (See Section 2.8-Appendix VI-Corrective Action for Leachate Break-outs) The
containment can consist but not be limited to an earthen berm, sand bags, erosion control logs
and/or anything that will contain the leachate on the slope.

The repair of the breakout will require excavating into the cover soil on the slope down to the
waste and into the waste to determine what is causing the leachate to come to the surface.
Normally it is another layer of soil that has been used as cover and the leachate is flowing
along that layer to the slope and surfacing on the slope. The lower layer of cover needs to be
removed at the breakout so that the leachate that is flowing along this cover has a point where
it will go vertically into the landfill instead of flowing along the soil boundary that was once either
daily cover or an intermediate cover.

Once this soil layer has been breached, the excavation can be filed back with stone, clean
waste or any material, other than soil, that will allow the leachate to flow vertically instead of
horizontally. Once the excavation has been filled with this material, the surface can be cover
with soil so that surface water does not intrude into the excavation. Vegetative cover will be
reestablished over the excavated area.

Records of all inspections and break-outs shall become part of the operating record.

13. Landfill Gas Collection System

All maintenance, conversion, pumping and daily operation of the landfill gas collection system is
provided by the gas developer/contractor. All records of actions taken shall be placed in the operating
record. Other operational requirements are as follows:

a. Site Security: The Generator/Flare site has security fence around it so that only authorized
people have access to the electrical generation and flaring equipment. Access to the landfill is
during normal working hours for the general public. It is secured after hours by gates and
fencing.
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b. Contingency and Emergency Response: The system has built safety devices that stop the gas
flow if excessive heat is detected. If a fire is detected, the local fire department will be called to
extinguish it. The gas will not burn without oxygen; therefore, the fires would be restricted to
openings exposed to the atmosphere.
c. Operations: During the active life of the landfill, all wells, sumps and infrastructure will be
modified when required by landfill operations by the gas developer. The modification will
include but not limited to the raising of well heads so that the landfill can be filled vertically.

d. Methane Monitoring Plan: The County will continue to monitor for migrating methane,
according to landfill permits, at the boundaries and inside buildings. They will also be
responsible for monitoring according to Air Quality Permits and EPA requirements for Green
House Gases.

e. Training and Safety: The operation of the system is the responsibility of the gas developer;
consequently, the training and safety of their personnel will be the developer’s responsibility.
The County is responsible for the training and safety of their personnel in the monitoring of
methane gas for the various permits and EPA requirements.

f. Condensate Management: The condensate is collect in sumps that are placed around the
collection system. Each sump has a pneumatic pump that pumps the condensate to the
lagoon. The condensate along with the leachate from the landfill is then pump into Goldsboro’s
sewerage collection system.

g. Inspection and Maintenance Plan: The County inspects the collection system to satisfy the air
quality permit requirements twice a month. The developer is monitoring the system on site and
remotely 24 hours a day 7 days a week as long as the system is operating. The maintenance
of the system will be the developer’s responsibility until the system is decommissioned.

h. Decommissioning Plan: The extraction wells will be converted to passive vents once the
system is no longer required for air quality permits and/or electrical generation. Piping that is
on the surface will be removed. All other piping will be left in placed so that not to disturb the
capping system. Equipment used for the generation of electricity and the flare will also be
removed from the site.

i. Revised Closure and/or post-closure cost estimates: The cost of removal of the system other
than converting the extraction wells to passive methane vents is the responsibility of the gas
developer.

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2.3 Appendix I Waste Screening Plan

A. INTRODUCTION

The municipal solid waste stream is made up of wastes from all sectors of society. The waste is often
categorized by its source or its characteristics. Terms used include commercial, industrial, residential,
biomedical, hazardous, household, solid, liquid, demolition/construction, sludge, etc. Regardless of
how one classifies wastes, the bottom line is that wastes are delivered to the landfill and a management
decision must be made to either reject or accept them. This responsibility rests with the manager of the
landfill. Wastes which are not authorized to be accepted at the landfill create a number of potential
problems including: (1) liability due to future releases of contaminants; (2) bad publicity if media learns
of unacceptable waste entering the landfill; (3) potential for worker injury; (4) exposure to civil or
criminal penalties; (5) damage to landfill environmental control systems.

B. HAZARDOUS WASTE REGULATIONS AND MANAGEMENT

In the United States, hazardous waste is regulated under RCRA, Subtitle C. A waste is hazardous if it is
listed as a hazardous waste by the Administrator of the Environmental Protection Agency (EPA) in the
Code of Federal Regulations, Title 40, Part 261, or if it meets one or more of the hazardous waste
criteria as defined by EPA. These criteria are:

• Ignitability
• Corrosivity
• Reactivity
• Toxicity

1. Ignitability

Ignitable waste is a waste that burns readily, causes a fire by friction under normal circumstances, or is
an oxidizer. Any waste having a flash point of <140F falls in this category. Flash point is that
temperature at which a liquid gives off vapors that will ignite when an open flame is applied. Under
Department of Transportation (DOT) definitions, a flammable liquid has a flash point of >100 F. A
combustible liquid has a flash point between 100 and 200 F. Therefore, a flammable liquid is always
hazardous while a combustible liquid may or may not be hazardous depending upon its flash point.

2. Corrosivity

A corrosive waste is one having a very high or a very low pH. The pH of a liquid is a measure of how
acidic or basic (alkaline) the material is. The pH scale ranges from 0 to 14. High numbers are basic
and low numbers are acidic. A substance having a pH <2.0 or >12.5 is defined as hazardous under
RCRA.

3. Reactivity

A waste is reactive if it is normally unstable: reacts violently with water; forms an explosive mixture with
water; contains quantities of cyanide or sulfur that could be released to the air; or can easily be
detonated or exploded. These wastes may fall into any one of several DOT categories.

4. Toxicity Characteristic Leaching Procedure (TCLP)

A waste is TCLP toxic if the concentration of any constituent in Table 1 exceeds the standard assigned
to that substance. The TCLP is a methodology which attempts to simulate the conditions within a
landfill. An acidic solution is passed through a sample of waste and the resultant "leachate" is analyzed
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for contaminants. The TCLP is designed to detect heavy metals, pesticides and a few other organic
and inorganic compounds. The purpose of the test is to prevent groundwater contamination by highly
toxic materials. TCLP tests the mobility of 40 different elements and compounds.

Except in certain specified circumstances, regulated quantities of hazardous waste must be disposed of
at a permitted hazardous waste disposal facility. In accordance with 40 CFR Part 261.3, any material
contaminated by a hazardous waste is also deemed to be a hazardous waste and must be
managed as such. Hazardous waste from conditionally exempt small quantity generators are to be
disposed of in a Hazardous waste disposal facility. RCRA permits are also required to store, transport,
and treat hazardous waste.

C. POLYCHLORINATED BIPHENYL'S (PCBs)

1. Introduction

PCBs are nonflammable and conduct heat without conducting electricity. These compounds were most
frequently used as an additive to oil or other liquids in situations where heat was involved. The PCBs
enhance the heat conducting properties of the liquid and thereby increase the heat dissipation or
cooling effect obtained. They have also been used in lubricants and paint. In the United States one of
the most common applications was in electric transformers. The only effective method for destroying
PCBs is high Temperature incineration which is relatively expensive due to a shortage of PCB
incineration capacity.

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TABLE 1

T.C.L.P. CONSTITUENTS & REGULATORY LEVELS (mg/L)

CONSTITUENT REG LEVEL CONSTITUENT REG LEVEL
Arsenic 5.0 Hexachlorobenzene 0.13
Barium 100 Hexachloro-1,3-butadiene 0.5
Benzene 0.5 Hexachloroethane 3.0
Cadmium 1.0 Lead 5.0
Carbon Tetrachloride 0.5 Lindane 0.4
Chlordane 0.03 Mercury 0.2
Chlorobenzene 100 Methoxychlor 10.0
Chloroform 6.0 Methyl ethyl ketone 200
Chromium 5.0 Nitrobenzene 2.0
m-Cresol 200 Pentachlorophenol 100
o-Cresol 200 Pyridine 5.0
p-Cresol 200 Selenium 1.0
Cresol 200 Silver 5.0
1,4-Dichlorobenzene 10.0 Tetrachloroethylene 0.7
1,2-Dichloroethane 0.7 Toxaphene 0.5
1,1-Dichloroethylene 0.5 Trichloroethylene 0.5
2,4-Dichlorophenoxyacetic
acid
0.7 2,4,5-Trichlorophenol 400
2,4-Dinitrotoluene 0.13 2,4,6-Trichlorophenol 2.0
Endrin 0.02 2,4,5-TP (Silvex) 1.0
Heptachlor (and its
hydroxide)
0.008 Vinyl Chloride 0.2

By law PCB's are no longer used as dielectrics in transformers and capacitors manufactured after 1979.
There are many millions of pounds of PCBs still in use or in storage. One example is the ballasts used
in fluorescent light fixtures. It has been estimated that there are between 0.5 million and 1.5 billion
ballasts currently in use in this country. Due to the long life of these units, about half of these may be of
pre-1979 manufacture and contain PCBs. Since each ballast contains about one ounce of nearly pure
PCB fluid, there are about 20 to 30 million pounds of PCBs in existing lighting fixtures.

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These items are not subject to RCRA Subtitle D Waste Screening!

Commercial or industrial sources of PCB wastes that should be addressed by the program include:

• Mineral oil and dielectric fluids containing PCBs;

• Contaminated soil, dredged material, sewage sludge, rags, and other debris from a release of
PCBs;

• Transformers and other electrical equipment containing dielectric fluids; and

• Hydraulic machines.

2. PCB Regulatory Requirements

As contrasted to hazardous wastes, the Toxic Substance Control Act regulates PCBs based on the
concentration of PCBs in the waste rather than the source or characteristic of the waste. The
regulations concerning PCB disposal are spelled out in 40 CFR Part 761. Subtitle D of RCRA merely
requires that PCB waste not be disposed in a MSW landfill. PCB management requirements include:

Waste containing more than 500 ppm of PCBs must be incinerated. Waste containing from 50 to 500
ppm must be disposed of by incineration, approved burning, or in chemical waste landfill permitted to
receive such wastes. The regulations are silent concerning wastes containing less than 50 ppm of
PCBs; however, the regulations cannot be circumvented by diluting stronger wastes.

D. FUNDAMENTALS OF WASTE SCREENING

1. Know Your Generators and Haulers

Since the level of sophistication of your waste screening program will be a reflection of the likelihood of
hazardous waste and PCB waste being in your incoming waste, knowledge of the commercial
industrial base of your service area is critical. Some examples are the automotive industry, which
generates solvents, paint wastes, lead acid batteries, grease and oil; the dry cleaning industry, which
may generate filters containing dry cleaning solvents; metal platers which generate heavy metal
wastes; and other industries which generate a variety of undesirable wastes; e.g. chemical and related
products, petroleum refining, primary metals, electrical and electronic machinery, etc.

Landfill managers should also know the haulers and trucks serving the businesses in their community
which are likely to carry unacceptable wastes.

Some local governments and solid waste management agencies have enacted legislation requiring
haulers to provide a manifest showing the customers whose wastes make up that particular load. Such
a manifest is an extremely useful tool when a load is found to contain prohibited wastes. It is unwise to
accept wastes from unknown, unlicensed, or otherwise questionable haulers.

2. Inspections

An inspection is typically a visual observation of the incoming waste loads by an individual who is
trained to identify regulated hazardous or PCB wastes that would not be acceptable for disposal at the
MSWLF unit. The training of landfill personnel will be conducted by a local EMS official or a SWANA
certification. An inspection is considered satisfactory if the inspector knows the nature of all materials
received in the load and is able to discern whether the materials are potentially regulated hazardous
wastes or PCB wastes.

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Ideally, all loads should be screened; however, it is generally not practical to inspect in detail all
incoming loads. Random inspections, therefore, can be used to provide a reasonable means to
adequately control the receipt of inappropriate wastes. Random inspections are simply inspections
made on less than every load. At a minimum the inspection frequency will not be less than one percent
of the waste stream.
The frequency of random inspections may be based on the type and quantity of wastes received daily,
and the accuracy and confidence desired in conclusions drawn from inspection observations. Because
statistical parameters are not provided in the regulation, a reasoned, knowledge-based approach may
be taken. A random inspection program may take many forms such as inspecting every incoming load
one day out of every month or inspecting one or more loads from transporters of wastes of
unidentifiable nature each day. If these inspections indicate that unauthorized wastes are being
brought to the MSWLF site, the random inspection program should be modified to increase the
frequency of inspections.

Inspection priority also can be given to haulers with unknown service areas, to loads brought to the
facility in vehicles not typically used for disposal of municipal solid waste, and to loads transported by
previous would-be offenders. For wastes of unidentifiable nature received from sources other than
households (e.g., industrial or commercial establishments), the inspector should question the
transporter about the source/composition of the materials.

Loads will be inspected on the working face of the landfill.

An inspection flow chart to identify, accept, or refuse solid waste is provided as Figure 1.

Inspections of materials may be accomplished by discharging the vehicle load in an area designed to
contain potentially hazardous wastes that may arrive at the facility. The waste should be carefully
spread for observation using a front end loader or other piece of equipment. The Division of Waste
Management recommends that waste should be hand raked to spread the load. Personnel should be
trained to identify suspicious wastes. Some indications of suspicious wastes are:

• Hazardous placards or markings;
• Liquids;
• Powders or dusts;
• Sludges;
• Bright or unusual colors;
• Drums or commercial size containers; or
• Chemical odors.

The County will follow these procedures when suspicious wastes are discovered.

• Segregate the wastes;
• Question the driver;
• Review the manifest (if applicable);
• Contact possible source;
• Call the State Solid Waste Management Department;
• Use appropriate protective equipment;
• Contact laboratory support if required; and
• Notify the local Hazardous Material Response Team.

Containers with contents that are not easily identifiable, such as unmarked 55-gallon drums, should be
opened only by properly trained personnel. Because these drums could contain hazardous waste, they
should be refused whenever possible. Upon verifying that the solid waste is acceptable, it may then be
transferred to the working face for disposal.

Testing typically would include the Toxicity Characteristic Leaching Procedure (TCLP) and other tests
for characteristics of hazardous wastes including corrositivity, ignitability, and reactivity. Wastes that
are suspected of being hazardous should be handled and stored as a hazardous waste until a
determination is made.
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If the wastes temporarily stored at the site are determined to be hazardous, The County is responsible
for the management of the waste. If the wastes are to be transported from the facility, the waste must
be: (1) stored at the MSWLF facility in accordance with requirements of a hazardous waste generator,
(2) manifested, (3) transported by a licensed Treatment, Storage, or Disposal (TSD) facility for disposal.
E. RECORD KEEPING AND NOTIFICATION REQUIREMENTS

Records must be kept pursuant to an incident where regulated hazardous waste or prohibited waste is
found at the landfill. It is also recommended that records be kept of all screening activities and
incidents, whether or not, regulated or prohibited wastes are found. This will help prove that the landfill
owner/operator has acted in a prudent and reasonable manner.

The best way to prove compliance with this requirement is to document each inspection including:

Date and time of waste detection
Hauler name (company and driver)
Waste(s) detected
Waste generator(s) if able to identify
Action(s) taken to manage or return material(s)
Efforts taken if extreme toxicity or hazard was discovered
Landfill employee in responsible charge

40 CFR Part 258 requires that records should be maintained at or near the landfill site during its active
life and as long after as may be required by the appropriate state or local regulations.

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FIGURE 1
Hazardous Waste Inspection Decision Tree
Inspection Prior to Working Face

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WASTE SCREENING CHECK LIST
(CHECK ALL THAT APPLY)

CONTAINERS YES NO
FULL……………………………………………………….. _____ _____
PARTIALLY FULL……………………………………….. _____ _____
EMPTY…………………………………………………….. _____ _____
CRUSHED…………………………………………………. _____ _____
PUNCTURED……………………………………………… _____ _____

POWDERS/DUSTS
IDENTIFIED……………………………………………… _____ _____
UNKNOWN………………………………………………. _____ _____

SATURATION…………………………………………… _____ _____

LABEL/HAZARDOUS…………………………………… _____ _____

ODOR/FUMES
STRONG…………………………………………………. _____ _____
FAINT……………………………………………………. _____ _____

HEAT…………………………………………………….. _____ _____

ITEMS FOUND

BATTERIES……………………………………………… _____ _____

OIL……………………………………………………….. _____ _____

BIOMEDICAL…………………………………………… _____ _____

RADIOACTIVE………………………………………….. _____ _____

ASHES/RESIDUE………………………………………… _____ _____

SOD/SOIL………………………………………………… _____ _____

LIQUID…………………………………………………… _____ _____

HAZARDOUS……………………………………………. _____ _____

PCB'S…………………………………………………….. _____ _____

Action Taken:

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DETAILED SCREENING REPORT

WASTE SOURCE_____________________________________________________________________
ADDRESS___________________________________________________________________________
____________________________________________________________________________________
____________________________________________________________________________________

PROBABLE [ ] SUSPECTED [ ] CONFIRMED [ ]

WASTE HAULER_____________________________________________________________________
ADDRESS__________________________________________________________________________
___________________________________________________________________________________
___________________________________________________________________________________

DRIVER’S NAME______________________________________________________________________
DETAIL______________________________________________________________________________
____________________________________________________________________________________
____________________________________________________________________________________

NOTIFIED:

WASTE SOURCE [ ] HAULING MANAGEMENT [ ] SITE MANAGEMENT [ ]

STATE [ ] FEDERAL [ ]

NAME______________________________________________________________________________
WITNESS (IF ANY)____________________________________________________________________
DATE____________________TIME_____________________ AM PM

ACTION REQUIRED:

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2.4 Appendix II - Alternate Cover Materials (ACM)

ACM: Automotive Shredder Residuals (ASR)

Approved Landfill Use: MSWLF and C&DLF (lined)

Material Characteristics: Automotive shredder residuals are the fines remaining after scrap cars have passed
through a shredder and all recoverable materials have been removed. ASR can consist of glass, synthetic
fibers, rubber, plastics, automobile liquids residue, metal fines and dirt. It is possible for the ASR to contain
substances considered hazardous such as lead, cadmium and PCB.

Usage Criteria:

1. ASR can be applied, in lieu of soil, to a depth of six inches given calm site (weather) conditions.
2. If site (weather) conditions are, or are forecast to be , windy the ASR must either be:
a). Mixed with soil at a ration of 50% soil with 50% ASR prior to application on the working face, or
b) Placed on the working face to a minimum depth of 3" and then covered with soil a minimum
depth of 3".
3. During use of ASR as an ACM, soil cover to a full depth of six inches shall be applied once per week.
4 ASR shall not be used on any exterior/outside slopes and may not be used for intermediate cover.
5. The ASR must be sourced from within the approved service are of the landfill facility.

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

ACM: Combustion Residuals (CR)/Ash

Approved Landfill Use: MSWLF and C&DLF (lined)*, IndLF (lined)*

Material Characteristics: Construction Combustion Residuals or Ash are, generally, the residuals remaining
from the combustion of coal or the incineration of waste materials. The CR/Ash generally consists of fine
particles such as fly-ash as well as larger particles similar to sand, gravel or stone.

Usage Criteria:

1. CR/Ash can be applied, in lieu of soil, to a full depth of six inches given calm site (weather) conditions.
2. If site (weather) conditions are, or are forecast to be , windy the CR/Ash must either be:
a). Mixed with soil at a ration of 50% soil with 50% CR/Ash prior to application on the working
face if it can become airborne or exhibits dust like properties, or
b) Placed on the working face to a minimum depth of 3" and then covered with soil a minimum
depth of 3".
3. During use of CR/Ash as an ACM, soil cover to a full depth of six inches shall be applied once per
week, unless otherwise approved by the Section*.
4 CR/Ash may not be used for intermediate cover, if it can become airborne or exhibits dust like
properties.
5. The CR/Ash must be sourced from within the approved service area of the landfill facility..

Warning: Some materials, such as flue gas desulfurization residue, are destined for recycle and
cannot be contaminated with soil. Site Specific handling practices should be discussed with the
Solid Waste Section prior to implementation.

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

ACM: Construction and Demolition Debris (C&D) Fines

Approved Landfill Use: MSWLF and C&DLF (lined)

Material Characteristics: Construction and Demolition Debris Fines are, generally, the residuals and fine
particles remaining in the bottom of dumpsters, roll-off containers and trucks used in the transportation or
processing of C&D debris.

Usage Criteria:

1. C&D Fines can be applied, in lieu of soil, to a full depth of six inches given calm site (weather)
conditions.
2. If site (weather) conditions are, or are forecast to be , windy the ASR must either be:
a). Mixed with soil at a ration of 50% soil with 50% C&D Fines prior to application on the working
face, or
b) Placed on the working face to a minimum depth of 3" and then covered with soil a minimum
depth of 3".
3. During use of C&D Fines as an ACM, soil cover to a full depth of six inches shall be applied once per
week.
4 C&D Fines shall not be used on any exterior/outside slopes and may not be used for intermediate
cover.
5. The C&D Fines must be sourced from within the approved service are of the landfill facility.

