SW_F_8401-MSWLF-1999_PTC_Phase1_19970825

M-01
MSWLF FACILITY
PERMIT TO
CONSTRUCT
PHASE I
CITY OF ALBEMARLE
ALBEMARLE, NORTH CAROUNA
August 1007
Municipal Engineering Services Company, P.A.
Garner and Boone, North Carolina
96021.6 Pe i< <u Conmma Fhest 1 CH5 Wl EJ97

TABLE OF CONTENTS
1.0 FACILITY REPORT...............................................................................................................................•••..........5
1.1 Waste Stream .............. ......................................................................................................................................-7
1.1- l Waste Types................................................................................................................................................7
1.1.2 Disposal Rates.............................................................................................................................................8
1.1.3 Service Area..............................................................................................................................••••..............8
1.1.4 Waste Segregation.......................................................................................................................................8
1.1.5 Equipment Requirements............................................................................................................................8
1.2 Landfill Capacity ..................................................... --••--..................................
1.3 Containment and Environmental Control Systems............................................................................................14
1.4 Leachate Management.......................................................................................................................................14
1.4.1 Performance and Design Concepts .......................................
1.4.2 Normal Operating Conditions .... .............................. •---•---•--•----....... ....... ..............................................14
1.4.3 Leachate Management System..................................................................................................................14
1.4.4 Contingency Plan........................................................................................... ................. ...............15
1.5 Special Engineering Features ................................... ......15
.....................................................................
1.6 Facility Drawings..............................................................................................................................................16
1.6.1 and 1.6.2 Title Sheet and Index Sheet...............................................................................................17
1-6.3 and L6.4 Existing Conditions and Proposed Base Grade.................................................................I....18
1.6.5 and 1.6.6 Leachate Collection System and Proposed Fill Plan...............................................................19
2.0 ENGINEERING PLAN.......................................................................................................................................20
2.1 Analysis of the Facility Design.........................................................................................................................21
2.1.1 Base Liner System Standards............................................................•-••-•............ ..........,..............22
2.1.2 Horizontal Separation Requirements.........................................................................................................23
2.1.3 Vertical Separation Requirements.............................................................................................................23
2.1.4 Location Coordinates and Survey Control ....................................................._.........-
2.1.5 Sedimentation and Erosion Control Plan ................... ............ ................................. .................•-----------... ...23
2.1.6 Cap System Standards...............................................................................................................................24
2.1.7 Leacaate Storage Requirements................................................................................................................27
2.2 Summary of the Facility Design........................................................................................................................29
2.2.1 Earthwork Calculations . ... ....... ....................... ............................................................................32
2.2.2 Erosion Control.........................................................................................................................................33
2.2.3 Help Model...............................................................................................................................................34
2.2.4 Leachate Collection System Design Calculations......................................................................................39
2.2.5 Strength of Pipe ............................. ............................................................................................................
44
2.2.6 Liner Calculations..........................••-•••••••.................................................................................................46
2.2.7 Foundation, Settlement, and Slope Stability Analysis...............................................................................52
2.2.8 Technical References................................................................................................................................54
2.2.9 Applicable Location Restriction Demonstrations......................................................................................55
2.3 Engineering Drawings. ................. .......... ........... ........... ............................................................................
56
2.3. l Title Sheet ....................................... .................. ........ ................................................................................
57
2.3.2 Index Sheet ..................... .........._.................................................................................................... ............
58
2.3.3 Existing Site Layout............................................................................................................... ......59
2.3.4 Phase 1 Subbase Grade ............................................ ....... .•.....•............................................... ......... .........60
2.3.5 Phase 1 Top of Composite Liner..............................................................................................................61
2.3.6 Phase 1 Top of Protective Cover... ... ............................... .................................. ------------------------------------
62
2.3.7 Phase l Leachate Collection System........................................................ ............ .................. ..................
63
2.3.8 Phase 1 Leachate & Liner System Details................................................................................................64
2.3.9 Phase l Leachate Collection Details Cell 1..............................................................................................64
2.3.9 Phase 1 Cross Sections.............................................................................................................................65
2.3.10 Phase 1 Erosion Control Plan...... ... --- ............................. ................ ...................... ........ -- ............
66
2.3.1 1 Phase 1 Erosion Control Details ............ •................................................................................................67
3.0 MATERIALS AND CONSTRUCTION PRACTICES ............. .•---........... -......................................................
68
%X! 1 6 F&MIT to C011SIM0 Phase I CHS 08118197

3.1 Construction Sequence......................................................................................................................................69
3.2 Subbase.............................................................................................................--.......-- .... --.... .--- ....... ... --...
70
3.3 Cohesive Soil Liner...........................................................................................................................................71
3.3.1 Materials and Construction Practices.---....................................................................................................71
3.4 Flexible Membrane Liner............................................................................................................................73
3.4.1 Materials and Construction Practices........................................................................................................73
3.5 HDPE Drainage Net..........................................................................................................................................79
3.5.1 Materials and Construction Practices........................................................................... ..................79
3.6 Protective Cover...............................................................................................................................................80
3.6.1 Materials and Construction Practices........................................................................................................80
3.7 Leachate Collection System...............•-.--•-........................................................................................................81
3.7.1 Materials and Construction Practices........................................................................................................81
3.8 Sewer Line................................................................................................................................ .--.............83
3.8.1 Materials and Construction Practices........................................................................................................83
3.9 Closure Cohesive Soil Liner.............................................................................................................................85
3.9.1 Materials and Construction Practices........................................................................................................85
3.10 Closure Flexible Membrane Liner..........................................................................
87
3. 10.1 Materials and Construction Practices......................................................................................................87
3.11 Closure 14DPE Drainage Net..........................................................................................................................93
3.11.1 Materials and Construction Practices......................................................................................................93
3.12 Closure Protective Cover................................................................................................................................94
......................
3.12.1 Materials and Construction Practices........................................................................... .....94
3.13 Closure Methane Venting System...................................................................................................................95
3.13.1 Materials and Construction Practices......................................................................................................95
4.4 CONSTRUCTION QUALITY ASSURANCE PLAN.......................................................................................96
4.1 Introduction .......................................................................................................................................................
97
4.2 Inspection Activities and Sampling Strategies...................................................................... ............ .......... ......99
4.2.1 Base Liner System Subbase......................................................................................................................99
4.2.2 Base Liner System Cohesive Soil Liner..........................................................................................I.......100
4.2.3 Base Liner System Flexible Membrane Liner Method of Deployment...................................................105
4.2.4 Base Liner System Flexible Membrane Liner Tests................................................................................112
4.2,5 Protective Cover for Landfill Construction.............................................................................................118
4.2.6 Leachate Collection System....................................................................................................................121
4.2.7 Sewer Line ........ ........ ..... ............................................................................................ .. ... ....................... ..
125
4.2.8 Closure Cap System ................... .............................................................................................. ......... ---...127
4.2.9 Closure Cohesive Soil Liner....................................................................................................................127
4.2.10 Closure Flexible Membrane Liner Method of Deployment...................................................................133
4.111 Closure Flexible Membrane Liner Tests ............. ..................................................................................
140
4.2.12 Closure Protective Cover.......................................................................................................................146
4.2.13 Closure Methane Venting System.........................................................................................................149
4.3 Documentation................................................................................................................................................150
5.0 OPERATION PLAN.........................................................................................................................................158
5.1 Introduction ..................................................................................................................................... ................15
9
5.2 Operational Requirements...............................................................................................................................162
5.3 Appendix I......................................................................................................................................................172
5.4 Appendix 11.....................................................................................................................................................183
5.5 Appendix111............. .................................... ...........................................................---....................................185
5.6 Appendix IV... ..................................... -- ... --- .............................................................................................
187
5.7 Operation Drawings........................................................................................................................................195
5.7.1 Title Sheet...............................................................................................................................................196
5.7.2 Index Sheet..............................................................................................................................................197
5.7.3 Facility Operations..................................................................................................................................198
5.7.4 Phase 1 lst Cell Transition Contours......................................................................................................199
5.7.5 Phase 1 2nd Cell Transition Contours....................................................................................................200
5.7.6 Phase 1 Final Fill Contours....................................................................................................................201
96021 6 Pe is io Cvnmmv Phase I CIi5 WI SN7

5.7.7 Phase 1 Methane Gas Monitoring..........................................................................................................202
5.7.8 Phase i Miscellaneous Details................................................................ .......................................... .....203
5.7.9 Phase 1 Erosion Control Plan.................................................................................................................204
5.7.10 Phase 1 Erosion Control Details...........................................................................................................205
6.0 CLOSURE PLAN...................................................................................................
................206
6.1 Introduction.....................................................................................................................................................207
6.2 Closure Cap System........................................................................................................................................207
6.3 Cohesive Soil Liner.... ..... -- ........................................................................................................................
—208
6.4 Flexible Membrane Liner Method of Deployment..........................................................................................213
6.5 Flexible Membrane Liner Tests......................................................................................................................220
6.6 Protective Cover..............................................................................................................................................226
6.7 Methane Venting System................................................................................................................................229
6.8 Closure Costs..................................................................................................................................................232
7.0 POST CLOSURE PLAN...................................................................................................................................235
7.1 introduction.....................................................................................................................................................236
7.2 Post Closure Costs.............................................-.................................................................
.......................... . .238
8.0 FINANCIAL ASSURANCES...........................................................................................................................240
96o21 6 Permit to CORR1 mtl Phase 1 CI IS' 08/18/97

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SECTION 1..0
FACILITY REPORT
96021.6 Pm it to Canvuuu Phan I M 08/18/97

Background
round
The City of Albemarle, North Carolina currently owns and operates one Sanitary Landfill
(Permit No. 84-01). The new Subtitle D Landfill Facility will be located at the existing
sanitary landfill site and on some additional property being acquired adjacent to the
existing facility. Waste currently being disposed in the existing Sanitary Landfill will he
disposed of in the new Subtitle D Facility.
General
In accordance with the new Subtitle D Regulations for solid waste disposal and North
Carolina Solid Waste Management Rules, the City has applied for and received an
Amendment to Permit: # 84 W 0 1 for the vertical expansion of the facility. The Amendment
allows City of Albemarle to continue disposing of municipal solid wastes in the existing
landfill until the end of 1997..The proposed facility will be located at the existing 369
acre sanitary landfill site, which is located approximately 3.5 miles southeast from the
City of Albemarle. Phases 1, 2 and 3 are located mostly within the new 59 acre tract with
54.9 acres being permittable MSW landfill. This area is located on the east side of the
site. Phase 4 will be located within the existing boundaries of the facility. Phase 1 will
be approximately 16 acres in size. Phase 2 will be approximately 15.4 acres in size.
Phase 3 will be approximately 13.6 acres in size, and Phase 4 will be approximately 21
acres in size. Phases 1, 2, and 3 encompass 45 acres of the 59 acre tract, with 9.9
permittable acres being used for the Leachate Collection System, and the remaining 4.1
acres being used as buffer. Phase 3 encompasses approximately 21 acres of the 27.8
acres of permittable area, with the remaining permittable area being used for the Leachate
Lagoon. The City will segregate its Construction./Demolition Waste from the Municipal
Solid Wastes and dispose of the CID wastes into the CID landfill. The
Construction/Demolition Landfill has approximately 43.3 acres of permittable area, and
will be located at the existing facility. The CID landfill will consist of six Phases. Phase
1 and 6 will consist of approximately 6.1 acres. Phase 2 consists of approximately 6.7
acres. Phase 3 consists of approximately 7.7 acres. Phase 4 consists of approximately 8.3
acres, and Phase 5 consists of 8.4 acres.
The land use around the proposed facility is mostly agricultural, with some rural
subdivisions located within 2 miles of the facility. The landfill will not have an adverse
impact on the residents of the City of Albemarle or Stanly City since most of the
proposed landfill is located within the existing facility boundary. The Facility will only
accept Municipal Solid Wastes within the City of Stanly which includes but is not limited
to Household, Industrial, Construction(Demolition, and Animal waste. The Facility will
not accept any Hazardous or PCB wastes. The Construction/Demolition waste shall be
sent to the new Construction/Demolition landfill unit at the existing Sanitary Facility. All
White Goods, Tires and Recycling activities will remain at the existing Sanitary Landfill
Facility. Access to the Proposed Facility will be through the current Albemarle site,
where the existing scales and maintenance building will be used for the New Facility.
9602 1.6 J'awn to Cansuun Man I CH5 0611 HN7 r

1.1 Waste Stream
1.1.1 Waste Types
The Facility will accept Municipal Solid Waste: any solid waste resulting from the
operation of residential, commercial, industrial, governmental, or institutional
establishments that would normally be collected, processed, and disposed of through a
public or private solid waste management service is considered Municipal Solid
Waste.
Construction/Demolition and Land Clearing and Inert Debris will be accepted at this
facility and at the new Construction/Demolition site located at the existing Sanitary
Landfill Facility in Albemarle.
Spoiled foods, animal carcasses, abattoir waste, hatchery waste, and other animal
waste will be accepted, and covered immediately upon dumping.
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.
Wastewater treatment sludges may be accepted and co -disposed in the lined area.
Hazardous waste as defined within 15A NCAC 13A, to also include hazardous waste
from conditional exempt small quantity generators, Polychlorinated biphenyls (PCB)
waste as defined in 40 CFR 761 are prohibited.
96021 6 Pcrmil 10 Constmcl PMx I CHS O811"7

1.1.2 Disposal Rates
The Proposed Facility will be open for 5.5 days per week. The average tonnage per
day from the existing landfill from April 1, 1995 to March 30, 1996 was
approximately 160 tons per clay. The average monthly disposal rates will be
approximately 3820 tons per month. During the year there is a seasonal increase of
approximately 150-200 tons a month due to summer tourism, and a marginal increase
during the beginning of the school year and the Holiday Season. The winter months
see a decrease of the average monthly tonnage rates. The life of the Facility will
depend on Disposal Rates and Compaction, which can vary through out the life of the
Facility. This variance can either increase or decrease the life of the Facility. All
calculations are based on current data, but over the life of the facility the variables
will change.
1.1.3 Service Area
The new landfill will accept waste from Stanly City.
1.1.4 Waste Segregation
The City of Albemarle Lined Landfill Facility will segregate Municipal Solid Waste,
Yard Waste, Land Clearing and inert Debris, Recyclables, White Goods, and Tires.
The Facility will use the current access route from the existing Sanitary Landfill
Facility and the attendant at the existing scale house will direct incoming wastes to
their appropriate areas. Waste Segregation will continue to occur at the existing
facility, with MSW being the only type of waste directed to the new MSWLF Facility.
1.1.5 Equipment Requirements
City of Albemarle Lined Landfill Facility will use the following equipment:
1. 390 Rex Compactor.
2. Front-end Loader.
3. Pan.
4. Dozer.
W21 6 Ve o to Con&Lmu Phase I CHS 68II8M7 $

1.2 Landfill Capacity
The Life Expectancy calculations were calculated for Phases 1-3 and Phase 4 of
development with a vertical expansion being included when a Phase is constructed
adjacent to the previous Phase. Each successive phase will be smaller due to being able
to expand onto the previously filled areas. The Operation Plan of the Engineering Report
will delineate this more clearly. Each individual Phase volume is estimated with the
exception of Phase 4.
LIFE EXPECTANCY CALCULATIONS PHASES 1-3
CITY OFALBEMARLE SOLID WASTE LINED LANDFILL
Given:
History of Scale Record (1995):
Compaction Rate:
Trash to Daily Cover Ratio:
*Landfill Volume Available:
Total Site Volume:
Trash Generated/Year
Total Volume/Year
(Trash & Daily Cover)
Life Expectancy as of 10/9/93
= 91,710,000 #'s per year
= 1000#/cubic yards
= 4:1 (Fabrasoil)
= 4,101,332 cubic yards
91,710,000#/1000#/c.y.
= 91,710 c.y. per year
= 91,710 c.y.(1.25)
= 114,637.5 c.y.
= 4,101,332c.y.=114,637C.y.
= 3 5.8 years
*Determined by Softdesk Adcadd Earthworks computer program.
96021.6 Pc ;I to cvnsuuo Phase f CHS 0811 W97 9

ESTIMATED LIFE EXPECTANCY CALCULATIONS PHASE I
CITY OFALBEMA.RLE SOLID WASTE LINED LANDFILL
Given:
History of Scale Record (1995):
Compaction Rate:
Trash to Daily Cover Ratio:
*Landf ll Volume Available:
Total Site Volume:
Trash Generated/Year
Total Volume/Year
(Trash & Daily Cover)
Life Expectancy as of 10/9/93
Given:
= 91,710,000 Ws per year
= 1000#/cubic yards
= 4:1 (Fabrasoil)
= 683,555 cubic yards
= 91,710,000/10004/c.y.
= 91,710 c.y. per year
= 91,710 c.y.(1.25)
= 114,637.5 c.y.
= 683,555C.y.=114,637C.y.
= 5.96 years
ESTIMATED LIFE EXPECTANCY CALCULATIONS PHASE 2
CITY OFALBEMARLE SOLID WASTE LINED LANDFILL
History of Scale Record (1995):
Compaction Rate:
Trash to Daily Cover Ratio:
*Landfill Volume Available:
Total Site Volume:
Trash Generated[Year
Total Volume/Year
(Trash & Daily Cover)
Life Expectancy as of 10/9/93
= 91,710,000 Ws per year
= 1000#/cubic yards
= 4:1 (Fabrasoil)
= 683,555 cubic yards
= 91,710,000#/1000#/c.y.
= 91,710 c.y. per year
91,710 c.y.0.25)
= 114,637.5 c.y.
= 683,555C.y.=114,637C.y.
= 5.96 years
96021 6 Permit to Co t-cl Phm I CHS W I V97 10

ESTIMATED LIFE EXPECTANCY CALCULATIONS PHASE 1-2 VERTICAL
EXPANSION CITY OFALBEMAR.LE SOLID WASTE LINED LANDFILL
Given:
History of Scale Record (1995):
Compaction Rate:
Trash to Daily Cover Ratio:
*Landfill Volume Available:
Total Site Volume:
Trash Generated/Year
Total Volume/Year
(Trash & Daily Cover)
Life Expectancy as of 10/9/93
Given:
= 91,710,000 #'s per year
= 1000#/cubic yards
4:1 (Fabrasoil)
683,555 cubic yards
= 91,710,000#/1000#/c.y.
= 91,710 c.y. per year
= 91,710 c.y.(1.25)
= 114,637.5 c.y.
= 683,555C.y.=114,637C.y.
= 5.96 years
ESTIMATED LIFE EXPECTANCY CALCULATIONS PHASE 3
CITY OFALBEMARLE SOLID WASTE LINED LANDFILL
History of Scale Record (1995):
Compaction Rate:
Trash to Daily Cover Ratio:
*Landfill Volume Available:
Total Site Volume:
Trash Generated/Year
Total Volume/Year
(Trash & Daily Cover)
Life Expectancy as of 10/9/93
= 91,710,000 #'s per year
= 1000#/cubic yards
= 4:1 (Fabrasoil)
= 683,555 cubic yards
= 91,710,000#/1000#/c.y.
= 91,710 c.y. per year
= 91,710 c.y.(1.25)
= 114,637.5 c.y.
= 683,555C.y.=114,637C.y.
= 5.96 years
gW21 h Pv k to Construe Phise 1 CHS QW1017

ESTIMATED LIFE EXPECTANCY CALCULATIONS PHASE 2 3 VERTICAL
EXPANSION #1 CITY OFALBEMARLE SOLID WASTE LINED LANDFILL
Given:
History of Scale Record (1995):
Compaction Rate:
Trash to Daily Cover Ratio:
*Landfill Volume Available:
Total Site Volume:
Trash Generated/Year
Total Volume[Year
(Trash & Daily Cover)
Life Expectancy as of 10/9/93
Given
= 91,710,000 #'s per year
= 1000#/cubic yards
= 4:1 (Fabrasoil)
= 683,555 cubic yards
= 91,710,000#/1000#/c.y.
= 91,710 c.y. per year
= 91,710 c.y.(1.25)
= 114,637.5 c.y.
= 683,555C.y.=114,637C.y.
= 5.96 years
ESTIMATED LIFE EXPECTANCY CALCULATIONS PHASE 2-3 VERTICAL
EXPANSION #2 CITY OF ALBEMARLE SOLID WASTE LINED LANDFILL
History of Scale Record (1995):
Compaction Rate:
Trash to Daily Cover Ratio:
*Landfill Volume Available:
Total Site Volume:
Trash Generated/Year
Total Volurne/Year
(Trash & Daily Cover)
Life Expectancy as of 10/9/93
= 91,710,000 #'s per year
= 1000#/cubic yards
= 4:1 (Fabrasoil)
= 683,555 cubic yards
= 91,710,000#/10004/c.y.
= 91,710 c.y. per year
= 91,710 c.y.(1.25)
= 114,637.5 c.y.
= 683,555C.y.-114,637C.y.
= 5.96 years
96021 6 Per A to Canstmcl Phase 1 CHS 08118/97 13

ESTIMATED LIFE EXPECTANCY CALCULATIONS PHASE 4
CITY OFALBEMARLE SOLID WASTE LINED LANDFILL
Given:
History of Scale Record (1995):
Compaction Rate:
Trash to Daily Cover Ratio:
*Landfill Volume Available:
Total Site Volume:
Trash Generated/Year
Total Volume/Year
(Trash & Daily Cover)
Life Expectancy as of 1019193
91,710,000 Ws per year
= 10004!cubic yards
= 4:1 (Fabrasoil)
= 869,512 cubic yards
91,710,000#1800#Ic.y.
= 91,710 c.y. per year
= 91,710 c.y.(1.25)
114,637.5 c.y.
= 869,512c.y.=114,637C.y.
= 7.6 years
SOIL CALCULATIONS PHASESI-4
CITY OFALBEMARLE SOLID WASTE LINED LANDFILL
Soil Available on Site
Soil Needed for Construction
Soil Needed for Daily Cover
Soil Needed for Closure
Total Soil Needed
250,000 c.y.
530,000 c.y.
300,000 c.y.
450,000 c.y.
= 1,030,000c.y.
There is no excess soil available on site after construction of the entire Facility. The City will
purchase adjacent land and utilize as borrow material as the need arises.
9)602 o 6 Pe qt 10 CdR4Nrl rhWV 1 CHs M13197 13

1.3 Containment and Environmental Control Systems
City of Albemarle Lined Landfill Facility will be lined with a Base Liner System consisting
of a cohesive soil liner with a permeability no greater than 1 x 10-7 cm/sec, sixty (60) mil
High Density Polyethylene (HDPE) liner, 3' of protective cover, and leachate collection
system consisting of leachate trenches and pipes to collect the leachate. The leachate will be
gravity fed into a leachate lagoon. The trash will be covered daily with either a synthetic
cover and/or on -site soils to control disease vectors. The cap system will consist of twelve
inches (12") bridging material (temporary cover), eighteen inches (18") of soil liner with a
permeability no greater than 1 x 10-5 cm/sec, forty (40) mil Linear Low Density
Polyethylene (LLDPE) flexible membrane liner, drainage layer, twenty four inches (24") of
protective/erosive layer. 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 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.
1.4 Leachate Management
1.4.1 Performance and Design Concepts
A HELP model has been created for the design of the leachate collection system,
along with performance calculations which are located in Section 2.2.3 of this report.
The storm water is diverted using a 60 mil HDPE liner which separates the leachate
collection system from each of 6 individual cells.
1.4.2 Normal Operating Conditions
The average monthly values of leachate generation are located in the HELP model
Section 2.2.3 of this report, and performance calculations are in Section 2.2.6 of this
report.
Surge Volumes created by storm events are calculated in the HELP model and
performance calculations in Section 2.2.3 of this report.
1.4.3 Leachate Management System
Leachate pipeline operation capacity is Iocated in the performance calculations in
Section 2.2.6 of this report.
Capacity of the storage and if applicable, the treatment facilities are located in the
performance calculations in Section 2.1.7 of this report.
Final Disposal plans and applicable discharge limits, including documented prior
approval of the waste water treatment plant which may be designated in the plan.
Appropriate documentation is located in Section 2.1.8 of this report.
96021.6 Peru it to Construct Phase 1 C14S G8118197 14