* Warning: C&D fines can contain large percentages of drywall dust or gypsum. These materials
may produce significant amounts of hydrogen sulfide, an obnoxious smelling compound. If
odor problems develop, the use of the fines should be suspended immediately and the
offending area covered with soil.

ACM: Petroleum Contaminated Soils (PCS)

Approved Landfill Use: MSWLF and C&DLF (lined)*, IndLF (lined)*

Material Characteristics: Petroleum Contaminated Soils are, generally, native soils contaminated with some
petroleum liquid. Generally, these soils are to be sourced from environmental cleanup sites, spill sites or sites
associated with above ground or underground storage tank (AST or UST) removal. In the case of ACM usage,
petroleum is narrowly defined as low to medium boiling point petroleum derived fuels such as gasoline,
kerosene, diesel, motor oil, mineral spirits and fuel oils #11 through #6. All other petroleum derived liquids such
as solvents, acids, tars and asphalts are excluded. In all cases, the concentration of Total Petroleum
Hydrocarbons (TPH) in the PCS cannot exceed 3,000 parts per million (PPM) regardless of type or test method.
The material may not contain chlorinated solvents or other hazardous materials or exhibit the hazardous
characteristic of flammable.

Usage Criteria:

1. PCS can be applied, in lieu of soil, to a full depth of six inches.
2. The PCS must be stockpiled within the disposal area and shall be managed and applied in such a way
that runoff cannot leave the lined landfill area.
3. The PCS shall be managed in such a way to prevent run-off and fugitive emissions (i.e. use of tarps,
berms and/or wetting to prevent blowing).
4. PCS is prohibited from disposal. Therefore, the facility may not accept more PCS than can be used in a
45 day period. The amount of PCS accepted should not exceed 20% of the permitted facility average
monthly waste stream.
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5. PCS shall not be used on any exterior/outside slopes and may not be used for intermediate cover.
6. The PCS must be sourced from within the approved service area of the landfill facility.
7. PCS can only be used at lined landfill facilities.
8. Records must be maintained in the facility operating record indicating the volume of PCS accepted and
applied at the facility on a daily basis.

* A CDLF or IndLF equipped with a liner system may use the PCS as alternate daily cover only.
Use of more than six inches equates to disposal. PCS is neither a C&D nor an Industrial waste.
To dispose of PCS in a lined CDLF, or an non-CCB industrial landfill, contact the Permitting
Branch of the Solid Waste Section for further clarification.

ACM: Spray-applied Mortar Coating (SMC)

Approved Landfill Use: MSWLF, C&DLF and IndLF

Material Characteristics: SMC is, generally, a commercially sourced non-flammable, non-toxic product
containing proprietary components including mix setting agents, reinforcing materials and cement. Other
components, such as latex paint, may also be added to the mixture. All of the components are mixed on site
with water and/or leachate to produce a slurry that is then spray applied to the working face.

Usage Criteria:

1. SMC can be applied, in lieu of soil, given appropriate site (weather) conditions.
2. SMC must be applied in accordance with the manufacturer's application guidelines.
3. SMC must be applied in two directions to ensure adequate coverage.
4. During the use of SMC as an ACM, soil cover to a full depth of six inches shall be applied once per
week unless otherwise approved by the Section.
5. The use of non-hazardous latex or water based paint in the mixture is approved provided that the paint
has been collected for recycling.

ACM: Foam Coating (Foam)

Approved Landfill Use: MSWLF, C&DLF and IndLF

Material Characteristics: Foam Coating is, generally, a commercially sourced non-flammable, non-toxic, non-
hardening water based product. The proprietary liquid concentrate is delivered to the site and diluted with water
prior to application with proprietary equipment.

Usage Criteria:

1. Foam can be applied, in lieu of soil, given appropriate site (weather) conditions.
2. Foam must be applied in accordance with the manufacturer's application guidelines.
3. During the use of Foam as an ACM, soil cover to a full depth of six inches shall be applied once per
week.
4. The use of non-hazardous latex or water based paint in the mixture is approved provided that the paint
has been collected for recycling.
5. Foam shall not be used on any exterior/outside slopes and may not be used for intermediate cover.

ACM: Foundry Sand (Sand)

Approved Landfill Use: MSWLF, C&DLF (lined)* and IndLF (lined)*

Material Characteristics: Foundry Sand is , generally, a by-product of the smelting and forging processes for
metals fabrication. Metal pieces and particulate may also be found in the sand. Prior to use, a Toxicity
Characteristic Leaching Procedure (TCLP) analysis must be performed to ensure no hazardous constituents
are found in the sand at the source. The TCLP analysis results must be submitted with the Operation Plan
revision.

Usage Criteria:
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1. Sand can be applied, in lieu of soil, to a full depth of six inches.
2. The Sand must be stockpiled within the disposal area and shall be managed and applied in such a way
that runoff cannot leave the lined landfill area.
3. The Sand shall be managed in such a way to prevent runoff and fugitive emissions (i.e. use of tarps,
berms and/or wetting to prevent blowing).
4. Sand is prohibited from disposal. Therefore, the facility may not accept more Sand than can be used in
a 45 day period. The amount of Sand accepted should not exceed 20% of the permitted facility average
monthly waste stream.
5. Sand shall not be used on any exterior/outside slopes and may not be used for intermediate cover.
6. The Sand must be sourced from within the approved service area of the landfill facility.
7. Sand can only be used at lined landfill facilities.
8. Records must be maintained in the facility operating record indicating the volume of Sand accepted and
applied at the facility on a daily basis.

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

ACM: Soil/Mulch Mixture (S&M)

Approved Landfill Use: MSWLF, C&DLF and IndLF

Material Characteristics: Soil/Mulch Mixture is, generally, a mixture of native soils and wood mulch generated
from grinding of yard trash, land clearing debris and pallets constructed of unpainted and untreated natural
wood. Additionally, shredded tire chips may be used in addition to, or in lieu of, wood mulch.

Usage Criteria:

1. S&M can be applied, in lieu of soil, to a full depth of six inches.
2. S&M can be mixed at a ratio from 80% soil to 20% mulch up to 50% soil to 50% mulch by volume.
3. During the use of S&M as an ACM, soil cover to a full depth of six inches shall be applied once per
week.
4. S&M may not be used for intermediate cover.

ACM: Synthetic Tarps (Tarps)

Approved Landfill Use: MSWLF, C&DLF and IndLF

Material Characteristics: Synthetic Tarps are, generally, a commercially sourced non-flammable, non-toxic,
sheet product constructed of an impermeable synthetic polymer typically reinforced with fibers. Acceptable
sheet products include, but are not limited to, geotextiles, polyethylene membranes, plastic film, tarps and
composite geotextile/plastic membranes. Tarps may be applied by hand, using landfill equipment and/or and
Automatic Tarping Machine (ATM).

Usage Criteria:

1. Tarps can be applied, in lieu of soil, given appropriate site (weather) conditions.
2. Tarps must cover the entire working face. Any waste not covered by tarps must be covered by soil.
3. Tarps must be secured in place with the use of soils or other ballast system such as tires or sand bags.
4. During the use of Tarps as an ACM, soil cover to a full depth of six inches shall be applied once per
week.
5. Tarps shall not be used on any exterior/outside slopes and may not be used for intermediate cover.

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2.5 Appendix III - Explosive Gas Control Plan (MSW and C&D)

North Carolina Solid Waste Management Rules 15A NCAC 13B require quarterly monitoring of methane gas (at
MSW landfills) and quarterly monitoring of methane and other explosive landfill gases (LFG) (at C&D and other
landfills) to ensure that methane does not exceed the lower explosive limit (LEL) in the soil at the facility
property boundary or 25 percent of the lower explosive limit within facility structures. If the concentration
exceeds the specified limits, steps must be taken to ensure the protection of public health and a remediation
plan must be implemented immediately.

Per the SWS Guidance Document (November 2010), subsurface gas typically migrates above the groundwater
table and is restricted laterally by streams. On-site perennial tributaries and adjoining wetlands namely Jacob’s
Branch and Yellow Marsh Branch comprise portions of the Thoroughfare Swamp. Almost the entire area
surrounding the waste units are isolated by these perennial hydraulic barriers which significantly decreases the
potential for LFG migration beyond Wayne County’s property boundaries.

The uppermost aquifer across the entire site has been identified to be within the unconsolidated regolith. The
vertical LFG migration potential extent is the water table which ranges from approximately 0 to 20 feet below
ground.

In accordance with Rule 15A NCAC 13B LFG readings will be recorded quarterly and results will be kept in the
facility operating records. Wayne County will follow all operational requirements for MSWLF facilities; ensuring
the measured concentrations of methane gas does not exceed the lower explosive limit (100% LEL or 5% by
volume) at the facility boundary and (25% LEL or 1.25% by volume) in structures. Hydrogen sulfide gas
should not exceed the lower explosive limit (100% LEL or 4% by volume) at the facility boundary and (25% LEL
or 1% by volume) in structures. LFG records will be submitted to the SWS in the event that stabilized methane
or hydrogen sulfide levels exceed these limits or upon SWS request.

Wayne County Landfill facility located in Dudley, NC consists of three discrete waste units. An active Subtitle D
Lined MSWLF, an active construction and demolition (C&D) landfill vertical expansion atop an unlined landfill
and a closed sanitary landfill. The locations of monitoring points were chosen following careful consideration of
spatial relationship between property boundaries, hydraulic barriers and both on and off-site structures. The
LFG monitoring locations are shown in the facility drawings.

The contiguous lined landfill shall be monitored at existing probes MP-29 and MP-30. LFG migration through
soil originating from lined landfill is effectively bound by perennial streams on all sides except for a small portion
in a northeastern direction. No probes are located within any future planned landfill development areas
however in the unlikely event their location inhibits any site development they will be properly abandoned per
15A NCAC2C.0113(d). No additional monitoring locations are currently proposed around the lined landfill.

Active CDLF and closed unlined landfill units shall be monitored by five existing LFG probes (MP-4, MP-10, MP-
11, MP-12 and MP-13). Monitoring probes (MP-4, MP-12 and MP-13) are located adjacent to two small
properties that are not owned by Wayne County. Monitoring probes (MP-10 and MP-11) are located along the
north side of Landfill Road in which both sides are owned by Wayne County. These probes are not located
within any future planned landfill development areas; however in the unlikely event their location inhibits any site
development they will be properly abandoned per 15A NCAC 2C .0113(d). No additional monitoring locations
are currently proposed around the unlined landfills.

New probes are not proposed to be installed. In the event unrepairable damage occurs to existing probes or
migration investigations are initiated new probes will be installed per specifications outlined in SWS Guidance
Document with the exception the probes may be constructed of 1” PVC and the outer protective case may be
constructed out of non-sparkable aluminum. All probes will be equipped with a stopcock ball valve bushed to
the well casing, quick connect coupling threaded into the well cap or an equivalent device that allows air flow to
be controlled at the wellhead.

The inside of eight on-site structures (CONV_BLG, SCALES_1, SHOP_BRM, SHOP_GRG, GARAGE_1,
HUT_WTGS, SCALES_2 and CH4_BLDG) will be monitored quarterly for LFG accumulation in accordance with
the Guidance Document. If new on-site structures are erected in the future they will be monitored along with
the existing ones. All on-site habitable structures are shown on the facility drawings.
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2.6 Appendix IV - Leachate Collection System Inspection Log

Leachate Collection System Inspection Log

Rainfall
____________ inches (measured after each occurrence)

Pump Readings

Pump #_____:

____________ Date

____________ Hrs. Run (total weekly)*

____________ Gallons Pumps (total weekly)**

Manually Operate Pump____________ Date (monthly)

Pump #_____:

____________ Date

____________ Hrs. Run (total weekly)*

____________ Gallons Pumps (total weekly)**

Manually Operate Pump____________ Date (monthly)

Leachate Lagoon(s)

Inspection of Storage Lagoon ____________ Date (Monthly)

Repairs to Storage Lagoon(s) ____________ Date

Leachate Lines

Date Videoed _____________

Date Flushed _____________

Comments
_________________________________________________________________________________________
_________________________________________________________________________________________
_________________________________________________________________________________________
________________________________________________________________________________________

*Hours Run/Week = Previous Week’s Hours – This Weeks Hours
**Gallons Pumped/Week = Previous week’s gallons – This week’s gallons

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2.7 Appendix V - Surface and Groundwater Monitoring Plan

Introduction
The objective of the Ground and Surface water Sampling and Analysis Plan is to provide clear guidelines and
procedures for field and laboratory personnel when obtaining and testing ground and surface water samples.
This plan is an update, and supersedes the November 1995 SAP for the Wayne County C&D Landfill on top of
Closed MSW landfill. The sampling procedures outlined in this analysis plan are guidelines by which sampling
will be performed. Deviation from the procedures may be warranted depending on facility conditions or
unforeseen sampling variables. Alternative sampling procedures must conform to the N.C. Water Quality
Monitoring Guidance Document for Solid Waste Facilities (Guidance Document).

All groundwater and surface water monitoring points shall be sampled semi-annually for the constituents listed
in Appendix I and Appendix II. In addition to the Appendix I and Appendix II constituents monitoring wells MW-
1, MW-2 and MW-8 will be sampled for the following suite of Monitored Natural Attenuation (MNA) parameters.

MNA Performance Parameters
Parameter Analysis Type Analytical Method
Dissolved Oxygen
(DO) Field Reading
pH Field Reading
Oxidation-Reduction
Potential (ORP) Field Reading
Turbidity Field Reading
Conductivity Field Reading
Temperature Field Reading
Multi-parameter Field Instrument w/ flow-through cell
Dissolved CO2 Field Reading Field Instrument / Hach Kit
Alkalinity
(Total as CaCO3)* Laboratory/Field* EPA 310.2
Chloride* Laboratory/Field* SM 4500-CLB
Iron Laboratory SM3111B
Nitrate* Laboratory/Field* EPA 353.2 / SM 2320B
Sulfate* Laboratory/Field* EPA 375.4 / SM 4500-SO4E
Sulfide* Laboratory/Field* EPA 376.1 or SM 4500SE
TOC/BOD/COD Laboratory EPA 415.1 / EPA 405.1 / EPA 410.1
Methane Laboratory RSK 175
Ethane, Ethene Laboratory RSK 175
Hydrogen Laboratory AM19GA
Volatile Fatty Acids Laboratory AM23G
*For budgetary considerations these analyses may be performed in the field using Hach® brand color
wheel test kits.

Water Quality Monitoring Summary
The nature of the groundwater flow, geology, location of Edwards Branch, and close proximity of several
drainage features will require extensive monitoring for early detection of a landfill release. The monitoring plan
consists of eleven (11) monitoring wells numbered MW-1R through MW-11 and three (3) surface monitoring
points numbered SW-1, SW-2 and SW-3.

Monitoring well MW-1R is the background well located up gradient of the landfill. MW-2 is a downgradient
monitoring well for the western portion; designed to intersect groundwater flow from the eastern portion prior to
reaching the western tributary of Edwards Branch. MW-3 is a downgradient monitoring well in the northeastern
portion of the western landfill. MW-4 is installed on the eastern half of the landfill to detect a potential release
from the southeastern area via advection. MW-5 is a downgradient well utilized for the detection of a release
from the middle of the landfill. MW-6 is a downgradient monitoring well located on the northeastern side of the
landfill, positioned to detect a release from the landfill center. MW-7 is a downgradient monitoring well for the
southernmost route of contamination. MW-8 is a downgradient monitoring well for the eastern unit. MW-9 is
used as a background well for statistical analysis, and MW-11 serves as a sentinel well for the plume area near
MW-2.

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Surface water sampling point SW-1 is located downstream of the landfill below the confluence of the two forks
of Edwards Branch. Surface water sampling points SW-2 and SW-3 are located upstream of the landfill on the
two separate forks of Edwards Branch.

Assessment Monitoring
Assessment Monitoring will be performed on MW-1R through MW-11. Assessment monitoring will consist of
collection of groundwater for analysis for the complete list of Appendix I constituents, as well as Appendix II
constituents as determined by the Solid Waste Section. Additionally, field parameters including dissolved
oxygen (DO), oxidation reduction potential (ORP), pH, temperature, turbidity, and conductivity will also be
collected.

As indicated in the Corrective Action Plan, MNA monitoring will be performed on monitoring wells MW-1R, MW-
2, and MW-8.

Sampling Equipment
Groundwater purging and sampling will be performed using a submersible pump and disposable polyethylene
bailers. A new bailer will be used to sample each individual well. Under no circumstance will a disposable
bailer used to sample a given well be used to sample any remaining well. The following procedure will be used
to decontaminate the submersible pump:

1. Phosphate-free detergent & de-ionized or distilled water rinse.
2. De-ionized or distilled water rinse.
3. Isopropyl alcohol (isopropanol) rinse.
4. De-ionized or distilled water rinse.

At least one (1) equipment blank will be collected during pump decontamination procedures to ensure that
cross-contamination has not occurred as a result of the decontamination process. The standard equipment
necessary to conduct sampling for each well consists of sample containers (including trip blanks and equipment
blanks), one wide-mouth container, at least one 100-ft spool of nylon twine, at least one box of disposable
latex/nitrile gloves, temperature/pH/ORP/conductivity indicator, water level indicator, storage coolers, and ice.
All equipment subject to damage and contamination will be transported in sealed, plastic bags or storage
containers. The water level indicator will be decontaminated in accordance with Steps 2 and 3 described above
prior to placement in a clean plastic bag or storage container.

Sampling Containers
Ground and surface water monitoring will include organic (volatile organic compounds- VOCs) and inorganic
(metals) analyses. Samples will be collected for the various analyses in laboratory-supplied containers.

1. Each sample container will be clearly labeled providing the following information: site name, county
location, sample identification number, parameters to be analyzed, preservative added, date and time
of sampling, and initials of the sampler.
2. Samples to be analyzed for VOC concentrations will be collected first, using three 40-ml glass vials with
Teflon septa caps. The sample vials will be completely filled to create zero headspace in the vials.
3. Samples to be analyzed for inorganic contamination will be collected second, using a quart/1-liter
polyethylene container.

All sample containers will be obtained from an independent laboratory in a sterilized condition and with the
appropriate, method-specific preservative. Care will be taken by the field technician to not allow the
preservative to wash out of the sample containers during sampling.

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MNA Sampling Containers
Groundwater samples to be analyzed for MNA performance parameters will be collected into the container
types listed in the table below.

MNA
Parameter
Volume Bottle Type Preservative
Alkalinity 250 mL Plastic none; cool to 4oC
Chloride 125 mL Plastic none; cool to 4oC
TOC/COD 250 mL Glass Sulfuric acid (H2SO4)
BOD 500 mL Polyethylene none; cool to 4oC
Iron 125 mL Plastic Nitric acid (HNO3)
Nitrate 125 mL Plastic Sulfuric acid (H2SO4)
Sulfate 125 mL Plastic none; cool to 4oC
Sulfide 250 mL Glass Sodium hydroxide (NaOH)
Methane/Ethane/Ethene 125 mL Plastic none; cool to 4oC
Hydrogen - - proprietary lab sampler
Volatile Fatty Acids 40 mL Glass Hydrochloric Acid (HC1)

Sampling
Wells will be sampled from upgradient to downgradient locations; or when previous analytical data is available,
from least to greatest contamination. This procedure is required to limit potential cross contamination between
sampling points.

A clean sheet of plastic will be placed around the well to provide a clean surface for sampling equipment. The
total well depth read from the well tag and the measured depth to water, determined using the water level
indicator, will be used to compute the depth of water in the well. The total well depth will be measured and
compared to the depth indicated on the well tag as a check for silt buildup or blockage at depth.

All meters used to monitor purge parameters will be calibrated immediately prior to purging and sampling, and
those readings recorded in a field logbook. Entries will always include pre- and post- calibration readings as
well as the model and serial number of the equipment and the date, time, and person performing the
calibration(s). Two standards, which bracket the average or suspected measurements for pH and specific
conductance, will be used at the site. Since natural waters (including those impacted by environmental
contaminants) tend to have pH values less than 7.0, pH buffers of 4.0 and 7.0 will typically be used for
instrument calibration.

Disposable nitrile gloves will be worn by the field technician during sampling to minimize the risk of personal
exposure to potentially harmful chemical substances and to minimize the risk of sample cross-contamination.
Fresh pairs of nitrile gloves will be worn during each purge and sampling event. The groundwater samples will
be transferred from the bailers into method-specific and appropriately preserved containers and placed into a
clean cooler containing ice to chill the samples to a temperature of approximately 4oC.