1.4.4 Contingency Plan
In the event the Leachate Lagoon or Albemarle Waste Water Treatment Plant
(WWTP) cannot handle a storm surge, the Leachator Pump system can be turned off,
which will stop the flow of leachate form the MSWLF facility until such a time as the
leachate can either be recirculated, pumped to the lagoon or sent to Albemarle
WWTP. In the case of extreme emergency situations the City will apply for
acceptance into the Charlotte Waste Water Treatment Plant and they will pump and
haul the leachate between the Albemarle WWTP and the Charlotte WWTP. Any
abnormal storm events can be handled. If any rain or other event requires storage of
leachate or storm -water in the cell, the Division of Solid Waste will be notified
immediately followed by written communication.
1.5 Special Engineering Features
The City of Albemarle Lined Landfill Facility will have storm water diversion berms within
each phase of development. The Facility will continue to use the existing scale, control
gates, drop-off areas, etc. The Facility will consist of four Phases of development for the
MSWLF units, and six Phases of development for Construction/Demolition units. The
Facility will be located on approximately 428 acres of land with 369 acres being existing
Facility property, and an additional 59 acres being acquired for Phases 1-3 of the MSWLF
units. Phase 1 will be built first and will consist of approximately 16 acres. Phase 2 will be
constructed approximately five (5) years later and will consist of approximately 15.4 acres.
Phase 3 will be constructed about 10 years after Phase 2 and will consist of approximately
13.6 acres. Finally the remaining 21 acres of Phase 4 will be constructed with approximately
six (6) years of life. The remaining acreage will be used for the Leachate Lagoon and Buffer.
The first Phase will consist of 3 Cells, which can be constructed individually during the 5
year permit for Phase 1. Cell 1 will consist of approximately 5.4 acres. Cell 2 will consist of
about 5.3 acres and Cell 3 will contain approximately 5.3 acres. Storm water coming in
contact with solid waste is leachate and will be sent to the leachate lagoon. The leachate will
be recirculated and/or pumped and hauled to the City of Albemarle Waste Water Treatment
Plant.
The City will segregate its Construction/Demolition Waste from the Municipal Solid Wastes
and dispose of the C/D wastes into the CID landfill. The Construction/Demolition Landfill
has approximately 43.3 acres of permittable area, and will be located at the existing facility.
The CID landfill will consist of six Phases. Phase 1 and 6 will consist of approximately 6.1
acres. Phase 2 contains approximately 6.7 acres. Phase 3 contains approximately 7.7 acres.
Phase 4 contains approximately 8.3 acres, and Phase 5 contains 8.4 acres.
96021.6 Permit to Cansuvtl Phase 1 CHS 0811 "7 15

1.6 Facility Drawings
Ef4d
96021.6 Pcr it 10 Consttun Phasc I C119 GIVIS147

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SECTION 2.0
ENGINEERING PLAN
96021.6 Pe -T to Consuoct Phm I CHS 08/18/97

2.1 Analysis of the Facility Design
The MSWLF unit shall be located a minimum of 300' from the property lines, 500' from
existing wells, and 50' from any stream, river or lake, and the post settlement subbase
elevation shall be prepared a minimum of six feet above the seasonal high groundwater
table and bedrock. The landfill subgrade shall be adequately free of organic material and
consist of in -situ soils. The base liner system consists of a 60 mil HDPE geomembrane
liner which is installed above and in direct uniform contact with a compacted clay liner.
City of Albemarle will construct a surface impoundment (leachate lagoon). The leachate
lagoon will be constructed a minimum of four feet above the seasonal high ground -water
table and bedrock. The leachate lagoon will be designed with the same composite liner
system as the MSWLF except the 60 Mil HDPE liner that is direct contact with the clay
will be textured. Then there will be 2' of select backfill placed on top of the textured HDPE
liner to protective the composite liner system from any freeze -thaw episode. On top of the
select backfill will be a textured 66 Mil HDPE liner. On top of this is a UV protective l6oz
geotextile fabric. The liner will be protected from degradation and damage by an 8' high
chain link fence. The leachate lagoon will be designed with a minimum of two feet of
freeboard. Odor and vector controls will be practiced when necessary. A ground water
monitoring system will be installed.
City of Albemarle will cap their landfill within 184 days after the final receipt of solid
waste. The cap system will consist of 12 inches bridging material (temporary cover), 18
inches of soil liner with a permeability no greater than 1 x 14'5 cm/sec, 40mil Linear Low
Density Polyethylene (LLDPE), drainage layer, 24 inches of protective/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 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.
gfA2 i 6 Pcrmi[ [❑ Cnnswc[ I'hnsr I CHS ORII R 47 =t

2.1.1 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 shall meet the following design requirements for Landfill subgrade.
The landfill subgrade shall be adequately free of organic material and consist of
in -situ soils.
2. The site shall meet the following material requirements for the Base Liner
System.
The soil materials used in construction of the compacted clay liner shall consist of
on -site sources and may posses adequate native properties or may require
bentonite conditioning to meet the permeability requirement. The soil shall be free
of particles greater than three inches in any direction.
The compacted clay liner shall be 24 inches (0.61 m) thick with a permeability not
to exceed 1 x 10-7 cm/sec.
The geomembrane liner material shall be high density polyethylene geomembrane
with a thickness of 60 mils. which has a demonstrated water vapor transmission
rate of not more than 0.03 gmlm2-day. The liner and seaming materials shall have
chemical and physical resistance not adversely affected by environmental
exposure, waste placement and leachate generation.
3. The site shall meet the following design requirements for the Leachate Collection
System.
The Leachate Collection System is designed with stone filled trenches, collection
pipes and 0.6cm 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 shall control and contain the volume of leachate
generated by the 24-hour, 25-year storm.
The collection pipe along with the drainage net flow capacity shall drain the
critical volume of leachate generated by the 24-hour, 25-year storm which fell in a
one hour period in 15.8 hours.
960? 1.6 PCMjt to Corairuci Phase I CHS OV1 "7 22

The Leachate Collection System provides a 36" zone of protection separating the
composite liner from landfilling activities.
The Leachate Collection System includes a pipe network with clean -outs and
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.
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.
2.1.2 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 50' from any stream, river, or lake,
2.1.3 Vertical Separation Reuuirements
The MSWLF units are designed 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.
2.1.4 Location Coordinates and Survey Control
Two monument benchmark at coordinates N570,989.845, E1,656,964.562 with
elevation 442.18', and N570,308.006, E1,656,942.054 elevation 449.91' are set as
noted on engineering drawings as benchmark.
2.1.5 Sedimentation and Erosion Control Plan
The Sedimentation and Erosion control plan has been completed for the 24-hour, 25-
year storm. It is submitted under Section 2.2.2 of this application.
96W I.6 Permit m construct Phasc 1 CKS OSIM97 23

2.1.6 Cap System Standards
City of Albemarle 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 soil liner with a permeability no greater than 1 x 10-5 cm/sec, 40mi1
Linear Low Density Polyethylene (LLDPE), drainage layer, 24 inches of
protectiveferosive layer. 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
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, City of Albemarle will notify the Division of Solid Waste
that a notice of the intent to close the unit has been placed in the operating record.
The City 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 Solid
Waste if the City demonstrates that the landfill has the capacity to receive additional
waste and the City has taken and will continue to take all steps necessary to prevent
threats to human health and the environment from the closed landfill.
The City 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 Solid Waste if the City demonstrates that closure will,
of necessity, take longer than one hundred eighty (180) days and the City 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 City will record a notation on the deed to the
landfill property and notify the Division of Solid Waste 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 Solid Waste. The City may request permission from the Division to
remove the notation from the deed if all waste is removed from the landfill.
9ikp' I.e Permit to C[flAL T Phase 1 CHS M19Pi7 24

SEE ERaWN CONTRO! SWEET
24' ER09W LAYER
SLOPE8
vz. GEOTEXTkE FADC
5� �- %oPE —
HOPE ❑"ACE NET
A:f v - .r•. r.
40 rrw LLWI LINER
2' NUE x 2' DffP PERMANENT 00MU ON
TiMNCH MTN 8" PERECIRA TW PVC PPE
OXASE TRE)KH M1TN r57 STW AND
PETiNANENT CL)WR-
9JMOM WIN 8 ax GEOIDTYE FABRIC
!8' C&IWSYE SOL LINER
SEE PERUAWNT DIVER" TROKH OETAIL
- �..
(Ix10; m1sec- PERWE•A&UrY).
I2" (NTERLIMATE COVER
•. �
®� Pj
CWPACIED TRASHfpp
•i
EnsIm
:w:
i:j : _
'
18' BAWILL
PROTECTIVE SOIL COVER
EXISTLNC PEWAAOVT ANCDhMWRTh'EN04
. �•
•• 4"�..
.
EO ml NAPE FLD48L.E•- ,
EIa5T+14O
.10MANE Lk4W, :
18 SELECT BAU(nu
PRofECTIVE SCAL COWR.
DOSRNC 24' COWS'!VE SOIL 4A
[lx1�' crn sec. PERIIEAMUFY
bR & CONTACT
LESS DRECT
NTH FVX18LE AOJ9RANE LINER].
TYPICAL CLOSURE
DETAIL A
PER VENT ANCHOR TRENCH
9
N. T.I
F
v
u
a
E
v

24" EROSIVE LAYER —
8 oz. GEOTEXTILE FABRIC
HOPE DRAINAGE NET
40 and LLDPE LINER —
PERMANENT COVER.
IS' COHESIVE SOIL LWER
(WO- cm1w. PERMEABILITY}.
07 STONE
COMPACTED TRASH.
VEGETA RON SEE EROSION CONTROL SHEET
8 oz. GEOTE1[TILE FABRIC
COWUM Y SURROUND
2' ME x I' DEEP
STONE TRENCH
HDPE PIPE FOR GAS VENTING
(8tlQ7 LADED PENETRATION)
8' PERFORATED HOPE PIPE 157 STONE
IN DIRECT CONTACT WTH
GEOTEX17LE FABRIC
10' LONG PIPE
(TYPICAL)
TYPICAL METHANE GAS COLLECTION TRENCH DETAIL
N. T. S.
e
Vf
C
F
2
r
O
U
O
jr

2.1.7 Leachate Storaize Requirements
City of Albemarle will construct a surface impoundment (leachate lagoon). The
leachate lagoon will be constructed a minimum of four feet above the seasonal high
ground -water table and bedrock. The leachate lagoon will be designed with the same
composite liner system as the MSWLF except the 60 Mil HDPE liner that is direct
contact with the clay will be textured. Then there will be 2' of select backfill placed
on top of the textured HDPE liner to protective the composite liner system from any
freeze -thaw episode. On top of the select backfill will be a textured 60 Mil HDPE
liner. On top of this is a UV protective 16oz geotextile fabric. The liner will be
protected from degradation and damage by an 8' high chain link fence. The leachate
lagoon will be designed with a minimum of two feet of freeboard. Odor and vector
controls will be practiced when necessary. A ground water monitoring system will be
installed.
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
either be recirculated into the existing cell, transported or directly pumped to the City
of Albemarle Waste Water Treatment Plant. The leachate that is hauled to the
treatment plant will be tested according to the Department of Environmental
Management's pump and haul permit. The reason for this testing is to assure the City
of Albemarle that the leachate will not harm the biological processes in their
treatment facility. The City will also record rainfall events as they occur and leachate
generation to track the effect rainfall amounts has on the amount of leachate that is
generated.
The leachate will be collected in a small lined lagoon which will hold approximately
950,000 gallons at 10 feet deep. The Lagoon will be 12 feet deep which will allow
for 2 feet of free board. In the event that the lagoon fills up faster than it can be
hauled away, a valve can be turned off which will allow the lagoon to be drained.
Once the leachate levels have been lowered, the valve 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
delivered 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 will be
diverted through the leachate collection system by a system of valves, which will
allow stormwater to be diverted into a riser basin. Phase 1 is broken up into six cells.
While the first cell is being filled, the other five cells will allow stormwater to pass to
the riser basin. When cell 2 starts to receive waste, the valve controlling storm water
will be closed, allowing the resulting leachate to reach the main sewer line . When
cell 3 starts to receive waste, the valve controlling storm water will be closed,
%021.6 hennil to Construct Phase I CH5 0811807 '_7

allowing the resulting leachate to reach the main sewer line. The same process will
occur for each of the remaining cells.
City of Albemarle 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 ground water surrounding the
impoundment is contaminated, other corrective actions to remediate a contaminant
plume may be required by the Department. If the ground water 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.
95021,6 Permil No Cu %Uucc Phase L C145 Owl&'47 28

2.2 Summary of the Facility Design
Several factors have been looked at in the design and stability of the landfill. The first is
earthwork calculations to see if the facility will need to borrow material from another source.
After the construction of the first Phase of operation, there will be an excess of 520,040 cubic
yards of material left on site. An Erosion Control plan has been developed and approved by the
Land Quality Section of NCDEHNR, and the calculations are in section 2.2.2.
HELP Model Summary
A Help Model, Hydrologic Evaluation of Landfill Performance has been performed to
simulate precipitation and leachate generation under certain conditions. The analysis is done
through the landfill with 4 and 8ft. of solid waste with no runoff for the I` and 2nd year of
operation. Simulation was also done on a closed landfill with 1 ft. of temporary cover and finally
a completely closed landfill unit. The maximum head on the liner of 1.92 inches occurs after 2
years of operation with 8ft. of solid waste and no surface runoff. See sec. 2.2.3 "Landfill with 8ft.
of solid waste 2nd year" peak daily values for years 1 through 5. The drainage layer (layer 5) is a
double bonded 0.6cm thick drainage net.
Leachate Collection System Calculations Summary
The leachate collection system consists of a 0.5cm double bonded drainage net that is the
drainage layer, stone filled trenches and collection pipes_ The adequacy of the drainage layer is
demonstrated in the HELP models (see sec.2.23).
Calculations have been performed for the Leachate Collection Pipes, and are located in
Section 2.2.4. The calculations uses manning's equation and the orifice equation to determine
the adequacy of the leachate piping system to drain the leachate. The system adequately drains
the 24hr 25yr storm. See calculations in section 2.2.4.
Strength of the HDPE leachate pipe calculations have been done and are located in section
2.2.5. The SDk 17 HDPE pipe can handle the loads created by at least 250' of waste. See
section 2.2.5 for calculations.
96021.6 Permit to Con sl mct Phan I CBS OV1V97 '-)

Liner System Calculation Summary
Several calculations were done for the stress on the textured flexible geomembrane liner
during construction. The thermal stress on the liner created by the temperature changing 1OO°F is
0.67% which is well within the 13% elongation yield limit. (see sec. 2.2.6 pg. 59) The self -
weight stress on the textured flexible geornembrane liner shows that on a 3:1 slope the total
length of slope allowed far exceeds the longest slope design (see sec. 2.2.6 pg. 58).
The Anchor trench has also been analyzed and the design depth of the Anchor trench is 4-Oft.
which allows pullout just prior to liner failure. (see sec. 2.2.6 pg. 55). An analysis of the drainage
net for anchor trench requirements was analyzed and no anchor trench was required; however,
the drainage net will be placed in the same anchor trench as the flexible membrane liner.(see
sec.2.2.6 pg. 56).
The factor of safety for the sliding of the protective soil cover was analyzed showing a factor
of safety greater than 1 for the interface between the soil and double bonded drainage net. (see
sec. 2.2.6 pg. 56). The stresses due to the placement of protective cover were also analyzed (see
sec. 2.2.6 pg. 57). Soil placed on the 3.1 embankment 25ft. high does not effect the drainage net
or the liner. The soil is buttressed enough at the base to have a negative effect on the slopes.
Foundation Analysis Summary
To be Submitted at a later date.
96021 6 Permit TO Camumct Phase i CKS OVI KN7 M

Slope Stability Analysis Summary
To be Submitted at a later date.
96023 6 Petmit to Comma Phase l CHS 0611 V97

2.2.1 Earthwork Calculations
*Left over from subbase preparation Phase 1:
Composite Liner System Phase 1:
Protective Cover Phase 1:
Net Material After Construction Phase 1:
Daily Cover Phase 1:
Closure System Phase 1:
Net Material Needed After Closure of Phase 1:
250,000 cubic yards
65,000 cubic yards
95,000 cubic yards
90,000 cubic yards
140,000 cubic yards
100,000 cubic yards
150,000 cubic yards
*Determined by Softdesk Adcadd Earthworks computer program.
96021.b PoMi<<G COnStMO Phase I CH 08/18/97 32

2.2.2 Erosion Control
96021.6 Permit 1a COnslru[L Phase I C I I S 08/18/97

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a
EROSION CONTROL PLAN
FOR
CITY OF ALBEMARLE
MUNICIPAL SOLID WASTE LINED
LANDFILL FACILITY
latittst 1997
PHASE 1
G9s921. 6
.•�►�(A
f f2
471
N
It I'l�/t2
Alimicipal Ettgineerin- .Services Co., PA
Garner rind Bonne, North Carolina
4:t127.62 Cf15 UVIW47 i

Narrative
City of Albemarle plans to build a Subtitle D Iandfill facility. This plan encompasses the First
Phase of development. The landfill will operate this Phase for approximately five years. There will be
one riser basin, three Sediment basins, and five grass -lined diversion ditches constructed under this plan.
The plan has been broken up into three parts; Clearing and Grubbing, Construction, and
Operation. All stockpiles and borrow operations will occur at the borrow site, which has an existing
erosion control plan. All rainfall that falls within the phase and comes in contact with solid waste
becomes leachate and is pumped to the leachate lagoon and treated. Then it is sent to the Staniy County
Waste Water Treatment Plant. All rainfall that falls within the cell and does not come in contact with
solid waste is considered stormwater and will be drained off the landfill 8" HDPE stormwater
penetrations.
93077102 CHS 091I5N7

m
0
0
c
0
a
2
0
E
m
E
a
t
rn
2
Note:
use nomograph Tc for natural basins with well-defined channels, for overland
flow on bare earth, and for mowed -grass roadside channels.
For overland flow, grassed surfaces, multiply Tc by 2.
For overland flow. concrete or asphalt surfaces, multiply Tc by 0.4.
For concrete channels, multiply Tc by 0.2-
Figure 6.03a Time of rono.�:i:calion of -m=I" drainage basins.
Trfmin)
70
00
0
IE
0
S -03.4

Table 8.03a
Value of Runoff Coefficient
(C) for Rational Formula
Land Use
C
Land Use
C
Business:
Lawns:
Downtown areas
0.70-0.95
Sandy soil, flat, 2%
0.05-0.10
Neighborhood areas
0.50-0.70
Sandy soil, ave., 2-7%
0.10-0.15
Sandy soil, steep, 7%___D.15-0.20
Residential:
Heavy sail, fiat, 2%
0.13-0A7
Single-family areas
0.30-0,50
Heavy soil, ave., 2-7`Ia
Multi units, detached
0.40-0.60
Heavy soil, steep, 7%
0.25-0.35
Mufti units, attached
0.60-0.75
Suburban
0.25-0.40
Agricultural land:
Bare packed soil
Industrial:
Smooth
0.30-0.60
Light areas
0.50-0.80
Rough
0.20-0.50
. Heavy areas
0.60-0.90
Cultivated rows
Heavy soil no crop
0.30-0.60
Parks, cemeteries
0.10-0.25
Heavy soil with crop
0.20-0.50
Sandy soil no crop
0.20-0.40
Playgrounds
0.20-0.35
Sandy soil with crop
0.10-0.25
Pasture
Railroad yard areas
0.20-0.40
Heavy soil
0.15-0.45
Sandy soil
0.05-0.25
Unimproved areas
0.10-0.30
Woodlands
Q.05 0.2
.1�
Streets:
Asphalt
0.70-0.95
Concrete
0.80-0.95
Brick
0.70-0.85
Drives and walks
0.75-0.85
Roofs
0.75-0.85
NOTE: The designer
must use judgm
e nt to select the appropriate Cvalue
within the range for the
appropriate land use. Generally, larger areas with
permeable soils, flat slopes, and dense vegetation should have lowest C
values. Smaller areas
with slowly
permeable soils, steep
slopes, and
sparse vegetation should be assigned
highest C values.
Source: American Society of Civil Engineers
The overland flow portion of flow Lime may be determined from Figure 8.03a.
The flow rime (in minutes) in the channel can be estimated by calculating the
average velocity in feet per minute and dividing Lhe length (in feet) by the
average velocity.
Step 4. Determine the rainfall intensity, frequency, and duradon (Figures 8.03b
through 8.03g—source: NTorth Carolina State Highway Commission; Jan.
1973). Select the chart for tlhc. locality closest to your location. Enter the
"du rat imm" axis of the, chart with the calculated time of concen[ratioil, Tc. Move
�ertic tll} until }etu iritcrsect the. Cur.•e of the appropriate design storm, then
move horironluilly to read [lie rainfall intensity factor, i, in inches per Hour.
Step S. Determine peak dis ilarge, ❑ (it}/sec), by multiplying the previously
C1CLCfn5lned last;}r uSin[; tlic ration>.tl formula (Sam ple Problem 8.03a).
N-03__

�■ill ■■���■■�■■■��■
i!■■■ �fifit�tlfi�fit�f!!�!� it �
' �►� �■titit#itirr�tit!!�l���
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IIIII�I��i� ' �. ■�11■�■
' ��■■■Qiiiiif■iQiirt��7ti������t�fii■Ift■fiiitfi�fffii■
Qiii■fiiit■■■ Qii � i �� �►.�►' � ►��+��� � QiQiii■
■■ilia■■■�■� a:7►144 o
■Ill■��■■����ha_�►
MEIN
�
�11�.
5 10 20 40 60 2 3 4 6 8 12 16 2,
Minutes Flours
Duration
Figure 8.031' Rainfall intensity duration curves—AsheviVe.
No
ri■■■��
ririria���■r
�■r!!r!!
■n!■�,
��ru."l�Itw
r
�f:�
�fttttttti
fAtil�!#
�
�,
�!l���STi�i�r�
�."�►��lSi
��■Q�fiiiQfii�am
flit
'�~=MIM
ORION�
IQ 20 40 60 2 3 4 6 8 12 18 24
Minutes Hour
Duration
Figure 8.83g R::,wiali intensiiv duration ui%oes—Cha!lotte
Appendices
11
&03.7

Table 8.05f Manning's Roughness Coefficient
n - value
nvalue for Depth Ranges
Lining Category
Lining Type
0-0.5 it
0.5-2.0 it
2.0 ft
0-15 cm
15-50 cm
a 60 cn
Rigid
Concrete
0.015
0.013
0.013
Grouted Riprap
0.040
0.030
0.028
Stone Masonry
0.042
0,032
0.030
Soil Cement
0.025
0.022
0.020
Asphalt
0.018
0.016
0.016
Unlined
Bare Soil
0.023
0.020
0.020
Rock Cut
0.045
0.035 .
0.025
Gravel Riprap
1-inch (2.5-cm) Dw
0.044
0.033
0.030
2-inch {5-cm) Dso
0.066
0.041
0.034
Rock Riprap
6-inch 0 5-cm} Dso
0.104
0.069
0.03.5
12-inch {30-cm) Dso
--
0.078
0.040
More: Values listed are representative values tor the respective depth ranges. Manning's roughness coefficients, n. vary with`the flow depth.
DETERMINING SHEAR STRESS
Shear stress, T, at normal depth is computed for the lining by the following
equation:
T = yds
Td = Permissible shear stress
where:
T = shear stress in lb/ft2
y = unit weight of water, 62.4 lb/ft3
d = flow depth in it
s = channel gradient in ft/11.
If the permissible shear stress. Td, given in Table 8.05g is greater than the
computed shear stress, the riprap or temporary lining is considered acceptable.
If a lining is unacceptable, select a lining wish a higher permissible shear stress
and repeat the calculations for normal depth and shear stress. In some cases it
may be necessary to alter channel dimensions to reduce the shear stress.
Computing tractive force around achannel bend requires special considerations
because the change in now direction imposes higher shear stress on the channel
bOttQrn and banks. The maximum shear stress in a bend, Tb, is given by the
following equation:
Tb = KbT
where:
Tb = bcnti 511 ;tr alrc„ In lh/11
Kt) = trend factor
T = c0111pUtcd ,tress fur straight c:llanncl in lla/W
The Value of K❑ is related Lo the radius of curvature al' the channel at its cetlter
line, Rc, and the buttom width of the channel, 13, Fi=sure 8.05c. The length of
e.lr�Elncl rccliming, ilrotoction downstream from a bend, Lp, is a f'tsnction of talc
rou!hn::ss of the Iinins, tnitic'rial :urd tltu hydraulic: ratiiu; ns,lui«n i11 Figurc
8,05f.
ti.115.l2 ltv•'. 11_^,3

Drainage Areas
Area Design Area (ac.)
A
1980
B
42
C
22
A 1
2.8
A2
2.1
A3
4.0
A4
7.8
A5
1.0
Ad
1.2
A7
0.7
A8
3.5
Soil Characteristics
Soil is classified as a well drained sandy clay soil.
Runoff Coefficients
C = .15 Wooded Areas
C = .20 Grass Areas
C = .30 Graded Areas
93027J02 Cfis 08jW97 3

Areas Draining Into Diversion Ditch #1
Area A I C
C = 22 acs. 7.1 in/hr. .15
= 22.0 acs. 7.1 inft .15 composite C
Q(25) = CIA = (.15)(7.1)(22.0) = 23.4 cfs.
Areas Draining Into Diversion Ditch #2
Area A I C
A6 = 1.2 acs. 7.1 in/hr, .30 63. i 6% x .30 = .19
A7 = 0.7 acs. 7.1 in/hr. .15 36.84% x .15 = .06
= 1.9 acs. 7.1 in/hr .25 composite C
Q(25) = CIA = (.25)(7.1)(1.9) = 3.4 cfs.
Areas Draining Into Diversion Ditch #3
A 1 = 2.8 acs. 7.1 in/hr. .30
= 2.8 acs. 7.1 in/hr .30
Q(25) = CIA = (.30)(7.1)(2.8) = 6.0 cfs.
Areas Draining Into Diversion Ditch #4
Area A ! C:
A8 = 3.5 acs. 7.1 in/hr. .30
= 3.5 acs. 7.1 inlhr .30
Q(25) = CIA = (.30)(7.1)(3.5) = 7.5 cfs.
03027-0? CHS Wl&'r a