Indicator parameters such as pH, temperature and specific conductance will be measured during purging as an
indication that groundwater representative of the formation surrounding a given well is being sampled. Purging
is considered complete when at least three well volumes have been purged and indicator parameters have
stabilized such that three successive readings vary by no more than 10%. Purging may need to be continued
beyond five well volumes if indicator parameters have not stabilized. All information will be recorded on a field
data sheet or in a field logbook with copies submitted to the Division of Waste Management with the analytical
results.

Purging
Each well will be purged of approximately three (3) to five (5) volumes of standing water and allowed to settle
prior to collection of groundwater samples. If the well should go dry and not recharge before the requisite well
volumes are removed, the well will be allowed to recharge and a sample will be collected within 24 hours of the
initial purging. The amount of standing water will be calculated by first subtracting the depth-to-water from total
well depth.

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After determination of the amount of water to be purged from a given well, the equipment necessary for purging
will be assembled at the well. The disposable bailer will be maintained in a stable, upright position while the
upper portion of the plastic wrapping will be pulled away to expose only the eyelet used for securing twine to the
bailer. After the twine has been secured to the bailer with gloved hands, the bailer will be suspended as the
remaining plastic is removed. The bailer will be lowered slowly into the well until the bailer contacts
groundwater. The bailer twine will then be cut to an adequate length and secured to prevent loss of the bailer in
the well. At no time during purging will the bailer twine be allowed to touch the ground. In order to not allow the
twine to touch the ground during purging, the twine will be collected when raising the bailer either by loops
gathered in one hand or by alternating hand-to-hand as the bailer is pulled from the well. When purging deep
wells (in excess of 40 feet), the ground and the well head may be covered with a clean plastic bag or sheet of
plastic with a slit cut to allow the plastic to slide over the well head. This will be a separate sheet of plastic from
the one used for the sampling equipment.

Groundwater Sample Collection
The bailer will be lowered slowly into the well to avoid volatilization of any dissolved-phase compounds that may
be present in the groundwater. Once full, the bailer will be retrieved and containers filled by emptying the water
through the hole at the bottom of the bailer. Glass 40-mL vials for VOC analyses will be filled in such a manner
as to produce zero headspace in the vials. Polyethylene containers for metals analyses will be filled and
sealed with the cap, leaving about ½-inch of airspace at the top. In addition to collecting the samples, water will
be collected in the wide-mouth container for pH, temperature, and conductivity measurements. Upon
completion of sampling, all groundwater samples, including equipment and trip blanks, will be placed in labeled
and sealed plastic bags and stored in ice-filled coolers to chill the samples to 4oC pending transport to a
NCDEQ-certified analytical laboratory. Contaminated nitrile gloves and twine will be discarded.

Surface water Sample Collection
Surface water sampling will be taken with given consideration to minimize turbulence and aeration. As during
groundwater sampling, surface water samples will be collected by a field technician wearing disposable gloves.
Containers will be dipped at sampling location points by gently dipping the sample container into surface water
and allowing surface water to flow over the mouth of container so as not to displace any preservative within the
sample container. If there is little current movement, the container will be moved slowly through the water
laterally. During times of low water, if the water is not deep enough to allow filling of sample containers, an
appropriately decontaminated sampling cup will be used to retrieve the sample. All containers will be treated in
the same manner as the groundwater samples. The samples will be sealed in labeled, plastic bags, and stored
in an ice-filled cooler to chill the samples to 4oC pending transport to a NCDEQ-certified analytical laboratory.

Chain of Custody
Chain-of-custody forms will be used to document the handling of all samples collected and listing all individuals
who have taken possession of a given set of samples, including field personnel, laboratory couriers, and
laboratory personnel. Trip blanks, equipment blanks, and sample containers will all travel and be stored
together. Trip blanks will remain in the condition they are received from the laboratory and will not be opened or
tampered with during the sampling. A chain-of-custody record will be completed for each day's samples,
indicating the date and time, sample location, sample matrix (soil, water, etc.), and laboratory analyses to be
conducted.

Analysis
When the water samples reach the laboratory, they will be transferred to a sample custodian who will sign the
chain of custody documentation as receipt of the samples. Internal control of the water samples in the
laboratory will be in accordance with QA/QC procedures for the laboratory. Copies of QA/QC manuals for
approved laboratories are on file at the Division.

Groundwater and surface water will be analyzed for the Appendix I list of constituents. QA/QC procedures
utilized during the testing will be in conformance with laboratory QA/QC manual. Monitoring wells MW-1, MW-2
and MW-8 will be sampled for the Appendix I list and the aforementioned MNA parameters.

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ATTACHMENT 1

BASELINE DATA

TO BE ADDED IN THE FUTURE

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ATTACHMENT 2

VISUAL MONITORING LOG

DATE
INDIVIDUAL
MONITORING

OBSERVATIONS

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ATTACHMENT 3

RAINFALL LOG

DATE RAINFALL (INCHES)

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2.8 Appendix VI – Corrective Action For Leachate Break-Outs

CORRECTIVE ACTION FOR LEACHATE BREAK-OUTS

Leachate breakouts can be prevalent during and after any wet weather period. These breakouts are created by
standing water on a landfill that drains through the cover into the waste. Once the water is in the waste, it
moves through it both vertically and horizontally until it reaches a less permeable layer. Once it reaches this
layer, it will move horizontally along it until it pools up or finds a less permeable area to flow vertically through
that layer. If it pools up, it will eventually work through the layer to also flow vertically. If the less permeable
layer is on a slope, the leachate will never pool up but flow horizontally along this slope until it “breaks out” the
side of the landfill.

The best solution to breakouts is to avoid any standing water on top of the landfill. If waste is placed down a
slope, provide trench excavations perpendicular to the flow direction into the intermediate cover so that the
leachate flow is directed downward instead of along the plane between the waste and the intermediate cover.

If a breakout occurs, first and foremost contain it on the landfill foot print. In the case of the lined landfill, it
needs to be within the lined area. Containment on the surface cannot be the only solution. The breakout must
be repaired so that the flow of the leachate is downward and does not continue along the plane between any
cover and the waste. Containment of leachate breakouts by berming along the edge is not a permanent fix for
two reasons. First, storm water is being impounded behind the berms and impoundment of storm water over
waste is a violation of the NC Solid Waste Rules. Second, if storm water continues to be impounded behind the
berms, it has the potential eventually to pond up higher than the berm and erode the berm releasing all
contained leachate with the storm water. The storm water cannot flow downward into the waste as fast as it is
flows down the slopes; consequently, a pond will form and all of the above can and will happen.

The liquid that is impounded behind any berm has to be removed by pumping into a tank and hauling it either to
the leachate lagoon or the waste water treatment plant. It cannot be allowed accumulate because it will break
through the containment berm.

All leachate breakouts need to be repaired immediately. The repair consists of vertically excavating above
(uphill) of the actual breakout. The leachate is flowing down hill from the ponding on top of the landfill;
consequently, it needs to be intercepted by the excavation. Vertically excavate down through the waste until
the intermediate or cover soils have been penetrated so waste below these layers of soil has been exposed.
Immediately remove all excavated waste to the working face of the landfill.

Place a more permeable material in the excavation. The best material is rock because it is the most permeable
material. The rock can be either on site or purchased from a quarry. The only criteria is that it be relatively free
of soil. The excavation needs to be filled with this material up to and including the soil layers where the leachate
is flowing. This allows the leachate to move vertically instead of horizontally. Once the material has been filled
above the soil layers, re-cover the area with soil cover material.

If the outbreak is at the edge of the landfill (MSW or C&D), do not excavate at his point. Step into the landfill at
least 20 feet to excavate. In the lined landfill, do this with extreme caution. In the lined landfill, the excavation
should be no deeper than 6 feet. Within 6 feet, the intermediate soil layers should have been penetrated. Do
not excavate into the initial waste placement.

In the C&D landfill, the vertical excavation may have to penetrate the final cap of the MSWLF. The cap was
supposed to be two feet but may be thicker. Whatever the thickness, the excavation needs to penetrate this
cap until the MSW is exposed. Fill the excavation with the more permeable material up to the top of the
excavation and place the methane vent pipe in the material and re-cover with intermediate cover. However,
unlike the MSWLF, place at least two feet of intermediate soil cover over the surface at the breakout. Also,
unlike the MSWLF, the leachate may be following the final cap of the closed MSW landfill and a considerable
amount of leachate may be seeking the low point along the landfill cap. If the low point happens to be at the
edge of the landfill, the excavation into the landfill may have to be considerable in order to allow the amount of
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leachate to flow vertically. The additional soil cover will have a damming effect so that the water is forced
vertically into the trench that has been excavated and filled with rock, preferably.

Also, the top of the C&D landfill needs to be graded so that there is very little standing water. The water that is
accumulating on the top is the source of the breakouts. The less there is on top, the less the potential of a
breakout.

If leachate has been impounded behind a berm, immediately obtain a water sample for laboratory testing for
Appendix I constituents. If leachate from a breakout has left the foot print of the landfill, obtain a water sample
from a sediment basin or other areas that the leachate may have been ponding. Once the sample has been
obtained, remove the ponding water by pumping it into a tank and disposing of it in either the leachate lagoon or
the waste water treatment plant. Once the water has been removed, remove the top one foot of soil in the pond
and dispose of it in the lined MSW landfill. Once the top one foot of soil has been removed, test the remaining
soil to assure that there are no Appendix I constituents in the surface of the soil that is in the pond area.

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2.9 Appendix VII - Solid Waste Management Facility Fire Occurrence Notification Form

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2.10 Engineering/Operation Drawings

2.10.1 Title Sheet
2.10.2 Index Sheet
2.10.3 Existing Conditions (MSW)
2.10.4 5 Year Fill Plan (MSW)
2.10.5 5 Year Fill with Gas Collection Wells (MSW)
2.10.6 Operation Details
2.10.7 Existing Conditions (C&D)
2.10.8 5 Year Fill Plan (C&D)
2.10.9 5 Year Fill with Gas Collection Wells (C&D)
2.10.10 Baseline Profiles and Cross Sections (MSW/C&D)

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SECTION 3.0

CLOSURE
PLAN

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3.1 Introduction

The County will cap their landfill within 180 days after the final receipt of solid waste. The cap system will
consist of 12 inches bridging material (temporary cover), 18 inches of cohesive soil liner with a permeability no
greater than 1.0 x 10-5 cm/sec, 40 mil Linear Low Density Polyethylene (LLDPE), drainage layer, 24 inches of
protective/erosive layer. All depths shall be measured perpendicular to the slope surface. The cap contains
gas venting system consisting of a series of washed stone trenches below the soil liner that will be vented
through 10” diameter PVC pipes with membrane boots that penetrate the cap. The cap system will also include
the proper seeding and mulching of the erosive layer and other erosion control devices.

The largest area to be closed within the permitted life will be 65 acres. Upon closure, the slopes of the side and
deck portions of the final cover system shall be a minimum of 5 percent and a maximum of 25 percent.

The Division requires that the Engineer certifies that the constructed cap is built according to approved plans
and specifications. The Engineer that will accomplish this task is the one who did the planning and has written
the Closure Plan specifications.

Before construction can begin, a pre-construction meeting will be held and the responsibilities and duties of
each party will be discussed.

The parties involved in the construction of the landfill are the Owner, Contractor and Engineer. The Contractor
is contractually responsible to the Owner. The Engineer is the Owner’s representative during the construction
period. The duties and responsibilities and the limitations of authority of the Engineer as the Owner’s
representative are set forth in the Contract Document and will not be changed without written consent of the
Owner and Engineer.

The Contactor will purchase and supply all materials that are part of the landfill construction. They will employ
subcontractors who will install and non-destructively test all flexible membrane liners. They will also employ a
North Carolina licensed geotechnical engineer and professional land surveyor. The geotechnical engineer will
test, report and certify the results for all structural and cohesive soils that are incorporated in the landfill. The
surveyor will report and certify elevations of the as-built existing grade, top of cohesive soil liner and top of
vegetative/protective cover.

The Contractor is responsible for following and meeting the requirements set forth in the contract documents.
The Contractors will provide to the Owner of the landfill and the Engineer a completed landfill constructed by
Division’s approved plans and specifications. The Contractor will give the Engineer a schedule for completion of
the landfill including dates for expected construction of the cohesive soil test pad, cohesive soil cap, erosive
layer, and estimated time for project completion. The Contractor is responsible for providing a foreman to
remain on site at all times during construction, provide qualified personnel to conduct quality control,
scheduling and coordinating the subcontractors, provide progress reports and as-built drawings, and
coordinating construction activities with the Engineer. The foreman is responsible for supervising and
coordinating with his crew, subcontractors, quality control personnel, attending all meetings and notifying the
Engineer’s Construction Observer when any discrepancies occur. The Contractor will meet with the
Construction Observer on a daily basis to discuss the days construction activities. The results of all tests and
any change in schedule shall be given to the Construction Observer as soon they are known by the Contractor.
The Contractor must be registered in the State of North Carolina.

As the owner’s representative, the Engineer will employ the onsite construction observer. The Engineer will
also employ all third party laboratories for conformance testing of the geosynthetics, destructive flexible
membrane liner tests and random cohesive soil permeability tests.

The Engineer is responsible for providing the engineering design, drawings and specifications, contract
documents and Construction Quality Assurance (CQA) needed for construction of the landfill. The Engineer is
responsible for conducting the pre-construction meeting, which will lay out the foundation for the project. The
Engineer will approve any design changes and certify to the Division that the cap was constructed according to
the requirements of Rule .1621 Construction Quality Assurance Plan and .1624 Construction requirements for
MSWLF Facilities, and Division approved plans and specifications. This will be accomplished by on-site
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observation and independent laboratory soil testing to test site-specific soil properties including permeability.
The Engineer will provide Quality Assurance by spot testing along side the Contractor, who will be providing the
Quality Control. The Engineer will certify that the construction was completed in accordance with the CQA
manual. The Engineer must be a professional engineer registered in North Carolina.

The Construction Observer (CO) is the Engineer’s representative on-site. It is the CO’s responsibility to know
and interpret the plans and specifications of the project. On a daily basis the CO will coordinate with the
Foreman to help ensure a quality product for the Owner. The CO will keep a daily log on the activities of the
Contractor, keep notes on all meetings, and handle all quality assurance activities indicated in this document.
The CO will keep a log of all material delivered on site and ensure the materials meets or exceeds the
specifications indicated in this report. If the need arises, additional meetings will be scheduled as determined
by the CO.

The estimate of the maximum inventory of MSW wastes ever on-site over the active life to date of the landfill
facility is 2,133,006 cubic yards.

Prior to beginning closure, the County shall notify the Division of Waste Management that a notice of the intent
to close the unit has been placed in the operating record. The County shall begin closure activities no later than
thirty (30) days after the date on which the landfill receives the final wastes or if the landfill has remaining
capacity and there is a reasonable likelihood that the landfill will receive additional wastes, no later than one
year after the most recent receipt of wastes. Extensions beyond the one-year deadline for beginning closure
may be granted by the Division of Waste Management if the County demonstrates that the landfill has the
capacity to receive additional waste and the County has taken and will continue to take all steps necessary to
prevent threats to human health and the environment from the closed landfill.

The County shall complete closure activities in accordance with the closure plan within 180 days following the
final receipt of waste. Extensions of the closure period may be granted by the Division of Waste Management if
the County demonstrates that closure will, of necessity, take longer than one hundred eighty (180) days and the
County has taken and will continue to take all steps to prevent threats of human health and environment from
the enclosed landfill.

Estimated schedule of closure will be approximately 26 years.

Following closure of the landfill, the County shall notify the Division that a certification, signed by the project
engineer, verifying that closure has been completed in accordance with the closure plan, and has been placed
in the operating record. The County shall record a notation on the deed to the landfill property and notify the
Division of Waste Management that the notation has been recorded and a copy has been placed in the
operating record. The notation on the deed shall in perpetuity notify any potential purchaser of the property that
the land has been used as a landfill and its use is restricted under the closure plan approved by the Division of
Waste Management. The County may request permission from the Division to remove the notation from the
deed if all waste are removed from the landfill.

3.2 Closure Cap System

All materials and equipment shall be furnished by an established and reputable manufacturer or supplier. All
materials and equipment shall be new and shall be of first class ingredients and construction, designed and
guaranteed to perform the service required and shall conform with the following standard specifications or shall
be the product of the listed manufacturers or similar and equal thereto as approved by the Engineer.

3.2.1 Conformance Testing for Interface Friction Angles of Capping Materials

Conformance testing for Interface Friction Angles, for every 200,000 square feet of capping materials is as
follows:

1. Minimum Friction Angle for soil to textured LLDPE liner is 26 degrees and the test method is
ASTM 5321.

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2. Minimum Friction Angle for textured LLDPE liner to 330 mil double bonded geocomposite drainage
net is 26 degrees and the test method is ASTM 5321.

3. Minimum Friction Angle for 330 mil double bonded geocomposite drainage net to soil is 26 degrees
and the test method is ASTM 5321.

3.3 Closure Cohesive Soil Cap

All materials and equipment shall be furnished by an established and reputable manufacturer or supplier. All
materials and equipment shall be new and shall be of first class ingredients and construction, designed and
guaranteed to perform the service required and shall conform with the following standard specifications or shall
be the product of the listed manufacturers or similar and equal thereto as approved by the Engineer.

Cohesive Soil Cap Borrow Material

Test Name Test Method Contractor/Engineer Frequency
Moisture/Density ASTM D698/D1557 1 per 5000 c.y.
Remolded Permeability ASTM D5084 1 per 5000 c.y.
Atterberg Limits ASTM D4318 1 per 5000 c.y.
Visual Classification ASTM D2488 1 per 5000 c.y.
Grain Size Distribution ASTM D422 1 per 5000 c.y.

Cohesive Soil Cap Test Pad

Test Name Test Method Contractor/Engineer Frequency
Field Moisture/Density ASTM D1556 (sand cone)
ASTM D2922/D3017 (nuclear gauge)
ASTM D2937 (drive cylinder)
3 per lift
Permeability ASTM D5084 1 per lift
Remolded Permeability ASTM D5084 1 per lift
Atterberg Limits ASTM D4318 1 per lift
Visual Classification ASTM D2488 1 per lift
Grain Size Distribution ASTM D422 1 per lift

In-Place Cohesive Soil Cap

Test Name Test Method Contractor/Engineer Frequency
Field Moisture/Density ASTM D1556 (sand cone)
ASTM D2922/D3017 (nuclear gauge)
ASTM D2937 (drive cylinder)
1 per lift per acre
Permeability ASTM D5084 1 per lift per acre
Atterberg Limits ASTM D4318 1 per lift per acre
Visual Classification ASTM D2488 1 per lift per acre
Grain Size Distribution ASTM D422 1 per lift per acre

(a) Suitable on-site and/or off-site soils may be used as cohesive soil cap if it can achieve an in-place
permeability of 1.0 x 10-5 cm/sec or less and meets all testing requirements indicated in the material
testing paragraph in this section. Wyoming bentonite or an approved equivalent may be blended with the
soil to lower the soil's permeability.

(b) A permeability “window” shall be developed for each type of soil from the borrow material that will be
used for construction of the cohesive soil cap. The window shall be plotted on a semi-log plot with
moisture content versus density. Laboratory testing to develop the window shall include a series of
remolded samples compacted to various dry densities and moisture contents utilizing the same
compactive effort (ASTM D 698 or D 1557). The remolded samples shall be tested for permeability to
determine whether or not the particular soil type will provide the maximum permeability (1.0 x 10-5
cm/sec) at various dry densities and moisture contents. The window is then developed from the accepted
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remolded samples and moisture contents from the semi-log plot. A straight line is typically drawn
between the acceptable points on the moisture-density curve to indicate a range of probable acceptable
permeability results. The window will be used in the construction of the test strip to verify the laboratory
remolded permeability results.

(c) Atterberg limits and grain size distribution shall also be conducted on the bulk samples used to
prepare the permeability window ASTM D2487, D4318, D422. These tests can be used as indices on
random samples collected from the borrow site during construction to verify the soil type is the same as
was used to develop the “window”. As a minimum, sufficient visual classifications and Atterberg limits
shall be conducted in association with each permeability test to verify that the construction materials meet
specifications.