Areas Drainine Into Diversion Ditch 45
Area A I C
A4 = 7.8 acs. 7.1 in/hr. .30
= 7.8 acs. 7.1 in/hr .30
Q(25) = CIA = (.30)(7.1)(7.8) = 16.6 cfs.
Areas Draining Into Riser Basin #1
Area A I C
A4 = 7.8 acs. 7.1 in/hr. .30
= 7.8 acs. 7.1 in/hr .30
Q(25) = CIA = (.30)(7.1)(7.8) = 16.6 cfs.
Areas Draininz Into Sediment Basin #1
Area A I C
A6 = 1.2 acs. 7.1 Whr. .30 63.16% x .30 = .19
A7 = 0.7 acs. 7.1 in/hr. .15 36.84% x .15 = .06
= 1.9 acs. 7.1 in1hr .25 composite C
Q(25) = CIA = (.25)(7.1)(1.9) = 3.4 cfs.
Areas Draining Into Sediment Basin #2
Area A I C
A1=2.8acs. 7.1 in/hr. .30
= 2.8 acs. 7.1 in/hr 30
Q(25) = CIA = (.30)(7.1)(2.8) = 6.0 cfs.
C{S 08:1r,01 i

Areas Draining Into Sediment Basin 43
Area A [ C
A8 = 3.5 acs. 7.1 in/hr. .30
= 3.5 acs. 7.1 in/hr .30
Q(25) = CIA = (.30)(7.1)(3.5) = 7.5 efs.
93627-02 CHS 08116197 6

Desi n Diversion Ditch #1
Q(25) = 23.4 cfs
B= 14.0ft M=3
n = 0.033 -Mannings Straw with net coefticient(depth 0.5' to 2.0')
s = .03 ft/ft
y=.39ft
❑ = 1.0'
A=BY+MY2
p = B + 2y(sgrt(I +M'))
R = ASP
V = QUA
W=B-+-2MD
Crossectional area (A) = 5.93 sq. ft
Wetted perimeter (p) w 16.47 ft
Area/ Wetted perimeter = 0.3G0
Velocity (V) = 3.94 ft per sec
Lining shear stress (T) = .73
Top Width (W) = 20.0'
Ditch #1 : Grass -lined channel Straw with net.
IM27-OZ CIS 0811"7 7

Desien Diversion Ditch #2
Q(25) = 3.4 cfs
B=2 ft M=3
n = 0.033-Mannings Straw with net coefficient (depth 0.5' to 2 A')
s=.01 ft/ft
y=.47ft
❑ = 1.0'
A = BY + MY2
p — B + 2y(sgrt(1 +M2))
R = A+P
V = Q+A
W=B+2MD
Crossectional area (A) = 1.60 sq. It
Wetted perimeter (p) = 4.97 ft
Area/ Wetted perimeter = 0.322
Velocity (V) = 2.12 ft per sec
Lining shear stress (T) = .29
Top Width (W) = 8.0'
Ditch #2 : Grass -lined channel Straw with net.
93027.02 CHS 08115197 8

Desian Diversion Ditch #3
Q(25) = 6.0 cfs
B=6ft M=3
n = 0.033-Mannings Straw with net coefficient (depth 0.5' to 2.0')
s = .06 ft/ft
y = .232 ft
❑ = 1.0'
A=BY+MY2
p = B + 2y(sgrt(I+M2))
R = AP
V = Q—A
W=B+2MD
Crossectional area (A) = 1.55 sq. ft
Wetted perimeter (p) = 7.47 ft
Area/ Wetted perimeter = 0.21
Velocity (V) = 3.87 ft per sec
Lining shear stress (T) = .87
Top Width (W) = 12.0'
Ditch #3 : Grass -lined channel Straw with new
93027-02 CHS W16197 9

Desi o Diversion Ditch #4
Q(25) = 7.5 cfs
B=10ft M- 3
n = 0.033-Mannings Straw with net coefficient (depth 0.5' to 2.0')
s=.06ft/ft
y=.I97ft
❑=1.0'
A=BY+MY2
p = B + 2y(sgrt(I+M"))
R = A+P
V=Q-A
W=B+2MD
Crossectional area (A) = 2.09 sq. ft
Wetted perimeter (p) = 11.25 ft
Area/ Wetted perimeter = 0.186
Velocity (V) = 3.59 ft per sec
Lining shear stress (T) _ .74
Top Width (W) = 16.0'
Ditch #4 : Grass -lined channel Straw with net.
93027-02 CHS MI&97 10

Desi n Diversion Ditch #5
Q(25) = 7.5 cfs
B=3ft M=3
n = 0.033-Mannings Straw with net coefficient (depth 0.5' to 2.0')
s = .01 ft/ft
y=.61 ft
D = 1.0'
A=BY+MY2
p = B + 2y(sgrt(1+M2))
R = A- P
V=Q=A
W=B+2MD
Crossectional area (A) = 2.95 sq. ft
Wetted perimeter (p) = 6.86 ft
Area/ Wetted perimeter = 0.43
Velocity (V) = 2.6 ft per sec
Lining shear stress (T) _ .38
Top Width (W) = 9.0'
Ditch #5 : Grass -lined channel Straw with net.
9 017-0t CHS 08IIGI97 11

DESIGN RISER BASIN #1
Q = 16.6 cfs
A = 7.8 acs.
Surface area of riser basin:
Surface area 5 = .O1Q S=.1660 csf
S = .1660 x 43560 ft2 = 7,231 ft2
Depth of riser basin:
depth = Capacity/surface area
Capacity needed is 1800 0/acre.
Capacity = (1800)(7.8) = 14,040 0.
Use a storage depth of 4'
Bottom area = 14,040 0 - 5' = 2,808 ft2
Use 2:1 length to width ratio
(2,808 - 2)112 = 37'
Bottom Area = 37' x 74'
Principal spillway barrel size:
Use Capacity of 0.2 cfslacre
Q=(16.6)(2)=3.32cfs
1.0 % grade
D = 16 (Q(25)n-�s)•375 Use corrugated metal pipe
Q = 3.32 cfs n = .024 s = .01
D = 16[(3.32)(.024) : q.011.375 = 14.69" Use IS"
Outlet Protection
L = 12' W = 13.5' d50 =6" 13.5" min. thickness
Riser pipe for Principal spillway:
36" pipe diameter
93027-G2 CHS 08116M7 12

Footing for riser pipe:
Weight of water: nr2h(62.4) = 2,205
Concrete: 150 Ibs per 0
14.7 0 of concrete needed
use 25.0 0 of concrete
Px5.0'x5.0' footing.
Emergency Spillway:
Q=CWLH3/2 CW=3.0 H= 1 Q= 16.6
Bottom of Weir = 9'
Top of Weir = I I'
Velocity = 2.0 ftlsec
1 % slope
Line with 6" Rip Rap
A=QN (16.6=2.0)=8.3
H=AIL (8.3'=9')=.92'
Elevations:
Top of Dam
382.0'
Emergency Spillway
380.0'
Riser Crest
379.9'
Conduit Inlet
375.0'
Conduit nutlet
374.0'
Bottom Elevation
375.0'
93027-02 CHS 0811&97 13

DESIGN SEDIMENT BASIN #I
Q = 3.4 cfs
A = 1.9 acs.
Surface area of riser basin:
Surface area S = .01 Q S=.034 csf
S = .034 x 43560 ft = 1,481 82
Depth of riser basin:
depth = Capacity/surface area
Capacity needed is 1800 ft3lacre.
Capacity = (I 80OX I.9) = 3,4200.
Use a storage depth of 3'
Bottom area = 3,420 ft3 3' = 1,140 ft2
Use 2:1 length to width ratio
(1,140 2)1/2 = 24'
Bottom Area = 24' x 48'
93027.02 CHS 08/16/97 14

DESIGN SEDIMENT BASIN #2
Q = 6.0 cfs
A = 2.8 acs.
Surface area of riser basin:
Surface area S = .01 Q S=.0600 csf
S = .0600 x 43560 ft2 = 2,614 ft2
Depth of riser basin:
depth = Capacity/surface area
Capacity needed is 1800 O/acre.
Capacity = (1800)(2.8) = 5,040 ft3.
Use a storage depth of 3'
Bottom area =5,040 ft3 _ 3- = 1,680 ft2
Use 2:1 length to width ratio
(1,680 _ 2)112 = 30'
Bottom Area = 30' x 60'
93027-02 CHS OVIN97 15

DESIGN SEDIMENT BASIN #3
Q = 7.5 cfs
A = 3.5 acs.
Surface area of riser basin:
Surface area S = .01 Q S=.075 csf
S = .075 x 43560 ft = 3,267 ft2
Depth of riser basin:
depth = Capacity/surface area
Capacity needed is 1800 Olacre.
Capacity = (1800)(3.5) = 6,300 0.
Use a storage depth of 3'
Bottom area = 6,300 0 - 3' = 2,100 ft2
Use 2:1 length to width ratio
(2,100 - 2)1/2 = 33'
Bottom Area = 33' x 66'
93027.02 CHS 011 W07 16

Area A
Area = 1980 Acres
Slope = 8% Average
Hydraulic Length of creek = 12,500 Equivalent Drainage area 1500acs
Calculate Average Curve Number
Commercial Area
Newly Graded Area
Woodland
CN = 58.8 use 60
5%x94
= 4.70
5%x93
= 4.65
90%x55
= 49.50
= 58.85
Rainfall = 6.3 inches for Q25. see Figure 8.03k
Runoff depth = 2.12 in. see table 8.03c.
Calculate peak discharge rate:
Water Shed A: 175cfs for 1500acs
See figure 8.03p
Multiply Discharge/Inch of Runoff by Runoff Depth.
Water Shed A: 175cfs x 2.12 = 371 x 1980/1500 = 490cfs
93027-02 CHS 081W97 17

Roadway Pipe #1
Q(25) = 490 cfs
0.5 % grade
D = 16 (Q(xs)n-4s)375 Use corrugated metal pipe
Q = 490 cfs n = .024 s = .005
D = 16[(490)(.024)- �.0051.375 = 109" Use two 72"
93027-02 CH$ 98114i97 18

Area B
Area = 42 Acres
Slope = 8% Average
Hydraulic Length of creek = 2,800 Equivalent Drainage area 80acs
Calculate Average Curve Number
Newly Graded Area 25%x93 = 23.25
Woodland 75%x55 = 41.25
= 64.50
CN = 64.50 use 65
Rainfall = 6.3 inches for Q25. see Figure 8.03k
Runoff depth = 2.58 in. see table 8.03c.
Calculate peak discharge rate:
Water Shed B: 45cfs for 80acs
See figure 8.03p
Multiply Discharge/Inch of Runoff by Runoff Depth.
Water Shed A: 45cfs x 2.58 = 371 x 42/80 = 61cfs
93027-02 CHS 6811NCJ7 l9

Roadway Pipe #2
Q(2s) = 61 cfs
5.0 % grade
D = 16 (Q(25}, . �s) 375 Use corrugated metal pipe
Q = 61 cfs n = .024 s = .05
D = 16[(61)(.024)-14.050]-375 = 33" Use on 48"
93027.02 CHS 0811V97 20

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SCS Peak Discharge Method
The peak discharge method of calculating runoff was developed by the USDA
Soil Conservation Service and is contained in SCS Technical Release No. 55
(TR-55) entitled Urban Hydrology for Small Watersheds, Second Ed.; June
1986 This method of runoff calculation yields a total runoff volume as well as
a peak discharge. Use of the SCS method is illustrated in Sample Problem 8.03b
and in Chapter 7, Sample Erosion and Sedimentation Control Flan.
Step 1. Measure the drainage area (in acres); the hydraulic length (distance
from most remote point to design point, in feet); and the average slope (percent)
of the watershed.
Step 2. Calculate a curve number, CN, for the drainage area.
The curve number, CN, is an empirical value, which establishes a relationship
between rainfall and runoff based upon characteristics of the drainage area.
Table 8.03b contains CN values for different land uses, cover conditions, and
hydrologic soil groups. Hydrologic group assignments for most common soils
in North Carolina are given in Appendix 8.01. If the soil name is not known,
judge die soils based on the group description below:
• Soil Group A —Represents soil having a low runoff potential due to high
infiltration rates. These soils consist primarily of deep, well -drained sands
and gravels.
• Sail Group B—Represents soils having a moderately low runoff potential
due to moderate infiltration rates. These soils consist primarily of moder-
ately deep to deep, moderately well -drained to Weil -drained soils with
moderately fine to moderately coarse textures.
• Soil Group C--Represents soils having a moderately high runoff poten-
tial due to slow infiltration rates. These sails consist primarily of soils in
which a layer exists near the surface that impedes [he downward move-
ment of water, or soils with moderately fine to fine texture.
• Soil Group D—Represents soils having a high runoff potential due to
very slow infil tration rates. These soils consist primarily of soils with high
water tables, soils with a clay pan or clay layer at or near the surface, and
shallow soils over nearly impervious parent material.
If the watershed is homogeneous (i.e., uniform land use and soils) the CN value
can be determined directly from Table 8.03b. Curve numbers for nonhomogene-
ous watersheds may be determined by dividing the watershed into homogeneous
subareas and computing a weighted average.
Step 3. Select design storm and detcnni ne runoff depth and volume for erosion
and Sedirrlerlt control using the 10-yr, 24-lir sturnt.
a. Determine rainfall amount, in inches, from figures 8.0311 through 8.03m
for the scicctcd desh,n storm. (The design storni is based on an SCS Ty pc
[1, 24-hr mini:ill distribution.}
8.03.9 Rk.%% In-1