(d) A test strip of compacted cohesive soil cap shall be prepared to verify the permeability “window” prior
to general installation of the cohesive soil cap. The test strip will be used to verify the results from the
remolded permeabilities from the borrow site utilizing the permeability window(s) for each soil type that is
going to be used for construction of the cohesive soil cap. At a minimum, the verification will consist of
three moisture density tests, one Atterberg limits test, one grain size distribution test (ASTM D2487,
D4318, and D422), and one Shelby Tube sample for each lift constructed in the test pad. Laboratory
permeability tests shall be performed on tube (Shelby or drive tubes) samples of the cohesive soil cap
after placement and compaction. The permeability must be a maximum of 1.0 x10-5cm/sec. Tests shall be
performed in accordance with the ASTM D5084. The test strip shall be approximately 2,500 sq. ft. in
surface area and constructed to conform geometrically to the site topography with a minimum lateral
dimension in any direction of 25 ft. The test strip shall consist of at least three compacted 6 inch lifts of
cohesive soil cap. Placement and testing of the test strip shall be in conformance with the construction
specifications and requirements for general installation of the cohesive soil cap. Test results from the test
strip shall be used to guide placement and achievement of the required maximum permeability of 1.0 x
10-5 cm/sec of the cohesive soil cap. The test strip may be used as an integral part of the overall
cohesive soil cap if it meets the required specification for the cap. All results shall be given to the
Construction Observer.

(e) The soils shall be placed to the total thickness shown on the plans in maximum 8-inch thick loose lifts
with a maximum 6" compacted lift compacted preferably at a moisture content between 0 to 3% above
optimum moisture content to 95% standard Proctor maximum dry density (ASTM Test Designation D698).
A sheepsfoot roller or approved alternative may be used to compact the soil cap provided the compaction
and permeability requirements can be achieved. Each lift shall be tested for permeability, moisture
content, particle size distribution analysis, Atterberg limits, moisture-density-permeability relation, and if
needed percent bentonite admixed with soil, prior to the placement of the succeeding lift and visually
inspected to confirm that all soil clods have been broken and that the surface is sufficiently scarified so
that adequate bonding can be achieved. Soils for cohesive soil cap shall be screened, disced, or
prepared using any other approved method as necessary to obtain a homogeneous cohesive soil with
clod sizes in a soil matrix no larger than about 1.5 inches in maximum diameter. After each lift, the
surface shall be scarified prior to the placement of the next lift to provide good bonding from one lift to the
next.

(f) The cohesive soil cap shall be tested to evaluate the coefficient of permeability. The coefficient of
permeability of the soil cap shall be equal to or less than 1.0 x 10-5 cm/sec after placement and
compaction. The soil cap must be a minimum of 1.5 feet thick (measured perpendicular to slope).

(g) Laboratory falling head permeability tests shall be performed on tube (Shelby or drive tubes) samples
of the cohesive soil cap after placement and compaction. The permeability must be a maximum of 1.0 x
10-5cm/sec. Tests shall be performed in accordance with ASTM D5084. All laboratory permeability tests
shall be performed at a confining pressure of 10 psi and at a hydraulic gradient of 20.

(h) The soil cap shall be tested a minimum of one soil sample per lift per acre for laboratory permeability.
All permeability testing will be on random samples judged by the Engineer to be representative of the
most permeable soil conditions for the area being tested. The project engineer shall certify that the
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materials used in construction were tested according to the Division approved plans. If after placement of
the soil cap it fails the required tests, the material will either be reworked or replaced and retested. The
soil cap must remain moist at all times, if any section becomes dry, rework the dry area and moisten.

(i) A minimum of two (2) inches of soil shall be removed prior to securing each sample for permeability
testing. The sampling tube shall be advanced vertically into the soil with as little soil disturbance as
possible and should be pushed using a uniform pressure. The sampling tube (Shelby tube), when
extracted, shall be free of dents, and the ends shall not be distorted. A backhoe or approved alternative
should be used to advance the sampling tube (Shelby tube) as long as disturbance is minimized. Drive
tube samples of the cap may be obtained for permeability testings. If the Engineer judges the sample to
be too disturbed, another sample shall be taken. Once an acceptable sample has been secured and
properly prepared, all sample excavations or other holes created by survey stakes, etc. shall be backfilled
to grade with a 50% mixture of bentonite and similar soils in maximum 3-inch loose lifts and hand tamped
with a blunt tool to achieve a tight seal equivalent to the original density.

(j) No additional construction shall proceed on the soil layers at the area being tested until the Engineer
has reviewed the results of the tests and judged the desired permeability is being achieved.

(k) As a minimum, sufficient visual classifications (ASTM Test Designation D2487), analyses (ASTM Test
Designation D422) and Atterberg limits (ASTM Test Designation D4318) shall be conducted in
association with each permeability test to verify that the construction materials meet specifications. The
minimum number of tests will be 1 per lift per acre.

(l) If the soil for the cohesive soil cap is incapable of achieving the required permeability when compacted,
bentonite or approved alternative may be mixed with the soils to decrease the permeability. The amount
of additive required must be determined in the laboratory and mixed in the field using either a pug mill or
a soil stabilizer. Where additives are required, the soil shall be placed in maximum 8-inch thick loose lifts
and compacted preferably between 0 to +3% optimum moisture content to 95% standard proctor
maximum dry density (ASTM Test Designation D698) for the soil-additive mixture. All other compaction
procedures for the soil apply.

(m) Surfaces to be lined shall be smooth and free of debris, roots, and angular or sharp rocks larger than
three-eight (3/8) inches in diameter to a depth of six (6) inches. The cohesive soil cap shall have no
sudden sharp or abrupt changes in grade.

(n) The Contractor shall protect the cohesive soil cap from desiccation, flooding and freezing. Protection,
if required, may consists of a thin plastic protective cover, (or other material as approved by the engineer)
installed over the completed cohesive soil cap until such time as the placement of flexible membrane liner
begins. Areas found to have any desiccation cracks or which exhibit swelling, heaving or other similar
conditions shall be replaced or reworked and retested by the contractor to remove these defects.

(o) The thickness and grade of the soil cap will be verified by the surveyor before placement of the
geomembrane liner. The soil cap will be surveyed at 50 foot grid points and any grade changes (top of
slopes, bottom of slopes, breaks in slopes, etc.) where the elevations of the top of landfill will be checked
with the top of soil cap to verify 1.5 feet (measured perpendicular to slope) of soil cap. The grade will then
be verified with the surveyed information. The survey will be performed by NC professional land surveyor.

(p) Surface Acceptance. Upon request, the Flexible Membrane Liner manufacturer installer shall provide
the Engineer with a written acceptance of the surface prior to commencing installation. Subsequent
repairs to the cohesive soil cap and the surface shall remain the responsibility of the contractor.

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3.4 Closure Flexible Membrane Liner Method of Deployment

All materials and equipment shall be furnished by an established and reputable manufacturer or supplier. All
materials and equipment shall be new and shall be of first class ingredients and construction, designed and
guaranteed to perform the service required and shall conform with the following standard specifications or shall
be the product of the listed manufacturers or similar and equal thereto as approved by the Engineer.

Delivery, Storage and Handling of all materials and equipment shall adhere to the following:

A. Manufacturer labels must be on all rolls delivered to the project.
B. A firmly affixed label attached to the selvage edge, shall clearly state the manufacturer’s name, product
identification, material thickness, roll number, roll type, roll dimensions and roll weight.
C. The manufacturer protects the geomembrane from mud, dirt, dust, puncture, cutting or any other
damaging deleterious conditions.
D. Continuously and uniformly supported, rolls are stored away from high traffic areas on a smooth, level
surface. Chocks keep the rolls secure when necessary.

Material Warranty shall adhere to the following:

Material manufacturer shall guarantee material against defects and premature aging from environmental
conditions on a pro rata basis for a specified period of time acceptable to owner and manufacturer.
Flexible Membrane Liner Tests

Test Name Description Test Method Frequency

Air Test Air Test Seams Every Seam
Vacuum Test Every welded area Where air test impossible
Destructive Tests Seam Strength ASTM D4437 Every 500’ of seam

Qualified liner installers, seamers, and the liner foreman shall meet a minimum requirement of 1,000,000
square feet of geomembrane installation. There are no other minimum qualifications needed by other parties.

The 40 mil Linear Low Density Polyethylene (LLDPE) is to be placed in direct contact with moist cohesive soil
cap. The extrusion rods and/or brads used in seaming the rolls together shall be derived from the same base
resin as the liner and shall meet the following minimum properties:

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(1) Preparation for Geomembrane Deployment

(a) Panel Layout

Prior to commencement of liner deployment, layout drawings shall be produced to indicate the
panel configuration and location of seams for the project.

(b) Identification

Each panel used for the installation shall be given a numeric or alpha-numeric identification number
consistent with the layout drawing. This identification number shall be related to manufacturing roll
number that identifies the resin type, batch number and date of manufacture.

(c) Verification

The manufacturers certification will be reviewed by the Engineer. If the certification does not meet
the requirements of GRI-GM17, the corresponding liner rolls will be rejected.

The Engineer will remove a sample from 1 out of 4 rolls delivered to the site and have a third party
lab test for thickness, density, carbon black content, carbon black dispersion and tensile properties.
The geomembrane will have been accredited by the Geosynthetic Accreditation Institute (GAI).

(2) Field Panel Placement

(a) Location

The Flexible Membrane Liner Manufacturer/Installer shall install field panels at the location
indicated on the layout drawing. If the panels are deployed in a location other than that indicated
on the layout drawings, the revised location shall be noted in the field on a layout drawing which will
be modified at the completion of the project to reflect actual panel locations.

(b) Weather Conditions

Geomembrane deployment shall not be carried out during any precipitation, nor in the presence of
excessive moisture (i.e. fog, dew), in an area of standing water, or during high winds.

(c) Method of Deployment shall follow the manufacturer’s recommendations and sound, accepted
engineering practices.

(1) The method and equipment used to deploy the panels must not damage the
geomembrane or the supporting subgrade surface.

(2) No personnel working on the geomembrane will smoke, wear shoes that can
damage the geomembrane, or engage in actions which could result in damage to the
geomembrane.
(3) Adequate temporary loading and/or anchoring, (i.e. sandbags, tires), which will
not damage the geomembrane, will be placed to prevent uplift of the geomembrane by
wind. If uplift occurs, additional sandbags will be placed in necessary areas.

(4) The geomembrane will be deployed in a manner to minimize wrinkles. The
geomembrane will have no fold overs.

(5) Any damage to a panel of the geomembrane will be repaired. Any area of a panel
seriously damaged (torn, twisted, or crimped) will be marked, cut out and removed from
the work area with resulting seaming and/or repairs performed.

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(3) Field Seaming

(a) Layout

In general, seams shall be oriented parallel to the slope, i.e., oriented along, not across the slope.
Whenever possible, horizontal seams should be located not less than five (5) feet from the toe of
the slope. Each seam made in the field shall be numbered in a manner that is compatible with the
panel layout drawing for documentation of seam testing results.

(b) Personnel

All personnel performing seaming operations shall be trained in the operation of the specific
seaming equipment being used and will qualify by successfully welding a test seam. The project
foreman will provide direct supervision of all personnel seaming to verify proper welding procedures
are followed. Qualified liner installers, seamers, and the liner foreman shall meet a minimum
requirement of 1,000,000 square feet of geomembrane installation. There are no other minimum
qualifications needed by other parties.

(c) Equipment

(1) Fusion Welding

Fusion Welding consists of placing a heated wedge, mounted on a self propelled vehicular unit,
between two (2) overlapped sheets such that the surface of both sheets are heated above the
polyethylene's melting point. After being heated by the wedge, the overlapped panels pass
through a set of preset pressure wheels which compress the two (2) panels together so that a
continuous homogeneous fusion weld is formed. The fusion welder is equipped with a
temperature readout device which continuously monitors the temperature of the wedge.

(2) Extrusion Fillet Welding

Extrusion fillet welding consists of introducing a ribbon of molten resin along the edge of the
seam overlap of the two (2) sheets to be welded. The molten polymer causes some of the
material of each sheet to be liquefied resulting in a homogeneous bond between the molten
weld bead and the surfaces of the sheets. The extrusion welder is equipped with gauges giving
the temperature in the apparatus and the preheat temperature at the nozzle.

(d) Weather Conditions

The Flexible Membrane Liner Manufacturer/Installer will rely on the experience of the Flexible
Membrane Liner Project Superintendent and the results of test seams to determine seaming
restrictions by weather. Many factors, such as ambient temperature, humidity, wind, sunshine, etc.,
can effect the integrity of field seams and must be taken into account when deciding whether or not
seaming should proceed. Responsibility for monitoring these conditions shall lie with the Flexible
Membrane Liner Project Superintendent; however, the Engineer may suspend any seaming
operation which is, in his opinion, at the risk of providing the Owner with a quality product. Test
seams are required prior to daily production seaming to determine if the weather conditions will
effect the Flexible Membrane Liner System's ability to produce quality seams. Additional
non-destructive and destructive testing of production seams substantiate the decision made by the
Flexible Membrane Liner Project Superintendent to seam on any given day.

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(4) Seam Preparation

(a) Fusion Welding

(1) Overlap the panels of geomembrane approximately four (4) inches.

(2) Clean the seam area prior to seaming to assure the area is clean and free of
moisture, dust, dirt, debris of any kind. No grinding is required for fusion welding.

(3) Adjust the panels so that seams are aligned with the fewest possible
number of wrinkles and "fishmouths".

(4) A movable protective layer may be used, at the discretion of the Flexible
Membrane Liner Project Superintendent, directly below the overlap of geomembrane
that is to be seamed to prevent build-up of moisture between the panels.

(b) Extrusion Welding

(1) Overlap the panels of geomembrane a minimum of three (3) inches.

(2) Temporarily bond the panels of geomembrane to be welded taking care not to
damage the geomembrane.

(3) Grind seam overlap prior to welding within one (1) hour of welding operation
In a manner that does not damage the geomembrane. Limit grinding to ¼” outside of
the extrusion weld area.

(4) Clean the seam area prior to seaming to assure the area is clean and free of
moisture, dust, dirt, and debris of any kind.

(5) Purge the extruder prior to beginning the seam to remove all heat-degraded
extrudate from the barrel.

(6) Keep welding rod clean and off the ground.

(5) Test Seams

Test seams shall be performed at the beginning of each seaming period and at least once each
four (4) hours for each seaming apparatus used that day. Test seams shall be made on fragment
pieces of the geomembrane liner and under the same conditions as actual seams.

(a) Test Seam Length

The test seam shall be at least three (3) feet long and should be made by joining two (2) pieces of
geomembrane at least 9" in width.

(b) Sample Procedure

(1) Visually inspect the seam for squeeze out, footprint, pressure and general appearance.

(2) Two random samples one (1) inch wide shall be cut from the test seam.

(3) The two (2), one (1) inch wide samples shall be tested in the field in a tensiometer
that has a constant separation of 2.0 in/min for peel and shear. The passing
destructive test requirements for a 40-mil liner seam is: minimum peel adhesion of
44 ppi for hot wedge and 50 ppi for extrusion fillet seams, minimum shear strength of
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60 ppi or hot wedge and extrusion fillet seams, and a maximum of 25% peel
separation of the seam. If a specimen fails, the entire procedure shall be repeated.

(4) If any of the second set of specimens fail, the seaming apparatus shall not be
accepted and shall not be used for seaming until the deficiencies are corrected and a
passing test seam is achieved.

(5) After completion of these tests, the remaining portion of test seam can be discarded.
Documentation of the test seams will be maintained, listing seam identification
number, welder's name, temperature control setting, and test results.

(6) Passing test results records shall be maintained.

(6) General Seaming Procedures

(a) Seaming shall extend to the outside edge of panels to be anchored.
While welding a seam, monitor and maintain the proper overlap.

(b) Inspect seam area to assure area is clean and free of moisture, dust, dirt, debris of
any kind.

(c) While welding a seam, monitor temperature gauges to assure proper settings are
maintained and that the seaming apparatus is operating properly.

(d) Align wrinkles at the seam overlap to allow welding through the wrinkle.

(e) Fishmouths or wrinkles at seam and overlaps that cannot be welded through shall
be cut along the ridge in order to achieve a flat overlap. The cut fishmouth or wrinkle shall be
seamed. Any portion where the overlap is inadequate shall be patched with an oval or round
patch of the same geomembrane extending a minimum of six (6) inches beyond the cut in all
directions.

(f) All cross/butt seams between two (2) rows of seamed panels shall be welded during
the coolest time of the day to allow for contraction of the geomembrane.

(g) All "T" joints shall have the overlap from the wedge welder seam trimmed back to allow an
extrusion fillet weld. Then grind ¼ of an inch minimum on either side of the wedge seam,
then extrusion weld all of the area prepared by grinding.

3.5 Closure Flexible Membrane Liner Tests

The installation crews will non-destructively test all field seams over their full length using air pressure
testing, vacuum testing or other approved methods, to verify the continuity and integrity of the seams.

(a) Air Pressure Testing

The welded seam created by double hot-wedge fusion welding process is composed of two distinct
welded seams separated by an unwelded channel approximately 3/8 of an inch between the two
welded seams permits the double hot-wedge fusion seams to be tested by inflating the sealed
channel with air to a predetermined pressure, and observing the stability of the pressurized channel
over time.

(1) Equipment for Air Testing

An air pump (manual or motor driven) capable of generating and sustaining a pressure
between 25 to 30 psi.

A rubber hose with fittings and connections.
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A sharp hollow needle, or other approved pressure feed device with a pressure gauge capable
of reading and sustaining a pressure between 25 to 30 psi.

(2) Procedure for Air Testing

Seal both ends of the seam to be tested.

Insert needle or other approved pressure feed device into the sealed channel created by the
fusion weld.

Inflate the test channel to a pressure between 25 to 30 psi, in accordance with the following
schedule, close valve, and observe initial pressure after approximately 2 minutes.

INITIAL PRESSURE SCHEDULE *

Material (Mil) Min. Psi Max. Psi
40 25 30
60 27 30
80 30 30
100 30 30

* Initial pressure settings are read after a two minute "relaxing period". The purpose of this
"relaxing period" is to permit the air temperature and pressure to stabilize.

Observe and record the air pressure five (5) minutes after "relaxing period" ends and when
initial pressure setting is used. If loss of pressure exceeds the following or if the pressure does
not stabilize, locate faulty area and repair.

MAXIMUM PERMISSIBLE PRESSURE DIFFERENTIAL
AFTER 5 MINUTES - LLDPE

Material (Mil) Pressure Diff.
40 4 psi
60 3 psi
80 3 psi
100 3 psi

At the conclusion of the pressure test the end of the seam opposite the pressure gauge is cut.
A decrease in gauge pressure must be observed or the air channel will be considered "blocked"
and the test will have to be repeated after the blockage is corrected.

Remove needle or other approved pressure feed device and seal resulting hole by extrusion
welding.

(3) In the event of a Non-Complying Air Pressure Test, the following procedure
shall be followed:

Check seam end seals and retest seams.

If non-compliance with specified maximum pressure differential re-occurs, repair the seam.
Capping or removal/re-seam of the non-complying seam are the only two (2) acceptable
methods for repairing failed seams. Non-destruct test the entire length of the repaired seam.

Perform destructive peel tests on the samples using the field tensiometer.

If all samples pass destructive testing, remove the overlap left by the wedge welder and
vacuum test the entire length of seam.
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If a leak is located by the vacuum test, repair by extrusion welding. Test the repair by vacuum
testing.
If no leak is discovered by vacuum testing, the seam will pass non-destructive testing.

If one or more samples fail the peel tests, additional samples will be taken.

When two (2) passing samples are located, the seam between these two (2) locations will be
considered non-complying. Capping or removal of the non-complying seam, are the only two
(2) acceptable methods for repairing failed seams. Non-destruct test the entire length of the
repaired seam.

(b) Vacuum Testing

This test is used when the geometry of the weld makes air pressure testing impossible or
impractical or when attempting to locate the precise location of a defect believed to exist after air
pressure testing. The penetration will be tested using this method.

(1) Equipment for Vacuum Testing

Vacuum box assembly consisting of a rigid housing, a transparent viewing window, a soft
neoprene gasket attached to the bottom, port hole or valve assembly, and a vacuum gauge.

Vacuum pump assembly equipped with a pressure controller and pipe connection.

A rubber pressure/vacuum hose with fittings and connections.

A bucket and means to apply a soapy solution.

A soapy solution.

(2) Procedure for Vacuum Testing

Trim excess overlap from seam, if any.

Turn on the vacuum pump to reduce the vacuum box to approximately 5 inch of mercury, i.e., 5
psi gauge.

Apply a generous amount of a solution of strong liquid detergent and water to the area to be
tested.

Place the vacuum box over the area to be tested and apply sufficient downward pressure to
"seat" the seal strip against the liner.

Close the bleed valve and open the vacuum valve.

Apply a minimum of 5 in. Hg vacuum to the area as indicated by the gauge on the vacuum box.

Ensure that a leak tight seal is created.

For a period of not less than 30 seconds, examine the geomembrane through the viewing
window for the presence of soap bubbles.

If no bubbles appear after 30 seconds, close the vacuum valve and open the bleed valve, move
the box over the next adjoining area with a minimum 3 in. overlap, and repeat the process.

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(3) Procedure for Non-Complying Test

Mark all areas where soap bubbles appear and repair the marked areas.

Retest repaired areas.

(c) Destructive Testing

(1) Concept

The purpose of destructive testing is to determine and evaluate seam strength. These tests
require direct sampling and thus subsequent patching. Therefore destructive testing should be
held to a minimum to reduce the amount of repairs to the geomembrane.

(2) Procedure for Destructive Testing

All Destructive tests will be done according to GRI test method GM19. Destructive test
samples shall be marked and cut out randomly at a minimum average frequency of one test
location every 500 feet of seam length.

Additional destructive tests may be taken in areas of contamination, offset welds, visible
crystallinity or other potential cause of faulty welds at the descretion of the Flexible Membrane
Liner Project Superintendent and Engineer.

Sample Size

The sample should be twelve (12) inches wide with a seam fourteen (14) inches long centered
lengthwise in the sample. The sample may be increased in size to accommodate independent
laboratory testing by the owner at the owner's request or by specific project specifications.

A one (1) inch sample shall be cut from each end of the test seam for field testing.

The two (2), one (1) inch wide samples shall be tested in the field in a tensiometer that has a
constant separation of 2.0 in/min. for peel and shear. The passing destructive test
requirements for a 40-mil LLDPE liner seam is: minimum peel strength of 50 ppi for hot wedge
and 44 ppi for extrusion fillet seams, minimum shear strength of 60 ppi for hot wedge and
extrusion fillet seams, and a maximum of 25% peel separation of the seam.

(3) Procedure in the event of Destructive Test Failure

Cut additional field samples for testing. In the case of a field production seam, the samples
must lie a minimum of ten (10) feet in each direction from the location of the failed sample.
Perform a field test for peel strength. If these field samples pass, then laboratory samples can
be cut and forwarded to the laboratory for full testing.

If the laboratory samples pass then reconstruct the seam between the two (2) passing samples
locations.

Heat tack the overlap along the length of the seam to be reconstructed and extrusion weld.

Vacuum test the extrusion weld.

If either of the samples fail, then additional samples are taken in accordance with the above
procedure until two (2) passing samples are found to establish the zone in which the seam
should be reconstructed.
All passing seams must be bounded by two (2) locations from which samples passing
laboratory destructive tests have been taken.

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In cases of reconstructed seams exceeding 150 feet, a destructive sample must be taken and
pass destructive testing from within the zone in which the seam has been reconstructed.

All destructive seam samples sent to the independent laboratory chosen by the Engineer, shall
be numbered.

(d) Quality Assurance Laboratory Testing

(1) Destructive samples sent to the laboratory will be tested for shear/peel strength,
elongation, and peel separation according to table 2(a) of GRI Test Method GM19.
Five (5) specimens shall be tested for each test method with data recorded. Four (4)
out of the five (5) specimens must pass and the fifth specimen must be 80% of the
passing test values. The passing test values are as follows:

Hot Wedge Seams
Shear Strength-60 ppi
Shear elongation at break – 50%
Peel Strength- 50 ppi
Peel separation-25%
Extrusion Fillet Seams
Shear Strength-60 ppi
Shear Elongation at break-50%
Peel Strength- 44 ppi
Peel separation-25%

(2) Defects and Repairs

(a) The Flexible Membrane Liner Project Superintendent shall conduct a detailed walk
through and visually check all seams and non-seam areas of the geomembrane for defects,
holes, blisters and signs of damage during installation.

(b) All other installation personnel shall, at all times, be on the lookout for any damaged
areas. Damaged areas shall be marked and repaired.

(c) Repair Procedures

Any portion of the geomembrane showing a flaw or failing a destructive or non-destructive
test shall be repaired. Several procedures exist for repair and the decision as to the
appropriate repair procedure shall be made by the Flexible Membrane Liner Project
Superintendent. Repairs need to be made in a timely manner to protect the moist cohesive
soil liner and flexible membrane liner. If inclement weather is approaching, steps need to be
made to protect the cohesive soil cap such as a temporary cover. If cohesive soil cap is
damaged, it must be reworked. Procedures available for liner repair:

Patching - used to repair large holes, tears and destructive sample locations. All patches
shall extend at least six (6) inches beyond the edges of the defect and all corners of
patches shall be rounded.

Reconstruction - used to repair seams bounded by passing destruct samples.

Grinding and welding - used to repair sections of extruded seams.

Spot welding or seaming - used to repair small tears, pinholes or other minor localized
flaws.

Capping - used to repair lengths of failed extruded seams.

Removal of a bad seam and replacement with a strip of new material seamed into place.

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(d) Verification of Repairs

Every repair shall be non-destructively tested. Repairs which pass the non-destructive test
shall be deemed adequate. Large repairs may require a destructive test. Repair test results
shall be logged. The repair location shall be recorded on an as-built drawing.

(e) Liner Acceptance

The constructed liner will be accepted when all non-destruct and destruct tests have
passed their respective tests and the results have been verified by the Engineer.

3.6 Closure Protective Cover

(1) HPDE Geocomposite Drainage Netting manufactured by SKAPS Industries 330 mil, or approved
equal. Q/C testing information/certification for each property on geocomposite will be provided by the
contractor/manufacturer for the rolls delivered. The thickness, transmissivity and ply adhesion will be
tested by the Engineer’s third party laboratory for quality assurance. One roll from every 200,000 ft.2 of
material delivered to the site will be tested.

Otherwise, the deployed geonet is visually inspected to assure that the geotextile fabric has not been
torn and is over lapping onto adjacent rolls so that it can and has been heat seamed. Damaged spots
are repaired accordingly to assure that soil cannot get into the drainage net.

Transmissivity of Geocomposite Drainage Net

Skaps Transnet 330 with 8 oz. geotextile has a transmissivity of 9 x 10-4 m2/sec

1 m2/sec = 10.7639 ft2

0.0009 m2/sec = 0.010 ft2/sec = T

Transmissivity (T) = Permeability (K) x thickness (b)

b = 0.33 inch = 0.0275 feet

K = T ÷ b = 0.010 ft2/sec ÷ 0.0275 ft = 0.363 ft/sec

1 acre = 43,560 ft2

1 acre of Transnet 330 discharges:

43,560 ft2 x 0.363 ft/sec = 15,838 ft3/sec

Based on HELP model from the Phases 1-3 Permit Applications the average annual discharge from
top liner cap is 12 inches/acre which is:

43,560 ft3/year = 43,560 ft3 ÷ (60)(60)(24)(365) = 0.00138 ft3/sec.

The cap will have a drainage net that will flow 15,838 ft3/sec/acre and the expected discharge is
0.00138 ft3/sec.

The Transnet 330 is more than adequate to handle the flow from the vegetative layer onto
the LLDPE Liner.

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GEOCOMPOSITE PROPERTIES (SKAPS 330 mil)

Notes:
1. Transmissivity measured using water at 21 ± 2°C (70 ± 4°F) with a gradient of 0.1 and a confining
pressure of 10000 psf between steel plates after 15 minutes. Values may vary between individual labs.
2. MARV is statistically defined as mean minus two standard deviations and it is the value which is exceeded
by 97.5% of all the test data.
3. Condition 190/2.16

Delivery, Storage and Handling of all materials and equipment shall adhere to the following:

A. Manufacturer labels must be on all rolls delivered to the project.
B. A firmly affixed label attached to the selvage edge, shall clearly state the manufacturer’s
name, product identification, material thickness, roll type, roll dimensions and roll weight.
C. The manufacturer protects the geocomposite from mud, dirt, dust, puncture, cutting or any
other damaging deleterious conditions.
D. Continuously and uniformly supported, rolls are stored away from high traffic areas on a
smooth, level surface. Chocks keep the rolls secure when necessary.

Property Test Method Unit Required Value Qualifier
with 6 oz. with 8 oz.
Geonet
Thickness ASTM D 5199 mil 330±30 330±30 Range
Carbon Black ASTM D 4218 % 2 to 3 2 to 3 Range
Tensile Strength ASTM D 7179 lb/in 95 95 Minimum
Melt Flow ASTM D 12383 g/10 min 1 1 Maximum
Density ASTM D 1505 g/cm3 0.94 0.94 Minimum
Transmissivity1 ASTM D 4716 m2/sec 8x10-3 8x10-3 MARV2
Composite
Ply Adhesion
(Minimum) ASTM D 7005 lb/in 0.5 0.5 MARV
Ply Adhesion
(Average) ASTM D 7005 lb/in 1 1 MARV
Transmissivity1 ASTM D 4716 m2/sec 9x10-4 9x10-4 MARV
GeoTextile
Fabric Weight ASTM D 5261 oz/yd2 6 8 MARV
Grab Strength ASTM D 4632 lbs 160 225 MARV
Grab Elongation ASTM D 4632 % 50 50 MARV
Tear Strength ASTM D 4533 lbs 65 90 MARV
Puncture Resistance ASTM D 4833 gpm/ft2 95 130 MARV
CBR Puncture ASTM D 6241 lbs 475 650 MARV
Water Flow Rate ASTM D 4491 gpm/ft2 125 100 MARV
Permittivity ASTM D 4491 sec-1 1.63 1.26 MARV
Permeability ASTM D 4491 cm/sec 0.3 0.3 MARV
AOS ASTM D 4751 US Sieve 70 80 MARV
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Material Warranty shall adhere to the following:

Material manufacturer shall guarantee material against defects and premature aging from
environmental conditions on a pro rata basis for a specified period of time acceptable to owner and
manufacturer.
The geocomposite will be handled in such a manner as to ensure the geocomposite are not damaged
in any way. On slopes, the geocomposite will be secured in the anchor trench and then rolled down the
slope in such a manner as to continually keep the geocomposite sheet in tension. If necessary, the
geocomposite will be positioned by hand after being unrolled to minimize wrinkles. Geocomposite can
be placed in the horizontal direction (i.e., across the slope) in some special locations (e.g., where extra
layers are required or where slope is less than 10:1).

Geocomposite will not be welded to the geomembrane. Geocomposite will be cut using approved
cutters,(i.e., hook blade, scissors, etc.) Care should be taken to prevent damage to underlying layers.
Care must be taken not to entrap dirt in the geocomposite that could cause clogging of the drainage
system, and or stones that could damage the adjacent geomembrane.
Adjacent rolls of geocomposite will be overlapped by at least four inches and securely tied. Tying can
be achieved by plastic fasteners. Tying devices will be white or yellow for easy inspection. Metallic
devices are not allowed. Tying will be five to ten feet along the bottom of the slope. Tying will be every
five feet along the slope, every two feet across the slope and at the top of the berm. Tying in the
anchor trench will be done in one foot intervals. In the corners of the side slopes where overlaps
between perpendicular geocomposite strips are required, an extra layer of geocomposite will be
unrolled along the slope, on top of the previously installed geocomposite, from the top to bottom of the
slope.

Any holes or tears in the geocomposite will be repaired by placing a patch, utilizing the same
geocomposite material, extending two feet beyond edges of the hole or tear. The patch will be secured
to the original geocomposite by tying every twelve inches. If the hole or tear width across the roll is
more than 50% the width of the roll, the damaged area will be cut out and the two portions of the
geocomposite will be joined.

The engineer will visually inspect the drainage layer before placement of the erosive layer, if any
defects are detected they will be repaired before placement of erosive layer.

(2) Erosive Layer

The soil for the erosive layers shall consist of suitable site soil free of debris, roots, rocks and organics.
The soil shall contain no particles or objects greater than 3/4 inch in largest dimension, which has been
screened, with fines passing the 200 sieve less than 50%, but no greater than 12%. There will not be
soils used in the erosive layer that has fines greater than 50%. A sieve analysis, according to ASTM D-
422 will be done on every 3500 cubic yards of soil used for the erosive layer. No other tests will be
done because the erosive layer is not compacted.

Installation of the protective cover shall be the responsibility of the contractor. Before proceeding with
placement of the protective cover over the liner, the Contractor shall furnish to the Engineer with the
manufacturer's certification that the lining has been satisfactorily installed in accordance with the
manufacturer's recommendations.

The erosive layer shall be composed of 24” of select backfill. The cover shall be installed using low
ground pressure equipment such as a Caterpillar D6H LGP, or approved equal, with ground pressure
not exceeding 4.71 psi until the depth of cover exceeds three feet.

The depth of the erosive layer will be verified based on the 50 ft. grid and the difference in elevation
from the top of the cohesive soil to the top of the erosive layer.

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(a) A minimum of twelve inches (12") of cover between low ground pressure equipment and
the liner is required at all times. Roadways for entering and for transporting material over
slopes and capped/lined areas shall have a minimum depth of four feet (4').

(b) Avoid undue stress on the liner at all times. Cover material must be pushed up slopes,
never down to help minimize wrinkles. Material must be placed to minimize wrinkles,
wrinkles in excess of two feet in height are unacceptable. If a wrinkle is more than two
feet in height, soil will be placed on top of the wrinkle to decrease the height. Fold over of
the liner will not be allowed. A worker must walk along side earth moving equipment and
remove all rocks, stones, roots or other debris that could cause damage to the liner.
Equipment operators must avoid sharp turns or quick stops that could pinch and tear the
liner.

(c) If damage does occur, report it to the Project Manager immediately so that repairs can
be performed without needless delay. All repairs to any component of the liner system
will be done and tested according to the required repairs and testing for that
component.

(d) Do not work wet cover material that cannot support equipment.

(e) Equipment operators and all other personnel must be qualified and must exercise good
judgment and common sense at all times.

(3) Vegetative Layer

Native vegetation will be used as approved by the Erosion Control Plan.

3.7 Closure Gas Venting System

The existing gas collection system and any future expansions of the system, shall remain in service until
collection of gas is no longer functional. The wells will then be converted to methane vents and the gas
collection laterals shall remain in place and be capped.

The well heads shall be removed and replaced with a methane vent turndown and the opening shall be covered
with a stainless steel screen.

3.8 Closure Construction Quality Assurance (CQA)

At the completion of the closure, it is the Engineer's responsibility to provide to the Owner and eventually to the
Division of Waste Management the following:

1. All parties involved in the landfill construction including name and contact information
and responsibilities’.
2. As-built drawings of the existing surface, the top of cohesive soil liner, and the top of the
vegetative /protective cover, gas vents, etc. provided by NC Professional Land Surveyor.
3. Documentation of all cohesive soil liner standard Proctor tests.
4. Documentation of all cohesive soil liner tests including test pads, permeability,
standard Proctor and Atterberg limits.
5. Documentation of all destructive and non-destructive tests, methods and results
and repairs.
6. Geomembrane panel layout with test locations and repairs illustrated.
7. Completed and signed meeting minutes including pre-construction, progress and any trouble
shooting.
8. Summary of all construction activities from the Engineer.
9. Provide color photographs of major construction features.
10. Any other pertinent documentation.

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The CQA report shall be sealed by the Engineer and a certification that construction was completed in
accordance with the CQA plan, Conditions of the permit to construct, the requirements of rule .1624
Construction Requirements for MSWLF Facilities, and acceptable engineering practices.

Shop Drawings

Contractor is required to submit to the Engineer a descriptive detail and any shop and setting drawings. On
composite liner system, such submission shall include the following:

(1) Flexible Membrane Liner Panel Layout Drawings,
(2) Flexible Membrane Liner Penetration Details,
(3) Flexible Membrane Liner Anchoring Detail,
(4) Flexible Membrane Liner Seaming Detail,
(5) Single Flexible Membrane Liner Anchoring to Structure Detail,
(6) Flexible Membrane Liner Extension Detail, and
(7) Certified experience records for manufacturer, fabricator and installer, listing installations of
Flexible Membrane Liners.

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3.9 Closure Costs

The largest area to be closed within the permitted life will be Phase 1, 2, and 3 (65 Ac.). The estimated costs
shown below are only for Phase 1, 2 and 3. Post Closure will be 30 years after closure.

Closure Costs:
Closure will consist of the following which costs are estimated as being done by a third party.

1. 18" of 1x10-5 cm/sec. soil cover
2. 40 Mil LLDPE Liner and Drainage net
3. Erosion Control Devices
4. 24" Erosive layer
5. Seeding and Mulching
6. Mobilization/Demobilization
7. Labor Costs
8. Stone for gas venting
9. Geotextile for gas venting
10. Vent pipes for gas venting
11. Engineering Costs and QA/QC of the Composite liner and certification of closure

Estimate of Probable Costs:

1. 18" of 1x10-5 cm/sec. soil cover for 65 acres:

Total yardage + 15% = 180,895 yd3 @ a cost of $9.00/yd3
Cost = $1,628,055

2. 40 Mil LLDPE Liner and Drainage net for 65 acres

Total Footage + 15% = 3,256,110 ft2 @ a cost of $0.85/ft2
Cost = $2,767,694
3. Erosion Control devices

Estimated costs @ $75,000
Cost = $75,000

4. 24" Erosive soil layer for 65 acres.

Total yardage + 15% = 241,194 yd3 @ a cost of $4.38/yd3
Cost = $1,056,430

5. Seeding and Mulching for 65 acres.

Estimated cost of $2,000/acre
Cost = $130,000

6. Mobilization/Demobilization.

Estimated cost of $200,000

7. Labor Costs.

Estimated cost of $700,000

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8. Vent pipes for methane gas collection.

Estimated cost @ $600.00 each (62).
Cost = $37,200

9. Engineering Costs and QA/QC of the Composite liner and certification of closure.

Estimated cost = $700,000

Total of Estimated Phase 1, 2 and 3 Closure Costs:

1. $ 1,628,055
2. $ 2,767,694
3. $ 75,000
4. $ 1,056,430
5. $ 130,000
6. $ 200,000
7. $ 700,000
8. $ 37,200
9. $ 700,000
Total: $ 7,294,379

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SECTION 4.0

POST-CLOSURE
PLAN

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4.1 Introduction

CONTACTS: Name: Tim Rogers
Title: Solid Waste Director
Phone No.: [phone]
Address: 460 B. S. Landfill Rd.
Dudley, NC 28333

DESCRIPTION OF USE:

The County has no future use planned for their landfill at this time. However, should the County decide to use
the site for any other purpose, the owner or operator shall submit such request to the Division of Waste
Management for approval. Post-Closure use of the property will not disturb the integrity of the cap system,
base liner system or any other components of the containment system, or the function of the monitoring
systems unless necessary to comply with the requirements of the section

DESCRIPTION OF MAINTENANCE ACTIVITIES:

The landfill will be monitored quarterly for evidence of settlement, subsidence, ponding in the cap system,
leachate seepages, and any erosion. The quarterly inspection will also include observation and necessary
repair of the security fence, entrance sign, access roads to the methane and groundwater monitoring points, the
actual ground water monitoring wells and methane probes, accumulated silt in the sediment basins, all
inspection, operation & maintenance of the leachate storage lagoon, pumps and edge of waste markers.
Annually in the spring, the vegetative cover will be monitored to assure a good stand of vegetation, and where
needed, it will be reseeded. Semi-annually the cap vegetation will be mowed and any saplings removed.
These maintenance activities will take place over the entire post closure period of thirty years.

The pumps in the sumps will be monitored quarterly to assure that they are operating properly by manually
operating each pump. The flow pumped from each sump for the quarter will be documented. The pumps at the
lagoon will also be manually operated to assure that they are working properly and the flow to the Waste Water
Treatment Plant documented for the quarter. If for any reason a pump is not operating, it will be repaired or
replaced within two weeks of the inspection.

Any repairs to the cap system will be done according to the approved closure plan and documented according
to the approved quality assurance plan. Damages that require repairs shall be reported to the NC Solid Waste
Section within 3 days of inspection/observation.

The leachate collection system will be videoed every five years and power washed if necessary. The pump
risers will be vacuum cleaned every five years. Leachate will be collected and treated until the generation of
leachate has stopped due to capping.

All quarterly inspections/observations will be documented and become part of the landfill’s operating record. All
repairs/maintenance will be documented and also become part of the landfill’s operating record. Data collected
from all pumps will also become part of the operating record.

DESCRIPTION OF MONITORING ACTIVITIES:

The County will monitor and analyze ground and surface water semi-annually according to the approved
monitoring plan for a period of thirty years. The County will also monitor methane gas at landfill structures and
the boundary quarterly according to the approved methane monitoring plan for the thirty-year period. All reports
and records required by the approved monitoring plans will become part of the landfill’s operating record.

COMPLETION OF POST-CLOSURE CARE

Following completion of the post-closure care period for each MSWLF unit, the owner or operator will notify the
Division of Waste Management that a certification, signed by a registered professional engineer, verifying that
post-closure care has been completed in accordance with the post-closure plan, has been placed in the
operating record.
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CLOSURE OF LEACHATE STORAGE FACILITIES

The County will close the leachate lagoon within 180 days after liquid collection has ceased. The plan for
closure of the lagoon shall be approved by the Division of Waste Management prior to commencing closure
activities.