Appendices
Sample Problem 8.0310
Determination of peak runoff
rate using the SCS method.
Given:
Location: Raleigh, N.C.
Land use by soil group:
Commercial area: soil group B 8 acres
Newly graded area; soil group C 20 acres
Wooded land: (good stand —good ground cover)
soil group 8 12 acres
Total area 40 acres
Avg. watershed slope: 50%
Ratio of drainage area to ponded area (2 acres wooded,
ponded area near center of watershed) 20.1
Hydraulic length: 2,000 ft
°!o hydraulic length modified: none
0% impervious area: (8 acres commercial, 85% impervious) 17%
Find:
Peak rate of runoff for the 10-yr frequency, 24-hr storm - OP M 24
Solution:
(1) Drainage area = 40 acres (given)
hydraulic length = 2,000 ft
average slope = 5%
(2)Calculate average curve number (ON) using Table 8.03b.
% drainage area x CN
Commercial area 20% x 92 = 1840
Newly graded area 50% x 93 = 4650
Wooded land 30% x 55 = 1650
100% 8140
CN 8140 = 81.4 Use 82
100
(3) Determine runoff depth
a. Rainfall amount for 10-yr, 24-hr storm; Raleigh, NO = 5.6 inches
(Figure 8.03j)
b. Runoff depth = 3.63 inches (Table 8.03c by double interpolation)
(4) Determine peak rate of runoff for the design storm by adjusting for
watershed shape.
a. Equivalent drainage area = 46 acres (Figure 8.03n; hydraulic
length = 2,000 it)
b. Qi = 40 cis/inch x 3.63 inches = 145 cis (Figure 8.03p; 3% to 8%
slope; GN = 82)
c.O2=145x40=126cfs
46
(5) Adjust peak discharge rate 02 for percent impervious area and
percent hydraulic length modified
a. Impervious factor = 1.08 (Figure 8.03r ; 17% impervious)
b. Hydraulic length modification factor - omit (no channel improve-
ment made)
C. 03 = 126 x 1.08 = 136 cfs
(6) Adjust pear discharge for avg. watershed slope
a. Adjustment factor !or watershed slope = 1.07
(Table 8.03d; 50/ avg. slope)
b. 04 = 136 x 1.07 = 146 cfs
(7)Adjust peak discharge for surface pending
a. Adjustment factor for surface ponding = 0.68 (Table 8.03e;
ratio 20:1: center of watershed; 10-yi )
b. OP 1e,24 = 146 x 0.68 = 99 cfs at design point_
8.03.9

El
Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A
B
C
p
Land Use/Cover
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
p❑or condition
fib
79
86
89
lair condition
49
69
79
84
good condition
39
61
74
80
Meadow
good condition
30
58
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
66
77
83
Good stand - good cover
25
70
77
Open spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75%
or more of the area
39
61
74
8a
fair condition:
grass cover on 50
to 75% of the area
49
69
79
84
Commercial and business
89
92
(JjD
95
areas (85% impervious)
Industrial districts
(72% Impervious)
81
88
91
93
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
90
92
114 acre 38
61
75
83
87
1 /3 acre 30
57
72
81
86
112 acre 25
54
70
80
85
1 acre 20
51
68
79
84
2 acre 15
47
66
77
81
Paved parking lots, roofs,
driveways, etc.
98
98
98
98
Streets and roads
paved with curbs and
storm sewers
98
98
98
98
gravel
76
85
89
91
did
72
82
87
89
Newly graded area
81
89
93
95
Residential: Development underway and no vegetation
Lot sizes of 114 acre
88
93
95
97
Lot sizes of 1/2 acre
85
91
94
96
Lot sizes of 1 acre
82
90
93
95
Lot sizes of 2 acres
81
89
92
94
'Curve numbers are computed assuming the runoff from the house and driveway is directed toward the street.
source; USDA-SCS
8.03-10 ut�v t2I93

IS
2-year i day precipitaEion (inches)
Sul• In Alll"
0 75 50 75 100
RAINFALL DATA MAP
3 3.5 3.5 s.5
O I }r,. . �•�wr....�!.�l
to 3
4 j l
1 ..r 1 ru arr
rrr °° I n...�, Ifo '� ` •� ; tars ro. nII v, �.•l• •,ri
II '•rnrrr'�
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�rr�...,r
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• _—��^• � N` r� CC � •[ ; { 1 �f •[sue"
5 �•� a 3.5 I
3,5
ur•.n.. •r.sn. f tr�nr. anal , � s..+nnr. . �T.{
�_ � or.s�a•• C
t ge[wa n�ro[ 1
4

6"
7
7 6
—1r
25-year 1 day precipitation (inches)
Sc.l. in Wl"
D zS so 79 too
RAINFALL DATA MAP
6
S S.5 �6 5.5 6 6.5 _
-T
L 7, .00OF
en
John
c' � �.� 4• f d .n5k '
�� ' � D••F f `� �_ � � f � `' LE DQECOYIE� v
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6 __ D
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rr
* � e sr•IcK
7

Appendices
b. Determine runoff depth (in inches) from the curve number and rainfall
depth
using Table
8.03c.
Table 8.03c
Runoff Depth
Rainfall
Curve
Number
{CN)'
(inches)
60
65
70
75
80
85
90
95
1.0
0.00
0.00
0.00
0.03
0.08
0.17
0.32
0.56
1.2
0.00
0.00
0.03
0.07
0.15
0.28
0.46
0.74
1.4
0.00
0.02
0.06
0.13
0.24
0.39
0.61
0.92
1.6
0.01
0.05
0.11
0.20
0.34
0.52
0.76
1.11
1.8
0.03
0.09
0,17
0.29
0.44
0.65
0.93
1.30
2.0
0.06
0.14
0.24
0.38
0.56
0.80
1.09
1.48
' V
2,5
0.17
0.30
0.46
0,65
0.89
1.18
1.53
1.97
3.0
0.33
0.51
0.72
0.96
1.26
1.59
1.98
2.44
Z . 1 ) kj(��S
4.0
0.76
1.03
1.33
1.67
2.04
2.46
2.92
3.42
5,0
1.30
1.65
2.04
2.45
2.89
3.37
3.88
4.41
01
1.92
2.35
2.80
3.28
3.78
4.31
4.85
5.40
0
2.60
3.10
3.62
4.15
4,69
5.26
5.82
6,40
8.0
3.33
3.90
4.47
5.04
5.62
&22
6.81
7.39
9.0
4.10
4.72
5.34
5.95
6.57
7.19
7.79
8.39
10.0
4.90
5.57
6.23
6.86
T52
8.16
8.78
9.39
11.0
5.72
6.44
7.13
7.82
8.48
9.14
9.77
10.39
12.0
6.56
7,32
8.05
8,76
9.45
10.12
10.76
11.39
To obtain
runoff depths
for CN's and tither rainfall amounts not
shown
in this table, use
an arithmetic interpolation.
The volume of runoff from the site can be calculated by multiplying the
area of the site by the runoff depth.
Step 4. Determine the peak rate of runoff for the design storm by adjusting for
watershed shape as follows:
a. Determine an "equivalent drainage area" from the hydraulic length of the
watershed using Figure 8.03n. Hydraulic Iength is the length of the flow
path from the most remote point in the watershed to thepoint of discharge.
b. Determine the discharge Ws/inch of runoff) for the equivalent drainage
area from Figure 8.03o through 8.03q:
Figure 8.03o - for average watershed slopes 0-3%
Figure 8.03p - for average watershed slopes 3-7%
Figure 8,03q - for average watershed slopes 8-50%
Calculate the peak discharge, Qt, of the equivalent watershed by mutu-
plying equivalent watershed area by runoff from Tablc 8_03c in Step 3b.
8.03.17

20000
/ 25-6,
w 10000
w
U.
W 5000
z
w
a
U_ 2000
0
z
z 1000
w
L=HY+R +
anDRAINAGE AREA, ACRES
MINEE,,fl
_MEN
M1��
IMMIMEN
_MEN11111MMEN,,111Pr-
■■un���
■■n
50010 - - 20 50 100 200
DRAINAGE AREA, ACRES
Figure 8.03n Hydraulic length and drainage area relationship.
500 1Sbo 2000
c. Compute peak discharge, Q2, by III LIIdpkying the "equivalent watershed"
peak discharge, ❑t, by the ratio of the actual drainage area to the equiv-
alent drainage area:
❑2 _ Ct x (actual drainage area)
(equiv. drainage area)
Step S. Adjust peak discharge to account for impervious area and channel
improvements (modifiers hydraulic length shown in Figure 8.03r).
a. Use the top graph in Figure 8.03r to determine the peak factor for imper-
vious area in the watershed (Factor Imp).
b. Use the bottom graph in Figure 8.03r to determine lie peal: factor based
upon the percentage of hydraulic length that has been modified (i.e.,
deepened, widened, 4incd, etc.) to increase channel capacity (Factor HL-m).
c. Adjust peak discharge. 02, from step 4 by multiplying by [lie two peak:
factors.
03 mod. = 02 x (Factor imp) x (FaGtOr HLM)
8.03.18

Appendices
PEAK RATES OF °
DISCHARGE FOR c
SMALL WATERSHEDS
ON A FLAT SLOPE,
24-HOUR STORM,
TYPE H u
DISTRIBUTION
n
c
u
I 2 5 10 20 50 100 200 500 2000
DRAINAGE ❑REA, ACRES
Figure 8.63o Discharge vs equivalent drainage area for average watershed slopes 0 - 3%.
PEAK RATES OF
DISCHARGE FOR
SMALL WATERSHEDS
ON A MODERATE
SLOPE, 24-14OUR
STORM, TYPE i i
DISTRIBUTION
e 50 100 200 500 2000
AQEA, ACRES
Figure 8.03p Discharge vs equivalent drainage area for aver.,90 %vatorshad 3 - 8%-
8.03.19

El
PEAK RATES OF
DISCHARGE FOR
SMALL WATERSHEDS
ON A STEEP SLOPE,
24-HOUR STORM,
TYPE II
DISTRIBUTION
1000
500
200
w
z
rr 100
k
0
z
z 50
V)
k
U
2
I
STEEP SLOPES
ABOVE 8%
2 5 10 20 50 100 200 500 2000
DRAINAGE AREA, ACRES
Figure 8.03q Discharge vs equivalent drainage area for average watershed slopes 8 - 50 % .
SM i to

Appendices
o
50
QLd
1.0
O
50
1.2 IA 1.6 1.8
Peak Factor
Peak Discharge Adjustment Factor for impervious Area
0L--7
1.0
1 2 14 1,5 1.8
Peak Factor
Peak Discharge Adjustment Factor for Hydraulic
Length Modificafion
Flgwe 8.03r Peak discharge adlus!m�anl laclors (sourc4 USDA--SCS)
8.03-1 ]

El
Step 6. Adjust the peak discharge based on the average watershed slope (Table
8.d3d).
Enter Table 8.03d with the average percentage of slope and acreage of the
watershed, and read the appropriate slope adjustment factor (interpolate where
necessary). Adjust the peak discharge by multiplying by the slope adjustment
factor.
❑a = 03 x Slope factor
Step 7. Adjust the peak discharge for ponding and swampy areas in the
watershed (Table 8.03e).
Peal: flow determined from the previous steps is based on uniform surface flow
in ditches, drains, and streams. Where significant ponding areas occur in the
watershed, make a reduction in the peak runoff value. Table 8.03e provides
adjustment factors based on the ratio of the ponding and swampy areas to the
total watershed area for a range of storm frequencies.
To use Table 8.03c, first calcuIate the ratio of drainage area to ponded area,
dc:ermine generally where the ponded areas occur in the watershed (at the
design point, spread throughout the watershed, or located only in upper reaches),
then select the adjustment factor for the appropriate design storm.
Adjustthe peak discharge by multiplying ❑a by the adjustment factor for surface
ponding:
❑peak= ❑a x factor for surface ponding
5.U3,??