At closure, all solid waste will be removed from the leachate lagoon, connecting sewer lines, and manholes. All
solid waste removed will be properly handled and disposed of according to federal and State requirements. All
connecting lines will be disconnected and securely capped or plugged.

All waste residues, contaminated system components (composite liner system), contaminated subsoils,
structures and equipment contaminated with waste will be removed and appropriately disposed. If the
groundwater surrounding the impoundment is contaminated, other corrective actions to remediate a
contaminant plume may be required by the Department. If the groundwater surrounding the lagoon is found not
to be contaminated, the liner system may remain in place if drained, cleaned to remove all traces of waste, and
both liners punctured so that drainage is allowed. The lagoon is to be backfilled and regraded to the
surrounding topography.

All waste residues, contaminated system components (composite liner system), contaminated subsoils,
structures and equipment contaminated with waste will be removed and appropriately disposed.

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4.2 Post Closure Costs

The largest closed area to be monitored within the post closure life will be Phase 1, 2 and 3 (65 Ac.).

Post Closure Costs:

Methane and/or hydrogen sulfide (H2S) gas, ground water and surface water will be monitored for 30 years after
closure. The cap will also have to be monitored for the 30 year period. All costs include reports, data analysis,
and certifications.

1. Ground and Surface Water monitoring semi-annually for 30 years for
Subtitle D Appendix I constituents and statistical analysis.
Estimated cost/sample = $840.00/sample
Total annual samples = 2(16 wells + 4 surface) = 40 samples/year
Estimated cost = 30 years x 40 samples/year x $840.00/sample

Cost = $1,008,000

2. Methane Gas monitoring quarterly for 30 years.
Estimate $600.00/quarter = $2,400.00/year
Estimated cost = 30 year x $2,400.00

Cost = $72,000.00

3. Closure of sedimentation and erosion control devices.
Estimate $24,000 for closure

Cost = $24,000

4. Leachate Management including pumping data.
Estimate $400,000 for the 30 years.

Cost = $400,000

5. Closure of leachate lagoon.
Estimate $30,000

6. Maintenance of gas vents, monitoring wells, pumps, access roads, fencing, signage, EOW
markers, vegetation and mowing, etc.
Estimate $520,000

7. Decommissioning of LGCCS System.
Estimated cost/well head = $500.00
62 well heads x 500.00 = $31,000
Cost = $31,000

8. Cap Monitoring and repairing any problems.
Estimate $100,000 for the 30 years.

Cost = $100,000
.

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Total of Estimated Phase 1, 2 and 3 Post Closure Costs:

1. $1,008,000
2. $ 72,000
3. $ 24,000
4. $ 400,000
5. $ 30,000
6. $ 520,000
7. $ 31,000
8. $ 100,000
Total: $2,185,000

4.3 Potential Assessment and Corrective Action (PACA) Estimate

Approved PACA Cost Estimate = $2,000,000

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SECTION 5.0

FINANCIAL
ASSURANCES

(TO BE SUBMITTED AT A LATER DATE)

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PART 2 (C&DLF and LCID):

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SECTION 1.0

ENGINEERING PLAN

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1.1 Analysis of the Facility Design and Landfill Capacity (C&DLF)

Introduction
Wayne County will continue to operate a Construction and Demolition (C&D) landfill on the 112 acre property
owned by the County (Deed Book 832, Page 161). Prior to operating as a C&D landfill, the site operated as a
Municipal Solid Waste (MSW) unlined sanitary landfill that consisted of two units. The first unit was closed prior to
October 1991, with a 24-inch final soil cover. The second unit was closed by December 31, 1998, with an 18-inch
thick cohesive soil cap with a permeability of 1 x 10-5 cm/sec, and 18 inches of erosive layer. The C&D landfill is
operating on top of the second MSW unit.

General
The existing C&DLF unit is located a minimum of 50’ from the property lines, 500’ from existing wells, and 50’
from any stream, river or lake, and the post settlement subbase elevation was prepared a minimum of four feet
above the seasonal high groundwater table and bedrock.

The County will cap their landfill within 180 days after the final receipt of solid waste. The cap system will
consist of 12 inches bridging material (temporary cover), 1.50 feet of soil liner with permeability no greater than
1 x 10-5 cm/sec, and 18 inches of protective/erosive layer. All depths shall be measured perpendicular to the
slope surface.

The cap contains gas venting system consisting of a series of washed stone trenches below the soil liner that will be
vented through pipes that penetrate the cap. The cap system will also include the proper seeding and mulching of
the erosive layer and other erosion control devices.

The C&D facility has a permitted gross capacity of 2,736,883 cubic yards. The existing closed MSW footprint is
approximately 40 acres in size.

Landfill Capacity
The Life Expectancy calculations were calculated for Phases 2-7 of development with a vertical expansion being
included when a Phase is constructed adjacent to the previous Phase. Each successive phase will vary in size due
to being able to expand onto the previously filled areas. The Operation Plan of the Engineering Report will
delineate this more clearly. The airspace is a net volume excluding the capping requirements.

LIFE EXPECTANCY CALCULATIONS PHASES 2-7

Given: Life expectancy is based on annual tonnage reported to the Division of Waste Management for FY
2007-2008, the county received 36,067 tons (55,488 cy/yr). We used this number for the first year
and an annual increase of 0.83% for each year thereafter.

[36,067tons(2000 lbs./ton)]
1300 lbs/cy compaction = 55,488 cy/yr

Phases Airspace Available Years of Life

Phase 3 = 284,019 cubic yards = 5.12 years
Phase 4 = 307,651 cubic yards = 5.00 years
Phase 5 = 323,518 cubic yards = 4.74 years
Phase 6 = 329,624 cubic yards = 4.73 years
Phase 7 = 299,067 cubic yards = 4.20 years
1,543,879 cubic yards 23.78 years

Soil requirements for construction, daily cover and final caps for Phases 2-7
(Assume 10:1 trash to soil ratio)

Soil needed for Daily Cover = 140,262 cubic yards
Soil needed for Closure = 258,134 cubic yards
Overall Soil Requirements = 398,396 cubic yards (soil needed for closure and daily cover)

The County also owns property which it will utilize for borrow material as needed. There should be enough borrow
material available to complete the landfill. If the need arises the County will purchase additional land to borrow from.
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C & D - ACTIVE/INACTIVE PHASING TABLE

C&D PHASE WASTE FOOTPRINT GROSS CAPACITY STATUS
(ACRE) (CUBIC YARDS)
1 & 2 40 1,193,004 ACTIVE AND PERMITTED
3 VERTICAL EXPANSION 284,019 NEW PTO REQUESTED
4 VERTICAL EXPANSION 307,651 TO BE DEVELOPED
5 VERTICAL EXPANSION 323,518 TO BE DEVELOPED
6 VERTICAL EXPANSION 329,624 TO BE DEVELOPED
7 VERTICAL EXPANSION 299,067 TO BE DEVELOPED
TOTAL 40 2,736,883

Note: All air space and soil calculation were determined by Autodesk Land Development computer program.

The estimate of maximum inventory of C&D wastes on-site over the life to date of the landfill facility is
1,193,004 cubic yards.

Estimated schedule of closure will be approximately 24 years (Phases 1-7).

1.1.1 Location Coordinates and Survey Control

Survey control coordinates are shown on the drawings and any additional information will be furnished
upon request.

The thickness and grade of the soil liner and the erosive layer will be verified by the surveyor. The soil
liner and the erosive soil layer will be surveyed at 100 foot grid points. All depths shall be measured
perpendicular to the slope surface. The grade will then be verified with the surveyed information. The
survey will be performed by North Carolina Professional Land Surveyor.

1.1.2 Sedimentation and Erosion Control Plan

The Sedimentation and Erosion control plan has been completed for the 24-hour, 25-year storm.

1.1.3 Cap System Standards

The County will cap their landfill within 180 days after the final receipt of solid waste The cap system will
consist of 12 inches of intermediate cover, 1.50 feet of cohesive soil with a permeability no greater than
1.0 x 10-5 cm/sec, and 18 inches of erosive layer. All depths shall be measured perpendicular to the
slope surface. The cap contains a gas venting system that consists of a series of washed stone trenches
below the soil liner that will be vented through pipes (1 per acre) that penetrate the cap. The cap system
will also include the proper seeding and mulching of the erosive layer and other erosion control devices.

Prior to beginning closure, the County will notify the Division of Waste Management that a notice of the
intent to close the unit has been placed in the operating record. The County will begin closure activities
no later than thirty (30) days after the date on which the landfill receives the final wastes or if the landfill
has remaining capacity and there is a reasonable likelihood that the landfill will receive additional wastes,
no later than one year after the most recent receipt of wastes. Extensions beyond the one-year deadline
for beginning closure may be granted by the Division of Waste Management if the County demonstrates
that the landfill has the capacity to receive additional waste and the County has taken and will continue to
take all steps necessary to prevent threats to human health and the environment from the closed landfill.

The County will complete closure activities in accordance with the closure plan within 180 days following
the final receipt of waste. Extensions of the closure period may be granted by the Division of Waste
Management if the County demonstrates that closure will, of necessity, take longer than one hundred
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eighty (180) days and the County has taken and will continue to take all steps to prevent threats of human
health and environment from the enclosed landfill.

Following closure of the landfill, the County will record a notation on the deed to the landfill property and
notify the Division of Waste Management that the notation has been recorded and a copy has been
placed in the operating record. The notation on the deed will in perpetuity notify any potential purchaser
of the property that the land has been used as a landfill and its use is restricted under the closure plan
approved by the Division of Waste Management. The County may request permission from the Division
to remove the notation from the deed if all waste is removed from the landfill.

1.2 Analysis of the Facility Design and Landfill Capacity (LCID)

Introduction

Wayne County will operate a Land Clearing and Inert Debris (LCID) landfill, less than 2 acres in size, on the
28.40 acre property owned by the County (Deed Book 1927, Page 382).

General

The existing LCID Landfill unit is located northeast of the Closed MSW Landfill, within the existing landfill facility.
The LCID was constructed on top of the existing grade, where test pits were dug to a depth of 5 feet and no
groundwater was observed within a 48 hour period. (See Evaluation Report for LCID in the Permit to Operate
Phase 1 and 2 C&DLF Document). The County will cap their landfill within 180 days after the final receipt of
solid waste. The cap system will consist of a 24 inch erosive layer. Upon closure, the slopes of the side and
deck portions of the final cover system shall not exceed 3 to 1.

The LCID facility has a permitted gross capacity of 41,716 cubic yards, which consists of air space of 35,263
cubic yards and a final cover system of 6,453 cubic yards. Phase 1 has used 5,866 cubic yards of airspace,
leaving 29,397 cubic yards of air space available.

Life Expectancy

The Life Expectancy calculations were calculated for Phases 1-6 of development with a vertical expansion
being included when a phase is constructed adjacent to the previous phase. Each successive phase will vary in
size due to being able to expand onto the previously filled areas. The airspace is a net volume excluding the
capping requirements.

LIFE EXPECTANCY CALCULATIONS PHASES 2-6

Given: Life expectancy based on an approximate tonnage of 2 tons per day. The facility is open 5days per
week, therefore approximately 520 tons per year. We used 1,040 cy/yr for the first year and an annual
increase of 0.83% for each year thereafter.

[520tons(2000 lbs./ton)]
1000 lbs/cy compaction = 1,040 cy/yr

Phases Airspace Available Years of Life

Phase 2 = 6,550 cubic yards = 6.30 years
Phase 3 = 5,973 cubic yards = 5.51 years
Phase 4 = 5,120 cubic yards = 4.53 years
Phase 5 = 5,630 cubic yards = 4.78 years
Phase 6 = 6,124 cubic yards = 4.99 years
29,397 cubic yards 26.11 years

Soil requirements for construction, daily cover and final cap for Phases 1-6:(Assume 20:1 Trash to soil ratio)
Soil needed for Daily Cover = 1,470 cubic yards
Soil needed for Closure = 6,453 cubic yards (2 acres)
Overall Soil Requirements = 7,923cubic yards (soil needed for closure and daily cover)

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SECTION 2.0

OPERATION PLANS

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2.1 Construction and Demolition Landfill Facility (C&DLF)

Introduction
The Wayne County landfill is located at 460 S. Landfill Road (SR 1129), Dudley, Wayne County, North Carolina.
The Wayne County Construction and Demolition (C&D) landfill operates under permit #96-01. Prior to
operating as a C&D landfill, the site operated as a Municipal Solid Waste (MSW) unlined sanitary landfill that
consisted of two units. The first unit was closed prior to October 1991, with a 24-inch final soil cover. The
second unit was closed by December 31, 1998, with an 18-inch thick cohesive soil cap with a permeability of
1 x 10-5 cm/sec, and 18 inches of erosive layer. The C&D landfill was constructed and is operating on top of
the second MSW unit. Adjacent to the C&D landfill is the existing Subtitle D MSW landfill, which operates under
permit #96-06.

The County Landfill will only accept Construction and Demolition(C&D) wastes from Wayne County. Phase 3
will be a lateral expansion.

The County will implement a program at the landfill for detecting and preventing the disposal of hazardous and
liquid wastes. The program consists of random inspection of incoming loads at a minimum of 1% of the weekly
traffic. Landfill personnel will be trained to recognize hazardous and liquid wastes. Records will be kept on the
training and the inspections. [See Part 1 (MSWLF): Section 2.3].

The County will monitor all areas of C&D filling for possible leachate break-outs. The County will implement a
program for corrective actions for leachate break-outs. [See Part 1 (MSWLF): Section 2.8].

The County will monitor for explosive gases at landfill structures and the perimeter of the landfill. There are two
(2) existing methane monitoring probes at the MSWLF and three (3) existing methane probes at the C&DLF.
[See Part 1(MSWLF): Section 2.5].

The concentration of methane gases generated by the landfill cannot exceed 25 percent of the lower explosive
limit for methane in the structures, and it cannot exceed 100 percent of the lower explosive limit for methane of
the landfill property boundary. If methane gas is found to exceed the acceptable limits at either the property
boundary or landfill structures, it is the County’s responsibility to do the following:

1. Immediately take all necessary steps to ensure protection of human health, (i.e. no smoking, etc.),
temporarily abandon the structure and notify the Division of Waste Management (Division).

2. Within seven days of detection, place in the operating record the methane gas levels detected and a
description of the steps taken to protect human health; and

3. Within 60 days of detection, implement a remediation plan for the methane gas releases, place a copy
of the plan in the operating record, and notify the Division that the plan has been implemented. The
plan will describe the nature and extent of the problem and the proposed remedy.

Off-site and on-site erosion will be controlled through erosion control structures and devices. Provisions for a
vegetative ground cover sufficient to restrain erosion will be accomplished within 30 working days or 120
calendar days upon completion of any phase of landfill development.

The County will record and retain at the landfill an operating record of the following information:

(1) Inspection records, waste determination records, and training procedures;
(2) Amounts by weight of solid waste received at the landfill;
(3) Gas monitoring results and any remediation plans;
(4) Any demonstration, certification, findings, monitoring, testing or analytical data
required for surface and groundwater monitoring;
(5) Any monitoring, testing or analytical data required for closure or post-closure;
(6) Any cost estimates and financial assurance documentation.

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All information contained in the operating record will be furnished upon request to the Division or be made
available at all reasonable times for inspection by the Division.

Ground and surface water will be sampled and analyzed according to 40 CFR, Part 258, Appendix I detection
monitoring requirements. The monitoring frequency for all Appendix I detection monitoring constituents will be
at least semiannual during the life of the facility (including closure) and the post-closure period. A minimum of
four independent samples from each well (background and downgradient) will be collected and analyzed for the
Appendix I constituents during the first semiannual sampling event. At least one sample from each well
(background and downgradient) will be collected and analyzed during subsequent semiannual sampling events.
[See Part 1 (MSWLF): Section 2.7]

If the County determines that there is a statistically significant increase over background for one or more of the
constituents listed in Appendix I at any monitoring well at the relevant point of compliance, the County will,
within 14 days of the finding, report to the Division of Waste Management and place a notice in the operating
record indicating which constituents have shown statistically significant changes from background levels. The
County will establish an assessment monitoring program within 90 days. The County may demonstrate that a
source other than the landfill caused the contamination or that the statistically significant increase resulted from
an error in sampling, analysis, statistical evaluation, or natural variation in ground-water quality. A report
documenting these demonstrations will be certified by a Licensed Geologist or Professional Engineer and
approved by the Division. A copy of this report will be placed in the operating record. If a successful
demonstration is made, documented, and approved by the Division, the County may continue detection
monitoring. If after 90 days, a successful demonstration is not made, the County will initiate an assessment
monitoring program.

2.2 Operational Requirements

1. Waste Acceptance and Disposal Requirements

a. The C&DLF will only accept those solid wastes which it is permitted to receive. The County will
notify the Division within 24 hours of attempted disposal of any waste the landfill is not
permitted to receive.

b. Asbestos waste will be managed in accordance with 40 CFR 61. The regulated
asbestos waste will be covered immediately with soil in a manner that will not cause airborne
conditions and will be disposed of separate and apart from other solid waste, as:

i. in a defined isolated area within the foot print of the landfill, or

ii. in an area not contiguous with other disposal areas. Separate areas will be
designated so that asbestos will not be exposed by future land-disturbing
activities.

c. Wastewater treatment sludges may be accepted, with the approval of the
Division, either as a soil conditioner incorporated into or applied onto vegetative growth layer.
The wastewater treatment sludge will neither be applied at greater than agronomic rates nor to
a depth greater than six inches.

d. Asphalt in accordance with G.S. 130-294(m) will be accepted;

e. Inert debris from any source that is defined as solid waste which consists solely of material that
is virtually inert, such as brick, concrete, rock and clean soil will be accepted;

f. Construction materials, that could or would be part of any construction, remodeling, repair or
demolition of pavement, buildings or other structures, from solid waste that is generated by
mobile or modular home manufacturers and asphalt shingle manufacturers in Wayne County.
The waste must be source separated at the manufacturing site and must exclude municipal
solid waste, hazardous wastes, and other wastes prohibited from disposal in a C&DLF. It must
be transported to Wayne County C&DLF in a shipment or container that consists solely of the
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separated waste to be disposed of. Wayne County C&DLF will not except this waste if it has
not been separated or transported as specified.

g. Wooden pallets generated only from C&D activities.

h. The following wastes are prohibited from disposal at the C&DLF:

i. Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are
empty and perforated to ensure that no liquid, hazardous or municipal solid waste is
contained therein.

ii. Garbage as defined in G.S. 130A-290(a)(7).

iii. Hazardous waste as defined in G.S. 130A-290(a)(8), to also include hazardous waste
from conditionally exempt small quantity generators.

iv. Industrial solid waste unless a demonstration has been made and
approved by the Division that the landfill meets the requirements of Rule .0503(2)(d)(ii)(A).

v. Liquid wastes.

vi. Medical waste as defined in G.S. 130A-290(a)(18)

vii. Municipal solid waste as defined in G.S. 130A-290(a)(18a)

viii. Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761

ix. Radioactive waste as defined in G.S. 104E-5(14)

x. Septage as defined in G.S. 130A-290(a)(32)

xi. Sludge as defined in G.S. 130A-290(a)(34)

xii. Special waste as defined in G.S. 130A-290(a)(40)

xiii. White goods as defined in G.S. 130A-290(a)(44)

xiv. Yard trash as defined in G.S. 130A-290(a)(45)

xv. Wooden Pallets generated by means other than C&D activities

i. The following waste will not be received if separate from C&DLF waste: lamps or light bulbs
including but not limited to halogen, incandescent, neon or fluorescent; lighting ballast or
fixtures: thermostats and light switches; batteries including but not limited to those from exit and
emergency lights and smoke detectors; lead pipes; lead roof flashing; transformers; capacitors;
and copper chrome arsenate (CCA) and creosote treated woods.

j. Waste accepted for disposal in the C&DLF unit shall be readily identifiable as C&D waste and
must not have been shredded, pulverized, or processed to such an extent that the composition
of the original waste cannot be readily ascertained except in the case where the waste has
come from a permitted recycling and reuse facility.

k. The County will not knowingly dispose any type or form of C&D waste that is generated within
the boundaries of a unit of local government that by ordinance:

i. Prohibits generators or collectors of C&D waste from disposing that type
or form of C&D waste.

ii. Requires generators or collectors of C&D waste to recycle that type or form of C&D
waste.
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l. Any recyclables received on site including yard wastes, white goods, used tires, and etc., shall
be segregated and stockpiled in designated areas within the permitted landfill property.

m. Tear-off Asphalt Shingle Recycling

The County will continue a program at the Landfill for recycling Tear-off Asphalt Shingles.
[See Part 2(C&DLF and LCID) Section 2.6] This program will include, at a minimum:

i. All materials shall be source separated at the job site by the roofers;
ii. Training of suppliers to recognize acceptable and unacceptable materials;
iii. Visually inspect loads when entering the facility;
iv. Records of all inspections, shingle waste entering the facility, sorted shingles
leaving the facility for recycling and waste that is disposed or sent to disposal,
and all supplier certification forms and any other supporting documents are to
be kept for use in the facility's monthly and annual reports.

n. Passive Composting

The County will continue a program at the Landfill for Passive Composting. [See Part 2(C&DLF
and LCID) Section 2.6] The composting area is located outside of the disposal limits of the
C&D Landfill. All waste placement and management of activities will be conducted by landfill
employees only. The general public will not have access to this area. Material generated will
only be used by the County as a soil amendment in daily and intermediate cover. Material will
not be given or sold to the general public. Only material from within the County will be
accepted. This program will include, at a minimum:

i. All materials shall be weighed. Customers will deposit material in a roll-off
located at the facility’s Recycling Collection Center;
ii. Employees will remove roll-off, weighed, and deposited in the appropriate area;
iii. Material will be sorted, any unacceptable material will sorted according to the
Waste Screening Plan [See Part 1 (MSWLF) Section 2.7 Appendix I-Waste
Screening Plan];
iv. Records are to be kept for all material placed in the passive composting area
and of the amount of material used for cover. These documents are to be kept
in the operating record for use in the facility's monthly and annual reports.