Appendices
Table 8.03d
Slope Adjustment Factors
Slope
10
20
50
100
200
(percent)
acres
acres
acres
acres
acres
Flat 0.1
0.49
0.47
0.44
0.43
0.42
0.2
0.61
0.59
0.56
0.55
0.54
0.3
0.69
0.67
0.65
0.64
0.63
0.4
0.76
0.74
0.72
0.71
0.70
0.5
0.82
0.80
0.78
0.77
0.77
0.7
0.90
0.89
0.88
0.87
0.87
1.0
1.00
1.00
1.00
1.00
1.00
1.5
1.13
1.14
1.14
1.15
1.16
Moderate 3
0.93
0.92
0.91
0.90
0.90
4
1.00
1.00
1.00
1.00
1.00
5
1,04
1.05
1.07
1.08
1.08
6
1.07
1.10
1.12
1.14
1.15
7
1.09
1.13
1.18
1.21
1.22
Steep 8
0.92
0.88
0.84
0.81
0.80
9
0.94
0.90
0.86
0.84
0.83
10
0.96
0.92
0.88
0.87
0.86
11
0.96
0.94
0.91
0.90
0.89
12
0.97
0,95
0.93
0.92
0.91
13
0.97
0,97
0.95
❑.94
0.94
14
0.98
0,98
0.97
0.96
0,96
15
0.99
0,99
0.99
0.98
0.98
16
1.00
1,00
1.00
1.00
1.00
20
1.03
1,04
1.05
1,06
1.07
25
1.06
1.08
1.12
1.14
1.15
30
1.09
1.11
1.14
1.17
1.20
40
1.12
1,16
1.20
1.24
1.29
50
1.17
1.21
1.25
1.29
1.34
source: USDA-SCS

0
Table 8.03e
Adjustment Factors for Ponding and Swampy Areas
Adjustment factors where ponding and swampy areas occur at the design point.
Ratio of drainage Percentage of
area to ponding
ponding and
Storm frequency
[years]
and swampy area
swampy area
-
5 10
25
50
�110
500
0.2
0.92
0.94
0.95
0.96
0.97
0.98
200
.5
.86
.87
.88
.90
.92
.93
100
1.0
.80
.81
.83
.85
.87
.89
50
2.0
.74
.75
.76
.79
.82
.86
40
2.5
.69
.70
.72
.75
.78
.82
30
3.3
.64
.65
.67
.71
.75
.78
20
5.0
.59
.61
.63
.67
.71
.75
15
6,7
.57
.58
.60
.64
.67
.71
10
10.0
.53
.54
.56
.60
.63
.68
5
20.0
.48
.49
.51
.55
.59
.64
Adjustment factors where ponding and swampy areas are spread throughout the
watershed or occur in central parts of the watershed.
Ratio of drainage Percentage of
area to ponding
ponding and
Storm
frequency
(years)
and swampy area
swampy area
2
5
10
Z5
50
NO
500
0.2
0.94
0.95
0.96
0.97
0.98
0.99
200
.5
.88
.89
.90
.91
.92
.94
100
1.0
.83
.84
.86
.87
.88
.90
50
2.0
.78
.79
.81
.83
.85
.87
40
2.5
.73
.74
.76
.78
.81
.84
30
3.3
.69
.70
.71
.74
.77
.81
20
5.0
.65
.66
.68
.72
.75
.78
15
6.7
.62
.63
.65
.69
.72
.75
10
10.0
.58
.59
.61
.65
,fib
.71
5
20.0
.53
.54
.56
.60
.63
.68
4
25.0
.50
.51
.53
.57
.61
.66
Adiustment factors where ponding and swampy areas are located only in upper
reaches of the watershed.
Ratio of drainage
Percentage of
area to ponding
ponding and
Storm
frequency
(years)
and swampy area
swampy area
2
5
10
25
50
100
500
0.2
0.96
0.97
0.98
0.98
0.99
0.99
200
.5
.93
.94
.94
.95
.96
.97
100
1.0
.90
.91
.92
.93
.94
.95
50
2.0
.87
.88
.88
.90
.91
.93
40
2.5
.85
.85
.86
.88
.89
.91
30
3.3
.82
83
.84
.86
.98
.89
20
5.0
.80
.81
.82
.84
.86
.88
15
6.7
.78
.79
.80
.82
.84
.86
10
10.0
.77
.77
.78
.80
.82
.84
5
20.0
.74
.75
.76
.78
.80
.82

140
10.000
lea
2,o00
156
6,000
5,000
144
4,000
132
3.000
120'
2,000
los
t
4
dl
Exhibit 12
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3901

SCS Peak Discharge Method
The peak discharge method of calculating runoff was developed by the USDA
Soil Conservation Service and is contained in SCS Technical Release No. 55
(TR-55) entitled Urban Hydrology for Small Watersheds, Second Ed.; June
1986. This method of runoff calculation yields a total runoff volume as well as
a peak discharge. Use of the SCS method is illustrated in Sample Problem 8.03b
and in Chapter 7, Sample Erosion and Sedimentation Control Plan,
Step 1. Measure the drainage area (in acres); the hydraulic length (distance
from most remote point to design point, in feet); and the average slope (percent)
of the watershed.
Step 2. Calculate a curve number, CN, for the drainage area.
The curve number, CN, is an empirical value, which establishes a relationship
between rainfall and runoff based upon characteristics of the drainage area.
Table 8.03b contains GN values for different land uses, cover conditions, and
hydrologic soil groups. Hydrologic group assignments for most common soils
in North Carolina are given in Appendix 8.01. If the soil name is not known,
judge [lie soils based on the group description bclow:
Soil Group A —Represents soil having a low runoff potential due to high
infiltration rates. These soils consist primarily of deep, well -drained sands
and gravels.
• Soil Group B—Represents soils having a moderately low runoff potential
due to moderate infiltration rates. These soils cons"tst primarily of moder-
ately deep to deep, moderately well -drained to well -drained soils with
moderately fine to moderately coarse textures.
Soil Group C—Represents soils having a moderately high runoff poten-
tial due to slow infiltration rates. These soils consist primarily of soils in
which a layer exists near the surface that impedes the downward move-
ment of water, or soils with moderately fine to fine texture.
- Soil Group D—Represents soils having a high runoff potential due to
very slow infiltration rates. Thescsoils consist primarily of soilswitlt high
water tables, soils with a clay pan or clay layer at or near the surface, and
shallow soils over nearly impervious parent material.
If the watershed is homogeneous (i.e., uniConn land use and soils) the CN value
can be determined directly from Table 8.03b. Curve numbers for nonhomogene-
ous watersheds may be determined by dividing the watershed into homogeneous
subareas and computing a weighted average.
Step 3. Select design storm and dctenni nc runoff depth and volume for erosion
and scadiment control using; the 10-yr, 24-hr storm.
a. Detcrniilie rrinfali amount, in inches, from Figures 8.03h through 8.03m
for t he selected design stonn. (The do -sign stone is based nn an SCS Typc
11, 24-hr rainI"-dI disIrit,u(ion .)
8.03.9 Its%% 12W3

Appendices
Sample Problem 8.03b
Determination of peak runoff
rate using the SCS method.
Given:
Location: Raleigh, N.C.
Land use by soil group:
Commercial area; soil group B 8 acres
Newly graded area: soil group C 20 acres
Wooded land: (good stand —good ground cover)
soil group B 12 acres
Total area 40 acres
Avg. watershed slope: 5
Ratio of drainage area to ponded area (2 acres wooded,
ponded area near center of watershed) 20:1
Hydraulic length: 2,000 It
% hydraulic length modified: none
% impervious area: (8 acres commercial, 85% impervious) 17%
Find:
Peak rate of runcif for the 10-yr frequency, 24-hr storm - ❑p tiff, 24
Solution:
(1) D►ainage area
hydraulic length
average slope
40 acres (given)
2,000 ft
5%
(2) Calculate average curve number (CN) usingTable8.03b.
% drainage area x ON
Commercial area 20% x 92 = 1840
Newly graded area 50% x 93 = 4650
Wooded land 3T/o x 55 = 1650
100% 6140
CN 8140 = 81.4 Use 82
100
(3) Determine runoff depth
a. Rainfall amount for 10-yr, 24-hr storm; Raleigh, NC = 5.6 inches
(Figure 8.03j)
b. Runoff depth = 3.63 inches (Table 8.03c by double interpolation)
(4) Determine peak rate of runoff for the design storm by adjusting for
watershed shape.
a. Equivalent drainage area = 46 acres (Figure 8.03n; hydraulic
length = 2,000 ft)
b. 0, = 40 cfs/inch x 3.63 inches = 145 cis (Figure 8.03p; 3°J to 80%
slope; CN = 82)
c.02=145x40=126cfs
46
(5)Adjust peak discharge rate Q2 for percent impervious area and
percent hydraulic length modified
a. Impervious factor = 1.08 (Figure 8.03r ; 17% impervious)
b. Hydraulic length modification factor - omit (no channel improve-
ment made)
c. 03 = 126 x 1.08 = 136 cfs
(6)Adjust peak discharge for avg. watershed slope
a. Adjustment factor for watershed slope = 1.07
(Table 8.03d; 5% avg, slope)
b. 04 = 136 x 1.07 = 146 cfs
(7) Adjust peak discharge for surface ponding
a. Adjustment factor for surface ponding = 0,68 [Taal-, 8.03e:
ratio 20:1 : center at waft P slier;; i 0-yi)
h. ❑p 10,24 = 146 x 0.68 = 99 cfs at design point.
8.03.9

O
Table 8.03b
Runoff Curve Numbers (CN)
Hydrologic Soil Group
A
H
C
D
Land Use/Cover
Cultivated land
without conservation
72
81
88
91
with conservation
62
71
78
81
Pasture land
poor condition
66
79
86
89
fair condition
49
69
79
84
good condition
39
61
74
80
Meadow
goad condition
30
56
71
78
Wood or forest land
Thin stand - poor cover, no mulch
45
77
83
Good stand - good cover
25
55
70
77
Olen spaces, lawns, parks, golf courses, cemeteries, etc.
good condition:
grass cover on 75%
or more of the area
39
61
74
80
fair condition:
grass cover on 50
to 75% of the area
49
69
79
84
Commercial and business
areas (85% impervious)
89
92
94
95
Industrial districts
(72% impervious)
81
88
91
93
Residential:' Development completed and vegetation established
Average lot size Average % Impervious
1/8 acre or less 65
77
85
90
92
1 /4 acre 38
61
75
83
87
113 acre 30
57
72
81
86
112 acre 25
54
70
80
85
1 acre 20
51
68
79
84
2 acre 15
47
66
77
81
Paved parking tots, roofs,
driveways, etc.
98
98
98
98
Streets and roads
paved with curbs and
storm sewers
98
98
98
98
gravel
76
85
89
91
dirt
72
82
87
89
Newly graded area
81
89
Q
95
Residential: Development underway and no vegetation
Lot sizes of 114 acre
88
93
95
97
Lot sizes of 112 acre
85
91
94
96
Lot sizes of 1 acre
82
90
93
95
Lot sizes of 2 acres
81
89
92
94
'Curve numbers are computed assuming the runoff lrom the house and driveway is directed toward the street.
source: USDA-SCS
8.03.111
Rey'. 12'9;

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tD
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RAINFALL DATA MAP
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RAINFALL DATA MAP
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Amendices
Table 8.03c
Runoff Depth
b. Determine runoff depth (in inches) from the curve number and rainfall
depth using Table 8.03c.
Rainfall
Curve Humber (CN)'
(inches)
60
65
70
75
So
85
90
95
1.0
0.00
0.00
0.00
0.03
0.08
0.17
0.32
0.56
1.2
0.00
0.00
0.03
0.07
0.15
0.28
0.46
0.74
1,4
0.00
0.02
0.06
0.13
0.24
0.39
0.61
0.92
1.6
0.01
0.05
0.11
0.20
0.34
0.52
0.76
1.11
1.8
0.03
0.09
0.17
0.29
0.44
0.65
0.93
1.30
2.0
0.06
0.14
0.24
0.38
0.56
0.80
1.09
1.48
2.5
0.17
0.30
0.46
0,65
0.89
1.18
1.53
1.97
3.0
0.33
0.51
0.72
0.96
1.25
1.59
1.98
2.44
4.0
0.76
1.03
1.33
1.67
2.04
2.46
2.92
3.42
5.0
1.30
1.65
2.04
2.45
2.89
3.37
3.88
4.41
6.0
1.92
2.35
2.80
3.28
3.78
4.31
4.85
5.40
7.0
2.60
3.10
3.62
4.15
4.69
5.26
5.82
6.40
8.0
3.33
3,90
4.47
5.04
5.62
6,22
6.81
7.39
M
4.10
4.72
5.34
5.95
6.57
7.19
7.79
8.39
10.0
4.90
5.57
6,23
6.88
7.52
8.16
8.78
9,39
11.0
5.72
6.44
7.13
7.82
8.48
9.14
9.77
10.39
12,0
6.56
7.32
6.05
8.76
9.45
10.12
10.76
11.39
To obtain
runoff depths
for CN's and other rainfall
amounts not shown
in this table, use an arithmetic interpolation.
The volume of runoff from the site can be calculated by multiplying the
area of the site by the runoff depth.
Step 4. Determine the peak rate of runoff for the design storm by adjusting for
watershed shape as follows:
a. Determine an "equivalent drainage area" from the hydraulic length of the
watershed using Figure 8.03n. Hydraulic length is the length of the flow
path from the most remote point in the watershed to thepoint of discharge.
b. Determine the discharge (cfslinch of runoff] for the equivalent drainage
area from Figure 8.03o through 8,03q:
Figure 8.03o - for average watershed slopes 0-3%
Figure 8,03p - for average watershed slopes 3-7%
Figure &03q - for average watershed slopes 8-50%
Calculate the peak dischargc, Qt, oC titc cquivalcm watershed by multi-
plying equivalent waLershed area by runoff from Table 8.03c in Step 3b.
8-03, t 7