2. Cover material requirements.

a. Except as in Subparagraph (c), the County must cover the solid waste with six inches of
earthen material when the waste disposal area exceeds one-half acre and at least once
weekly. Cover must be placed at more frequent intervals if necessary to control disease
vectors, fires, odors, blowing litter and scavenging. A notation of the date and time of the cover
placement must be recorded and placed in the operating record, as stated in Paragraph 11 of
this section.

b. Except as in Subparagraph (c), areas which will not have additional wastes placed on them for
three months or more, but where final termination of disposal operations has not occurred, will
be covered and stabilized with vegetative ground cover or other stabilizing material.

c. Alternative material or an alternative thickness of cover may be used, if the County
demonstrates that the alternative material or thickness controls disease vectors, fires, odors,
blowing litter, and scavenging without presenting a threat to human health and the
environment, and is approved by the Division.

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3. Spreading and compacting requirements.

a. C&DLF units will restrict solid waste to the smallest area feasible.
b. Solid waste will be compacted as densely as practical into cells.
c. Fencing and/or diking will be provided within the area to confine solid waste which is subject to
be blown by the wind. At the conclusion of each operating day, all windblown material resulting
from the operation will be collected and disposed of by the County.

4. Explosive gases control

a. The County must ensure that:

i. The concentration of methane and hydrogen sulfide (H2S) gases generated by the
landfill does not exceed 25 percent of the lower explosive limit for methane and
hydrogen sulfide (H2S) in landfill structures (excluding gas control or recovery system
components); and

ii. The concentration of methane and hydrogen sulfide (H2S) gas does not exceed 100
percent of the lower explosive limit for methane and hydrogen sulfide (H2S) at the
landfill property boundary.

b. The County will continue a routine gas monitoring program to ensure that the standards of 4 (a)
are met. (Section 2.5-Appendix III-Explosive Gas Monitoring Plan)
i. The type and frequency of monitoring must be determined based on the following
factors:

(i) Soil conditions;
(ii) The hydrogeologic conditions surrounding the facility;
(iii) The hydraulic conditions surrounding the facility;
(iv) The location of facility structures and property boundaries.

ii. The minimum frequency of monitoring will be quarterly.

c. If methane and hydrogen sulfide (H2S) gas levels exceeding the limits specified in 4 (a) are
detected, the owner or operator will:

i. Immediately take all necessary steps to ensure protection of human health, i.e. no
smoking, temporarily abandon the structure and notify the Division of Waste
Management.

ii. Within seven days of detection, place in the operating record the methane gas levels
detected and a description of the steps taken to protect human health; and

iii. Within 60 days of detection, implement a remediation plan for the methane gas
releases, place a copy of the plan in the operating record, and notify the Division of
Waste Management that the plan has been implemented. The plan will describe the
nature and extent of the problem and the proposed remedy.

d. "Lower explosive limit" means the lowest percent by volume of a mixture of explosive gases in
air that will propagate a flame at 25° C and atmospheric pressure.

5. Disease vector control

a. The County will prevent or control on-site populations of disease vectors using techniques
appropriate for protection of human health and the environment.

b. "Disease vectors" means any rodents, flies, mosquitoes, or other animals, including insects,
capable of transmitting disease to humans.
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6. Air Criteria and Fire Control

a. The County will ensure that the landfill does not violate any applicable requirements developed
under a State Implementation Plan (SIP) approved or promulgated by the US EPA
Administrator pursuant to Section 110 of the Clean Air Act, as amended.

b. Open burning of solid waste, except for the infrequent burning of land clearing debris generated
on site or debris from emergency clean-up operations, is prohibited. Any such infrequent
burning will be approved by the Division of Waste Management, NC Division of Air Quality and
the local fire department or fire marshal.

c. In the event of an emergency the operator(s) will call 911. Earth moving equipment will be
provided to control accidental fires. Arrangements have been made with the local fire
department to provide actual fire protection. The site will be served by the Thoroughfare
Volunteer Fire Department. This Fire Department is located within 2 miles of the landfill. Should
the need arise Grantham Volunteer Fire Department and Arrington Volunteer Fire Department
are also located with 7 miles of the landfill. This Fire department has access at all times to the
landfill to provide fire fighting services when needed. Fire extinguishers are located in all
buildings and on all equipment. Dirt piles are also on site to use in emergency situations.
Landfill personnel can use soil to isolate the fire so it will not spread any further but actual
fighting of the fire should be the responsibility of the trained fire department.

d. Fires that occur at the landfill will be reported to the Division of Waste Management within 24
hours and written notification will be submitted within 15 days. Written Notification may be
submitted by using NCDEQ - Fire Occurrence Form. (Section 2.9-Appendix VII)

7. Access and safety requirements

a. The C&DLF will be adequately secured by means of gates, chains, beams, fences and other
security measures approved by the Division of Waste Management to prevent unauthorized
entry.

b. An attendant will be on duty at the site at all times while it is open for public use to ensure
compliance with operational requirements.
c. The access road to the site and monitoring locations will be of all-weather construction and
maintained in good condition.

d. Dust control measures will be implemented when necessary. If dust problems should arise, the
County will use any reasonable means necessary to reduce it. At a minimum the County will
spray water on necessary areas.

e. Signs providing information on tipping or disposal procedures, the hours during which the site is
open for pubic use, the permit number and other pertinent information will be posted at the site
entrance.

f. Signs will be posted stating that no hazardous or liquid waste can be received.

g. Traffic signs or markers will be provided as necessary to promote an orderly traffic pattern to
and from the discharge area and to maintain efficient operating conditions.

h. The removal of solid waste from the C&DLF will be prohibited unless the County has included
in it’s operational plan a recycling program which has been approved by the Division. The
general public is prohibited from removal activities on the working face.

8. Erosion and Sedimentation Control Requirements

a. Adequate sediment control measures (structures or devices), will be utilized to prevent silt from
leaving the landfill.

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b. Adequate sediment control measures (structures or devices), will be utilized to prevent
excessive on-site erosion.

c. Provisions for a vegetative ground cover sufficient to restrain erosion will be accomplished
within 30 working days or 120 calendar days upon completion of any phase of landfill
development.

9. Drainage Control and Water Protection Requirements

a. Surface water will be diverted from the operational area and will not be impounded over waste.

b. Solid waste will not be disposed of in water.

c. Leachate will be contained on site and properly treated prior to discharge.

d. The landfill will not:

(i) Cause a discharge of pollutants into waters of the United States, including wetlands,
that violates any requirements of the Clean Water Act, including, but not limited to, the
National Pollutant Discharge Elimination System (NPDES) requirements pursuant to
Section 402.

(ii) Cause the discharge of a nonpoint source of pollution to waters of the United States,
including wetlands, that violates any requirements of an area-wide or state-wide water
quality management plan that has been approved under Section 208 or 319 of the
Clean Water Act, as amended.

e. The County will inspect the exterior slopes of the landfill at least weekly and after major storm
events and/or drenched raining season to determine if there are any breakouts of leachate in
the slopes. If any are discovered, they will be contained immediately to assure that they will not
leave the site. [See Part 1(MSW): Section 2.8-Appendix VI-Corrective Action for Leachate
Break-outs] The containment can consist but not be limited to an earthen berm, sand bags,
erosion control logs and/or anything that will contain the leachate on the slope.

The repair of the breakout will require excavating into the cover soil on the slope down to the
waste and into the waste to determine what is causing the leachate to come to the surface.
Normally it is another layer of soil that has been used as cover and the leachate is flowing
along that layer to the slope and surfacing on the slope. The lower layer of cover needs to be
removed at the breakout so that the leachate that is flowing along this cover has a point where
it will go vertically into the landfill instead of flowing along the soil boundary that was once either
daily cover or an intermediate cover.

Once this soil layer has been breached, the excavation can be filed back with stone, clean
waste or any material, other than soil, that will allow the leachate to flow vertically instead of
horizontally. Once the excavation has been filled with this material, the surface can be cover
with soil so that surface water does not intrude into the excavation. Vegetative cover will be
reestablished over the excavated area.

Records of all inspections and break-outs shall become part of the operating record.

10. Survey for Compliance

Within 60 days of a permittee’s receipt of the Division’s written request, the permittee will have a survey
conducted of active and/or closed portions of the unit(s) at the facility in order to determine whether
operations are being conducted in accordance with the approved design and operation plans. The
permittee must report the results of the survey, including a map produced by the survey, to the Division
within 90 days of receipt of the Division’s request.

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a. A survey shall be required by the Division:

(i) If there is reason to believe that the operations are being conducted in a manner that
deviates from the plan listed in the effective permit, or

(ii) As verification that operations are being conducted in accordance with the plan listed in
the effective permit.

b. Any survey pursuant to this Paragraph must be performed by a professional land surveyor duly
authorized under North Carolina law to conduct such activities.

11. Record keeping Requirements

a. The County will record and retain at the facility, or an alternative location near the facility
approved by the Division, in an operating record the following information as it becomes
available.

(i) Inspection records, waste determination records, and training procedures;

(ii) Amounts by weight of solid waste received at the landfill to include source of
generation.

(iii) Any demonstration, certification, findings, monitoring, testing or analytical data required
for surface, groundwater and gas monitoring;

(iv) Any monitoring, testing, or analytical data required for closure or post-closure;
(v) Any cost estimates and financial assurance documentation;

(vi) Notation of date and time of placement of cover material; and,

(vii) All audit records, compliance records and inspection reports.

(viii) Notation of approval date and the name of the Division personnel who approved the
type of the open burning; and

(ix) Approved monitoring plan and corrective action plans.

b. All information contained in the operating record will be furnished to the Division of Waste
Management according to the permit or upon request, or be made available for inspection by
the Division.

c. The operating record will also include a copy of the approved operation plan and all required
permits.

2.3 Engineering/Operation Drawings – C&D [see Part 1 (MSWLF), Section 2.10]

2.4 Land Clearing and Inert Debris Landfill Facility (LCID)

Introduction
Wayne County will operate a Land Clearing and Inert Debris (LCID) landfill on the 28.40 acre property owned
by the County (Deed Book 1927, Page 382).

The LCID landfill will have a waste footprint of no greater than two (2) acres and have 3 (horizontal)
to 1(vertical) final side slopes. There is no projected use for the land after closure.

The landfill will accept land clearing waste, inert debris, untreated wood and yard trash from within Wayne
County.

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2.5 Operational Requirements

The owner/operator will maintain and operate the site in conformance with the following practices, unless
otherwise specified in the permit:

(1) The approved plans will be followed.
(2) The facility will only accept those solid wastes which it is permitted to receive. The facility will
only except wastes from within Wayne County.
(3) Solid waste will be restricted to the smallest area feasible and compacted as densely as
practical into cells.
(4) Adequate soil cover will be applied monthly. Or when the active area reaches one acre in size,
whichever occurs first.
(5) Within 120 calendar days after completion of any phase of disposal operations or upon
revocation of permit, the disposal area will be cover with a minimum of one foot of suitable soil
cover sloped to allow surface water to runoff in a controlled manner. The Division may require
further action in order to correct any condition which is or may become injurious to the public
health, or a nuisance to the community.
(6) Adequate erosion control measures, structures, or devices will be utilized to prevent silt from
leaving the site and to prevent excessive on site erosion.
(7) Groundcover sufficient to restrain erosion will be accomplished within 30 working days or 120
calendar days upon completion of any phase of landfill development.
(8) The facility will be adequately secured by means of gates, chains, berms, fences, etc. to
prevent unauthorized access except when an operator is on duty. An attendant shall be on
duty at all times while the landfill is open for public use to assure compliance with operational
requirements and to prevent acceptance of unauthorized wastes.
(9) Access roads are of all-weather construction and will be properly maintained.
(10) Surface water will be diverted from the working face and will not be impounded over waste.
(11) Solid Waste will not be disposed of in water.
(12) Open burning of solid waste is prohibited.
(13) The concentration of explosive gases generated by the facility will not exceed the following:

(a) Twenty five percent of the lower explosive limit for the gases in facility structures.
(b) The lower explosive limit for the gases at the property boundary.
(14) Leachate will be contained on site and properly treated prior to discharge.
(15) Should the Division deem it necessary, ground water and/or surface water monitoring, or both,
may be require as provided for under Rules .0601 and .0602.
(16) A sign will be posted at the facility entrance showing the contact name and number, in case of
an emergency, and the Landfill Permit Number.
(17) Vegetative requirements are as follows:

(a) Within six months after final termination of disposal operations at the site or a major part
thereof or upon revocation of permit, the area will be stabilized with native grasses.
(b) Temporary seeding will be utilized as necessary to stabilize the site.

2.6 Operation Plans for Tear-off Shingles, Passive Composting, and Inert Debris Storage and
Processing

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2.7 Chronological Description of the Corrective Action Plan

Water quality at this landfill has been monitored at least semi-annually since 1991. Municipal Engineering
Services Company, P.A. (MESCO) submitted an Assessment and Corrective Action (ACM) [DIN8821] report
dated August 30, 2007 which was approved by the NC Solid Waste Section (SWS) on November 1, 2007
[DIN3328]. MESCO then developed a Corrective Action Plan (CAP) [DIN8821] on October 22, 2009 which was
approved by the SWS on October 23, 2009 [DIN8822]. Groundwater remediation using Monitored Natural
Attenuation (MNA) was initiated on August 6, 2009 and has continued on a semi-annual basis. Following
establishment of the two year MNA baseline, MESCO completed a Corrective Action Evaluation Report (CAER)
[DIN 13923] on May 10, 2011. The CAER dated May 10, 2011 concluded that only contaminant attributed to
an anthropogenic source is benzene at MW-2 which is decreasing in concentrations over time and proposed a
revision to the Sampling and Analysis Plan (SAP). Interpretation of MNA data and Biochlor modeling contained
in the CAER indicate there is adequate evidence of natural attenuation occurring at the site. The SWS
approved the CAER and the proposed modifications of MNA parameters and frequency [DIN 16967].
Background well MW-1 was abandoned and replaced by MW-1R as pre-authorized by SWS [DIN 19050] on
June 4, 2013. MESCO submitted a Request for Appendix II Groundwater Monitoring Modification dated April
24, 2014 which was approved by the SWS. The Water Quality Sampling and Analysis Plan (SAP) which
provides for a subset of wells to decrease Appendix II monitoring frequency and incorporates changes to the
MNA program was revised and submitted on December 15, 2014 as requested by Ms. Christine Ritter of the
SWS. Water quality conditions continue to improve since the CAER with benzene in MW-2 the only constituent
attributed to anthropogenic sources that has been detected in excess of applicable groundwater Standards.
No constituents attributed to an anthropogenic source was detected above applicable Standards site-wide
during both 2015 events but benzene reappeared in MW-2 in March 2016. Groundwater remediation through
MNA per the CAP is scheduled to continue provided there is no change directed by the SWS.

2.8 Engineering/Operation Drawing-LCID

2.8.1 LCID Landfill - Fill Plan and Cross-Section

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SECTION 3.0

CLOSURE
PLAN

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3.1 Introduction

The County will cap their landfill within 180 days after the final receipt of solid waste. The cap system will
consist of 12 inches of intermediate cover, 1.50 feet of cohesive soil with a permeability no greater than 1.0 x
10-5 cm/sec, and 18 inches of erosive layer. The cap contains gas venting system consisting of a series of
washed stone trenches below the soil liner that will be vented through 10” diameter PVC pipes that penetrate
the cap. The cap system will also include the proper seeding and mulching of the erosive layer and other
erosion control devices.

Estimated schedule of closure will be approximately 24 years (see C&D Air Space calculations in Appendix A).

The Division requires that the Engineer certifies that the constructed cap is built according to approved plans
and specifications. The Engineer that will accomplish this task is the one who did the planning and has written
the Closure Plan specifications.

Before construction can begin, a pre-construction meeting will be held and the responsibilities and duties of
each party will be discussed.

The Contractor is responsible for following and meeting the requirements set forth in the contract documents.
The Contractors will provide to the Owner of the landfill and the Engineer a completed landfill constructed by
Division’s approved plans and specifications. The Contractor will give the Engineer a schedule for completion of
the landfill including dates for expected construction of the cohesive soil test pad, cohesive soil cap, erosive
layer, and estimated time for project completion. The Contractor is responsible for providing a foreman to
remain on site at all times during construction, provide qualified personnel to conduct quality control,
scheduling and coordinating the subcontractors, provide progress reports and as-built drawings, and
coordinating construction activities with the Engineer. The foreman is responsible for supervising and
coordinating with his crew, subcontractors, quality control personnel, attending all meetings and notifying the
Engineer’s Construction Observer when any discrepancies occur. The Contractor will meet with the
Construction Observer on a daily basis to discuss the days construction activities. The results of all tests and
any change in schedule shall be given to the Construction Observer as soon they are known by the Contractor.
The Contractor must be registered in the State of North Carolina.

The Engineer is responsible for providing the engineering design, drawings and specifications, contract
documents and Construction Quality Assurance (CQA) needed for construction of the landfill. The Engineer is
responsible for conducting the pre-construction meeting, which will lay out the foundation for the project. The
Engineer will approve any design changes and certify to the Division that the cap was constructed according to
the requirements of Rule .0541 Construction Quality Assurance Plan and .0540 Construction requirements for
C&D Facilities, and Division approved plans and specifications. This will be accomplished by on-site
observation and independent laboratory soil testing to test site-specific soil properties including permeability.
The Engineer will provide Quality Assurance by spot testing along side the Contractor, who will be providing the
Quality Control. The Engineer will certify that the construction was completed in accordance with the CQA
manual. The Engineer must be a professional engineer registered in North Carolina.

The Construction Observer (CO) is the Engineer’s representative on-site. It is the CO’s responsibility to know
and interpret the plans and specifications of the project. On a daily basis the CO will coordinate with the
Foreman to help ensure a quality product for the Owner. The CO will keep a daily log on the activities of the
Contractor, keep notes on all meetings, and handle all quality assurance activities indicated in this document.
The CO will keep a log of all material delivered on site and ensure the materials meets or exceeds the
specifications indicated in this report. If the need arises, additional meetings will be scheduled as determined
by the CO.

The estimate of maximum inventory of C&D wastes on-site over the life to date of the landfill facility is 1,193,004
cubic yards.

Prior to beginning closure, the County shall notify the Division that a “Notice of the Intent to Close” the unit has
been placed in the operating record. The County shall begin closure activities no later than thirty (30) days after
the date on which the landfill receives the final wastes, or if the landfill has remaining capacity and there is a
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reasonable likelihood that the landfill will receive additional wastes, no later than one year after the most recent
receipt of wastes. Extensions beyond the one-year deadline for beginning closure may be granted by the
Division if the County demonstrates that the landfill has the capacity to receive additional waste and the County
has taken and will continue to take all steps necessary to prevent threats to human health and the environment
from the closed landfill.

The County shall complete closure activities in accordance with the Closure Plan within 180 days following the
final receipt of waste. Extensions of the closure period may be granted by the Division if the County
demonstrates that closure will, of necessity, take longer than one hundred eighty (180) days and the County
has taken and will continue to take all steps to prevent threats of human health and environment from the
enclosed landfill.

Following closure of the landfill, the County shall notify the Division that a certification, signed by the Project
Engineer verifying that closure has been completed in accordance with the Closure Plan, and has been placed
in the operating record. The County shall record a notation on the deed to the landfill property and notify the
Division that the notation has been recorded and a copy has been placed in the operating record. The notation
on the deed shall in perpetuity notify any potential purchaser of the property that the land has been used as a
landfill and its use is restricted under the Closure Plan approved by the Division. The County may request
permission from the Division to remove the notation from the deed if all waste is removed from the landfill.

3.2 Closure Cap System

The County will cap their landfill within 180 days after the final receipt of solid waste. The cap system will
consist of 12 inches of intermediate cover, 1.50 feet of cohesive soil with a permeability no greater than 1.0 x
10-5 cm/sec, and 18 inches of erosive layer. All depths shall be measured perpendicular to the slope surface.
The cap will contain a gas venting system consisting of a series of washed stone trenches below the soil liner
that will be vented through 10” diameter PVC pipes that penetrate the cap. The cap system will also include the
proper seeding and mulching of the erosive layer and other erosion control devices. The largest area currently
requiring a cap system will be 40 acres.

3.3 Closure Cohesive Soil Cap

All materials and equipment shall be furnished by an established and reputable manufacturer or supplier. All
materials and equipment shall be new and shall be of first class ingredients and construction, designed and
guaranteed to perform the service required and shall conform with the following standard specifications or shall
be the product of the listed manufacturers or similar and equal thereto as approved by the Engineer.

Cohesive Soil Cap Borrow Material

Test Name Test Method Contractor/Engineer
Frequency
Moisture/Density ASTM D698/D1557 1 per 5000 c.y.
Remolded Permeability ASTM D5084 1 per 5000 c.y.
Atterberg Limits ASTM D4318 1 per 5000 c.y.
Visual Classification ASTM D2488 1 per 5000 c.y.
Grain Size Distribution ASTM D422 1 per 5000 c.y.

Cohesive Soil Cap Test Pad

Test Name Test Method Contractor/Engineer
Frequency

Field Moisture/Density ASTM D1556 (sand cone)
ASTM D2922/D3017 (nuclear gauge)
ASTM D2937 (drive cylinder)
3 per lift
Permeability ASTM D5084 1 per lift
Remolded Permeability ASTM D5084 1 per lift
Atterberg Limits ASTM D4318 1 per lift
Visual Classification ASTM D2488 1 per lift
Grain Size Distribution ASTM D422 1 per lift

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In-Place Cohesive Soil Cap

Test Name Test Method Contractor/Engineer
Frequency

Field Moisture/Density ASTM D1556 (sand cone)
ASTM D2922/D3017 (nuclear gauge)
ASTM D2937 (drive cylinder)
1 per lift per acre
Permeability ASTM D5084 1 per lift per acre
Atterberg Limits ASTM D4318 1 per lift per acre
Visual Classification ASTM D2488 1 per lift per acre
Grain Size Distribution ASTM D422 1 per lift per acre

(a) Suitable on-site and/or off-site soils may be used as cohesive soil cap if it can achieve an in-place
permeability of 1.0 x 10-5 cm/sec or less and meets all testing requirements indicated in the material
testing paragraph in this section. Wyoming bentonite or an approved equivalent may be blended with
the soil to lower the soil's permeability.

(b) A permeability “window” shall be developed for each type of soil from the borrow material that will be
used for construction of the cohesive soil cap. The window shall be plotted on a semi-log plot with
moisture content versus density. Laboratory testing to develop the window shall include a series of
remolded samples compacted to various dry densities and moisture contents utilizing the same
compactive effort (ASTM D 698 or D 1557). The remolded samples shall be tested for permeability to
determine whether or not the particular soil type will provide the maximum permeability (1.0 x 10-5
cm/sec) at various dry densities and moisture contents. The window is then developed from the
accepted remolded samples and moisture contents from the semi-log plot. A straight line is typically
drawn between the acceptable points on the moisture-density curve to indicate a range of probable
acceptable permeability results. The window will be used in the construction of the test strip to verify
the laboratory remolded permeability results.

(c) Atterberg Limits (ASTM D4318) and grain size distribution (ASTM D422) and visual classification
(ASTM D2488) shall also be conducted on the bulk samples used to prepare the permeability window.
These tests can be used as indices on random samples collected from the borrow site during
construction to verify the soil type is the same as was used to develop the “window”. As a minimum,
sufficient visual classifications and Atterberg Limits shall be conducted in association with each
permeability test to verify that the construction materials meet specifications.

(d) A test strip of compacted cohesive soil cap shall be prepared to verify the permeability “window”
prior to general installation of the cohesive soil cap. The test strip will be used to verify the results from
the remolded permeabilities from the borrow site utilizing the permeability window(s) for each soil type
that is going to be used for construction of the cohesive soil cap. At a minimum, the verification will
consist of three moisture density tests, one Atterberg limits test, one grain size distribution test (ASTM
D2488, D4318, and D422), and one Shelby Tube sample for each lift constructed in the test pad.
Laboratory permeability tests shall be performed on tube (Shelby or drive tubes) samples of the
cohesive soil cap after placement and compaction. The permeability must be a maximum of 1.0 x10-
5cm/sec. Tests shall be performed in accordance with the ASTM D5084. The test strip shall be
approximately 2,500 sq. ft. in surface area and constructed to conform geometrically to the site
topography with a minimum lateral dimension in any direction of 25 ft. The test strip shall consist of at
least three compacted 6 inch lifts of cohesive soil cap. Placement and testing of the test strip shall be
in conformance with the construction specifications and requirements for general installation of the
cohesive soil cap. Test results from the test strip shall be used to guide placement and achievement of
the required maximum permeability of 1.0 x 10-5 cm/sec of the cohesive soil cap. The test strip may be
used as an integral part of the overall cohesive soil cap if it meets the required specification for the cap.
All results shall be given to the Construction Observer.

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(e) The soils shall be placed to the total thickness shown on the plans in maximum 8-inch thick loose
lifts resulting in a maximum 6" lift compacted preferably at a moisture content between 0 to 3% above
optimum moisture content to 95% (Standard Proctor) maximum dry density (ASTM D698). A
sheepsfoot roller or approved alternative may be used to compact the soil cap provided the compaction
and permeability requirements can be achieved. Each lift shall be tested for permeability, moisture
content, particle size distribution analysis, Atterberg Limits, moisture-density-permeability relation, and if
needed, percent bentonite admixed with soil, prior to the placement of the succeeding lift. Each lift shall
also be visually inspected to confirm that all soil clods have been broken and that the surface is
sufficiently scarified so that adequate bonding can be achieved. Soils for cohesive soil cap shall be
screened, disked, or prepared using any other approved method as necessary to obtain a
homogeneous cohesive soil with clod sizes in a soil matrix no larger than approximately 1.5 inches in
maximum diameter. After each lift, the surface shall be scarified prior to the placement of the next lift to
provide good bonding from one lift to the next.

(f) The cohesive soil cap shall be tested in the field to evaluate the coefficient of permeability. The
coefficient of permeability of the soil cap shall be equal to or less than 1.0 x 10-5 cm/sec after placement
and compaction. The soil cap must be a minimum of 1.5 feet thick (measured perpendicular to slope).

(g) Laboratory permeability tests shall be performed on tube (Shelby or drive tubes) samples of the
cohesive soil cap after placement and compaction. The permeability must be a maximum of 1.0x10-5
cm/sec. Tests shall be performed in accordance with ASTM D5084. All laboratory permeability tests
shall be performed at a confining pressure of 10 psi and at a hydraulic gradient of 20.

(h) The soil cap shall be tested a minimum of one soil sample per lift per acre for laboratory
permeability. All permeability testing will be on random samples judged by the Engineer to be
representative of the most permeable soil conditions for the area being tested. The project engineer
shall certify that the materials used in construction were tested according to the Division approved
plans. If after placement of the soil cap it fails the required tests, the material will either be reworked or
replaced and then retested for permeability. The soil cap must remain moist at all times. If any section
becomes dry, rework the dry area and moisten.

(i) A minimum of two (2) inches of soil shall be removed prior to securing each sample for permeability
testing. The sampling tube shall be advanced vertically into the soil with as little soil disturbance as
possible and should be pushed using a uniform pressure. The sampling tube (Shelby tube), when
extracted, shall be free of dents, and the ends shall not be distorted. A backhoe or approved alternative
should be used to advance the sampling tube (Shelby tube) as long as disturbance is minimized. Drive
tube samples of the cap may be obtained for permeability testings. If the Engineer judges the sample
to be too disturbed, another sample shall be taken. Once an acceptable sample has been secured and
properly prepared, all sample excavations or other holes created by survey stakes, etc. shall be
backfilled to grade with a 50% mixture of bentonite and similar soils in maximum 3-inch loose lifts and
hand tamped with a blunt tool to achieve a tight seal equivalent to the original density.

(j) No additional construction shall proceed on the soil layers at the area being tested until the Engineer
has reviewed the results of the tests and judged the desired permeability is being achieved.

(k) As a minimum, sufficient visual classifications (ASTM D2487) , Gradation analyses (ASTM D422)
and Atterberg limits (ASTM D4318) shall be conducted in association with each permeability test to
verify that the construction materials meet specifications. The minimum number of tests will be one per
lift per acre.

(l) If the soil for the cohesive soil cap is incapable of achieving the required permeability when
compacted, bentonite or approved alternative may be mixed with the soils to decrease the permeability.
The amount of additive required must be determined in the laboratory and mixed in the field using either
a pug mill or a soil stabilizer. Where additives are required, the soil shall be placed in maximum 8-inch
thick loose lifts and compacted preferably between 0 to +3% optimum moisture content to 95%
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standard Proctor maximum dry density (ASTM Test Designation D698) for the soil-additive mixture. All
other compaction procedures for the soil apply.

(m) The Contractor shall protect the cohesive soil cap from desiccation, flooding and freezing.
Protection, if required, may consist of a thin plastic protective cover, (or other material as approved by
the engineer) installed over the completed cohesive soil cap until such time as the placement of flexible
membrane liner begins. Areas found to have any desiccation cracks or which exhibit swelling, heaving
or other similar conditions shall be replaced or reworked and retested by the contractor to remove these
defects.

(n) The thickness and grade of the soil cap will be verified by the surveyor. The soil cap will be
surveyed at 100 foot grid points and any grade change (top of slopes, bottom of slopes, breaks in
slopes, etc.) where the elevations of the top of landfill will be checked with the top of soil cap to verify
1.5 feet (measured perpendicular to slope) of soil cap. The grade will then be verified with the surveyed
information. The survey will be performed by North Carolina Professional Land Surveyor.

3.4 Closure Erosive Layer

The soil for the 18-inch thick erosive layer shall consist of any soils suitable of supporting vegetative growth.

(a) Native vegetation will be used, as recommended in the NC Erosion and Sediment Control
Planning and Design Manual.

(b) The thickness and grade of the erosive layer will be verified by the surveyor. The erosive soil
layer will be surveyed at 100 foot grid points and any grade change (top of slopes, bottom of
slopes, breaks in slopes, etc.) where the elevations of the top of landfill will be checked with
the top of soil cap to verify 1.5 feet (measured perpendicular to slope) of erosive soil layer.
The grade will then be verified with the surveyed information. The survey will be performed by
North Carolina Professional Land Surveyor.

3.5 Closure Gas Venting System

The existing gas collection system and any future expansions of the system, shall remain in service until
collection of gas is no longer functional. The wells will then be converted to methane vents and the gas
collection laterals shall remain in place and be capped.

The well heads shall be removed and replaced with a methane vent turndown and the opening shall be
covered with a stainless steel screen.

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3.6 Closure Construction Quality Assurance (CQA)

At the completion of the closure, it is the Engineer's responsibility to provide to the Owner and eventually to the
Division of Waste Management the following:

1. All parties involved in the landfill construction including name and contact information
and responsibilities’.
2. As-built drawings of the existing surface, the top of cohesive soil liner, and the top of the
vegetative /protective cover, gas vents, etc. provided by NC Professional Land Surveyor.
3. Documentation of all cohesive soil liner standard Proctor tests.
4. Documentation of all cohesive soil liner tests including test pads, permeability,
standard Proctor and Atterberg limits.
5. Completed and signed meeting minutes including pre-construction, progress and any trouble
shooting.
6. Summary of all construction activities from the Engineer.
7. Provide color photographs of major construction features.
8. Any other pertinent documentation.

The CQA report shall be sealed by the Engineer and a certification that construction was completed in
accordance with the CQA plan, Conditions of the permit to construct, the requirements of rule .540 Construction
Requirements for C&DLF Facilities, and acceptable engineering practices.

Shop Drawings

Contractor is required to submit to the Engineer a descriptive detail and any shop and setting drawings.

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3.7 Closure Costs

The largest area to be closed within the permitted life will be 40 acres. Post Closure will be 30 years after
closure.

Closure Costs:

Closure will consist of the following which costs are estimated as being done by a third party.

1. 18" of 1x10-5 cm/sec. cohesive soil cap;
2. Erosion Control Devices;
3. 18" Erosive layer;
4. Seeding and Mulching;
5. Mobilization/Demobilization;
6. Labor Costs; and
7. Engineering Costs and QA/QC of the Composite liner and certification of closure.

Estimate of Probable Costs:

1. 18" of 1x10-5 cm/sec. cohesive soil cap for 40 acres:
(including surface preparation)
40 x 43,560 = 1,742,400 x 1.5 = 2,613,600 / 27 = 96,800 cy
Total yardage + 15% = 111,320 yd3 @ a cost of $9.00/yd3
Cost = $1,001,800

2. Erosion Control devices

Estimated costs @ $75,000
Cost = $75,000

3. 18" erosive soil layer for 40 acres.
40 x 43,560 = 1,742,400 x 1.5 = 2,613,600 / 27 = 96,800cy
Total yardage + 15% = 111,320 yd3 @ a cost of $4.38/yd3
Cost = $487,582

4. Seeding and Mulching for 40 acres.

Estimated cost of $2,000/acre
Cost = $80,000

5. Mobilization/Demobilization.
(including Machine/Equipment costs and fuel costs)

Estimated cost of $200,000

6. Labor Costs.

Estimated cost of $310,000
Cost = $310,000

7. Vent pipes for methane gas collection.

Estimated cost @ $600.00 each (25 vents).
Cost = $15,000

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8. Engineering Costs and QA/QC of the Composite liner and certification of closure.
(including CQA field monitoring and lab testing, CQA reporting and certification,
construction administration, construction documentation and bidding, Survey as-builts
and recordation fees)

Estimated cost = $200,000
Cost = $200,000

Total of Estimated Closure Costs:

1. $ 1,001,800
2. $ 75,000
3. $ 487,582
4. $ 80,000
5. $ 200,000
6. $ 310,000
7. $ 15,000
8. $ 200,000
Total: $ 2,369,382

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SECTION 4.0

POST-CLOSURE
PLAN

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4.1 Introduction

CONTACTS:

Name: Tim Rogers
Title: Solid Waste Director
Phone No.: [phone]
Address: 460 B. S. Landfill Rd.
Dudley, NC 28333

DESCRIPTION OF USE:

The County has no future use planned for their landfill at this time. However, any future use of the landfill shall
not disturb the integrity of the cap system, base line system or any other components of the containment
system or the functioning of the monitoring systems.

DESCRIPTION OF MAINTENANCE ACTIVITIES:

The County Landfill will be monitored quarterly for evidence of settlement, subsidence and ponding in the cap
system. The entire site will be monitored quarterly for evidence and effects of erosion. The erosion control plan
will be preserved. The quarterly inspection will also include observation and necessary repair of the security
fence, entrance sign, access roads to the methane and groundwater monitoring points, the actual ground water
monitoring wells and methane probes, accumulated silt in the sediment basins, and edge of waste markers.
Annually in the Spring, the vegetative cover will be monitored to assure a good stand of vegetation, and where
needed, it will be reseeded. Semi-annually the cap vegetation will be mowed and any saplings removed. These
maintenance activities will take place over the entire post closure period of thirty years.

Any repairs to the cap system will be done according to the approved closure plan and documented according
to the approved quality assurance plan. Damages that require repairs shall be reported to the NC Solid Waste
Section within 3 days of inspection/observation.

All quarterly inspections/observations will be documented and become part of the landfill’s operating record. All
repairs/maintenance will be documented and also become part of the landfill’s operating record.

DESCRIPTION OF MONITORING ACTIVITIES:

The County will monitor and analyze ground and surface water semi-annually according to the approved
monitoring plan for a period of thirty years. The County will also monitor methane gas at landfill structures and
the boundary quarterly according to the approved methane monitoring plan for the thirty-year period. All reports
and records required by the approved monitoring plans will become part of the landfill’s operating record.

The County will inspect the exterior slopes of the landfill at least weekly to determine if there are any breakouts
of leachate in the slopes. If any are discovered, they will be contained immediately to assure that they will not
leave the site. The containment can consist but not be limited to an earthen berm, sand bags, erosion control
logs and/or anything that will contain the leachate on the slope.

The repair of the breakout will require excavating into the cover soil on the slope down to the waste and into the
waste to determine what is causing the leachate to come to the surface. Normally it is another layer of soil that
has been used as cover and the leachate is flowing along that layer to the slope and surfacing on the slope.
The lower layer of cover needs to be removed at the breakout so that the leachate that is flowing along this
cover has a point where it will go vertically into the landfill instead of flowing along the soil boundary that was
once either daily cover or an intermediate cover.

Once this soil layer has been breached, the excavation can be filed back with stone, clean waste or any
material, other than soil, that will allow the leachate to flow vertically instead of horizontally. Once the
excavation has been filled with this material, the surface can be cover with soil so that surface water does not
intrude into the excavation. Vegetative cover will be reestablished over the excavated area.

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COMPLETION OF POST-CLOSURE CARE

Following completion of the post-closure care period for each unit, the owner or operator will notify the Division
of Waste Management that a certification, signed by a registered professional engineer, verifying that post-
closure care has been completed in accordance with the post-closure plan, has been placed in the operating
record.

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4.2 Post Closure Costs

The largest closed area to be monitored within the post closure life will 40 acres.

Post Closure Costs:

Methane gas, ground water and surface water will be monitored for 30 years after closure. The cap will also
have to be monitored for the 30 year period. All costs include reports, data analysis, and certifications.

1. Ground and Surface Water monitoring semi-annually for 30 years for
appendix I constituents and statistical analysis.
Estimated cost/sample = $840.00/sample
Total annual samples = 2(11 wells + 3 surface) =28 samples/year
Estimated cost = 30 years x 28 samples/year x $840.00/sample =

Cost = $705,600

2. Methane Gas monitoring quarterly for 30 years.
Estimate $600.00/quarter = $2,400.00/year
Estimated cost = 30 year x $2,400.00 = $72,000.00

Cost = $72,000

3. Cap Monitoring and repairing (including maintenance of all gates, fencing, access roads
and signs, mowing and re-vegetation)

Estimate $300,000 for the 30 years.

Cost = $300,000

4. Closure of sedimentation and erosion control devices.
Estimate $24,000.00 for closure

Cost = $24,000

5. Maintenance of gas extraction system.
Estimated cost/year = $3,000.00/year

Cost = $90,000

6. Decommissioning of LGCCS System.
Estimated cost/well head = $500.00
25 well heads x 500.00 = $12,500
Cost = $11,000

7. Administration/Record keeping
Estimate $4,000.00/year for 30 years

Cost = $120,000

Total of Estimated Post Closure Costs:

1. $ 705,600
2. $ 72,000
3. $ 300,000
4. $ 24,000
5. $ 90,000
6. $ 12,500
7. $ 120,000
Total: $1,324,100
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4.3 Corrective Action Plan Costs

Semi-annual sampling costs are/were estimated in the post closure financial assurance. However, even though
estimated costs to perform corrective action are relatively minor, to date, financial assurance for corrective
action has not been submitted. MNA sampling will be incorporated into the existing semi-annual sampling
schedule. The additional expense for MNA is seen in laboratory costs.

MNA Sampling + Laboratory Cost Estimates
Sampling equipment for MNA Parameters ($1,200/event) = $2,400
Estimated cost/sample = $750/sample
Total MNA samples = 6 (3 monitoring wells) samples/year
Estimated total annual MNA laboratory & sampling costs = $6,900
Estimated total 5-year MNA laboratory & sampling costs = $34,500
Estimated total 30-year MNA laboratory & sampling costs = $207,000

Continued operation of the GCCS is included in Closure/Post-Closure costs and is, therefore, not included in
the estimated corrective action costs. The financial assurance test for closure/post-closure costs is included in
the Permit Application for Continued Operation. A revised financial assurance mechanism including the
proposed 30-year corrective action costs will be submitted to the Solid Waste Section under separate cover.

These costs are not included in the PACA Cost estimate in [Part1 (MSW) Section 4.3].

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SECTION 5.0

FINANCIAL
ASSURANCES

(TO BE SUBMITTED AT A LATER DATE)

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APPENDIX A

AIRSPACE CALCULATIONS

REVISED FACILITY DRAWINGS

CURRENT AIR QUALITY PERMITS

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