' { a
20000
F 10000
LIJ
U-
5000
w
a
U- 2000
z
z 1000
500
10
LE209a WHEREI-
- ►
a::DRAINAGE AREA, ACRES
�
1�
■�
1111.�■■■�III1�
�
■�
�!
ii
I
I i■■111111
��
20 50 90100 200 500 2000
DRAINAGE AREA, ACRES
Figure 8.03n Hydra uiic length and drainage area relationship.
c. Compute peak discharge, 02, by multiplying the "equivalent watershed"
peak discharge, Qi, by the ratio of the actual drainage area to the equiv-
alent drainage area: '
(actual drainage area)
02 = ❑i x (equiv. drainage area)
Step 5. Adjust peak discharge to account for impervious area and channel
improvements (modified hydraulic length shown in Figure 8.03r).
a. Use the top graph in Figure 8.03r to determine the peak factor for imper-
vious area in the watershed (Factor Imp).
b. Use the bottom graph in Figure 8.03r to determine the peak factor based
upon the percentage of hydraulic length that has been modified (ix-
deepcned, widencd, lined, etc.) to increase channel capacity (Factor IjL m).
c. Adjust peak discharge, 02, from step 4 by muitiplying by the two peak
factors.
03 mad. = Q2 X (Factor imp) X (Factor HLM)
X.t1 AS

Appendices
u
c
z
PEAK RATES OF a
DISCHARGE FOR LL
SMALL WATERSHEDS r
ON A FLAT SLOPE, u
24-HOUR STORM, 2
TYPE II w
DISTR18UTION U
4i
c�
a
r
V
d
I 2 5 10 20 50 IOC 200
DRAINAGE AREA, ACRES
Figure 8.03o Discharge vs equivalent drainage area for average watershed slopes 0 - 3%.
1000
500
MODERATE SLOPES
3 % TO 8%
k200
0
z
PEAK RATES OF
IOO
DISCHARGE FOR
SMALL WATERSHEDS o
ON A MODERATE
SLOPE, 24-HOUR
z 50
STORM, TYPE II
Lnn
DISTRIBUTION
w
20
V
N
10
Y
5
2
500 2000
tmmrgm � ■ as
lI •=-
2 2:` 50 fIxi 200
:,Ralr;ar,E r,KE ACRES
Figure 8.03p Discharge vs equiv2k,nt dTZ141age area for average watershed 3 - 8%.

13
PEAK RATES OF
DISCHARGE FOR
SMALL WATERSHEDS
ON A STEEP SLOPE,
24-HOUR STORM,
TYPE II
DISTRIBUTION
500
200
w
z
D
Q:10❑
k
0
T
z 50
V7
It
0
w
20
a
x
MAN
I
STEEP SLOPES
ABOVE 8 I
2 5 10 20 50 100 200 500 2000
DRAINAGE AREA, ACRES
Figure 8.03q Discharge vs equivalent drainage area for average watershed slopes 8 - So Io.
S-03._0

Appendices
0
m
50
li
KOR
50
1.2 1.4 1.0 1.8
Peak Factor
Peak Discharge Adjustment Factor for Impervious Area
1.0
1.2 1.4 iL 1.8
Peak Factor
Peak Discharge Adjustment Factor for Hydraialic
Length Modification
Figure 8.43r Peak discharge adjustment factors (source: USr) A—SGS).
S.U3.2 1

El
Step 6. Adjust the peak discharge based on the average watershed slope (Table
8.03d).
Enter Table 8.03d with the average percentage of slope and acreage of the
watershed, and read the appropriate slope adjustment factor (interpolate where
necessary). Adjust the peak discharge by multiplying by the slope adjustment
factor.
04 = 03 x Slope factor
Step 7. Adjust the peak discharge for ponding and swampy areas in the
watershed (Table 8.03e).
Peak flow determined from the previous steps is based on uniform surface flow
in ditches, drains, and streams. Where significant ponding areas occur in the
watershed, make a reduction in the peak runoff value. Table 8.03e provides
adjustment factors based on the ratio of the ponding and swampy areas to the
total watershed area for a range of storm frequencies.
To use Table 8.03c, first calculate the ratio of drainage area to ponded area,
determine generally where the ponded areas occur in die Natershed (at the
design point, spread throughout the watershed, or located only in upperreaches),
then select the adjustment factor for the appropriate design storm.
Adjustthepeak discharge by multiplying 04 by the adjustment factor for surface
ponding:
Opeak= 04 x factorfor surface ponding
I .,O .22

1
Appendices
Table 8.03d
Slope Adjustment Factors
Slope
10
20
50
100
200
(percent)
acres
acres
acres
acres
acres
Flat 0.1
0.49
0.47
❑.44
0.43
0.42
0.2
0.61
0.59
❑.56
0.55
0.54
0.3
0.69
0.67
0.65
0.64
0.63
❑.4
0.76
0.74
0.72
0.71
0.70
0.5
0.82
0.80
0.78
0.77
0.77
0.7
0.90
0.89
0.88
0.87
❑.87
1.0
1.00
1.00
1.00
1.0❑
1.00
1.5
1.13
1.14
1.14
1.15
1.16
Moderate 3
0.93
❑.92
0.91
0.90
0.90
4
1.00
1.00
1.00
1.00
1.00
5
1.04
1.05
1.07
1.08
1.08
6
1.07
1.10
1.12
1.14
1.15
7
1.09
1.13
1.18
1.21
1.22
Steep 8
0.92
0.88
0.84
0.81
0.80
9
0,94
0.90
0.86
0.84
0.83
10
0.96
0.92
0.88
0.87
0.86
11
0.96
0.94
0.91
0.90
0.89
12
0.97
0.95
0,93
0,92
0.91
13
0.97
0.97
0.95
0.94
0.94
14
0.98
0.98
0.97
0.96
0.96
15
0.99
0.99
0.99
0.98
0.98
16
1,00
1.00
1.00
1.00
1.00
20
1.03
1.04
1.05
1,06
1.07
25
1.06
1.08
1.12
1.14
1.15
30
1.09
1.11
1.14
1.17
1.20
40
1.12
1.16
1.20
1.24
1.29
50
1.17
1.21
1.25
1.29
1.34
source: USDA-SCS
8.03.23

Table 8.03e
Adjustment ractors for Ponding and Swampy Areas
Adjustment factors
where ponding and
swampy
areas
occur
at the
design
point.
Ratio of drainage
Percentage of
area to ponding
ponding and
Storm frequent
ears
.and swampy area
swampy area
2
5
10
2
1 0
500
0.2
0.92
0.94
0.95
0.96
0.97
0.98
200
.5
_86
.87
.88
.90
.92
.93
100
1.0
.80
.81
.83
.85
.87
.89
50
2.0
.74
.75
.76
.79
.82
.86
40
2.5
.69
.70
.72
.75
.78
.82
30
3.3
.64
.65
.67
.71
.75
.78
20
5.0
.59
.61
.63
.67
.71
.75
15
6.7
.57
.58
.60
.64
.67
.71
10
10.0
.53
.54
.56
.60
.63
.58
5
20.0
.48
.49
.51
.55
.59
.64
Adjustment factors
where ponding and
swampy
areas
are spread throughout
the
watershed or occur
in central parts of the watershed.
Ratio of drainage
Percentage of
area to ponding
ponding and
Storm frequency
(years)
and swampy area
swam2X area
2
5
1D
Zb
5G
100
500
0.2
0.94
0.95
0.96
0.97
0.98
0.99
200
.5
.88
.89
.90
.91
.92
.94
100
1.0
.83
.84
.86
.87
.88
.90
50
2.0
.78
.79
.81
.83
.85
.87
40
2.5
.73
.74
.76
.78
.81
.84
30
3.3
.69
.70
.71
.74
.77
.81
20
5.0
.65
.66
.68
.72
.75
.78
15
6.7
.62
.63
.65
.69
.72
.75
10
10.0
.58
.59
.61
_65
.68
.71
5
20.0
.53
.54
.56
.60
.63
.68
4
25.0
.50
.51
.53
.57
.61
.66
Adjustment factors
where ponding and
swampy
areas
are located
only in
upper
reaches of the watershed.
Ratio of drainage
Percentage of
area to ponding
ponding and
Storm
frequency
(years)
and swampy area
swampy area
2
5
10
25
50
100
500
0.2
0.96
0.97
0.98
0.98
0.99
0.99
200
.5
.93
.94
.94
.95
.96
.97
100
1.0
.90
.91
.92
.93
.94
.95
50
2.0
.87
.88
.88
.90
.91
.93
40
2.5
.85
.85
.86
.88
.89
.91
30
3.3
.82
.83
.84
.86
.88
.89
20
5.0
_80
.81
_82
.84
_86
.88
15
6.7
_78
.79
.80
.82
.84
.86
10
10.0
.77
.77
.78
.80
.82
.84
5
20.0
.74
.75
.76
.78
.80
.82
R.03.Z4

Exhibit 12
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2.2.3 HELP Model
96021.6 Pcrmii 10 COnStMV Phase ! CH 0811 MI

******************************************************************************
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.04 (10 APRIL 1995) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
PRECIPITATION DATA FILE: C:\HELP3\ALBEMARE.D4
TEMPERATURE DATA FILE: C:\HELP3\ALBEMARE.D7
SOLAR RADIATION DATA FILE: C:\HELP3\ALBEMARE.D13
EVAPOTRANSPIRATION DATA: c:\help3\ALBEMARE.D11
SOIL AND DESIGN DATA FILE: C:\HELP3\OPEN4.D1D
OUTPUT DATA FILE: C:\HELP3\ALBEMAR4.OUT
TIME: 18: 2 DATE: 6/ 4/1997
TITLE: Landfill w/ 4 ft. of solid waste 1st. year
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 7
THICKNESS - 12.00 INCHES
POROSITY = 0.473❑ VOL/VOL
FIELD CAPACITY = 0.2220 VOL/VOL
WILTING POINT = 0.1040 VOL/VOL
INITIAL SOIL WATER CONTENT - 0.2081 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.520000001000E-03 CM/SEC
NOTE: 100.00 PERCENT OF THE DRAINAGE COLLECTED FROM LAYER # 4
IS RECIRCULATED INTO THIS LAYER.
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.63
FOR ROOT CHANNELS IN TOP HALF ❑F EVAPORATIVE ZONE.

LAYER 2
TYPE I - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 48.00 INCHES
POROSITY - 0.6710 VOL/VOL
FIEL❑ CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3307 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 0.100000005000E-02 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 7
THICKNESS = 36.00 INCHES
POROSITY = 0.4730 VOL/VOL
FIELD CAPACITY = 0.2220 VOL/VOL
WILTING POINT - 0.1040 VOL/VOL
INITIAL SOIL WATER CONTENT - 0.2562 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 0.520000001000E-03 CM/SEC
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 34
THICKNESS = 0.24 INCHES
POROSITY - 0.8500 VOL/VOL
FIELD CAPACITY = 0.0100 VOL/VOL
WILTING POINT = 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0114 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 33.0000000000 CM/SEC
SLOPE = 5.00 PERCENT
DRAINAGE LENGTH = 300.0 FEET
NOTE: 100.00 PERCENT OF THE DRAINAGE COLLECTED FROM THIS
LAYER IS RECIRCULATED INTO LAYER # 1.
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS = 0.06 INCHES
POROSITY - 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL

WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. 0.199999996000E-12 CM/SEC
FML PINHOLE DENSITY - 0.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 0.00 HOLES/ACRE
FML PLACEMENT QUALITY = 3 - GOOD
LAYER 6
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS - 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY - 0.4180 VOL/VOL
WILTING POINT - 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
------------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE # 7 WITH BARE
GROUND CONDITIONS. A SURFACE SLOPE OF 1.o AND
A SLOPE LENGTH ❑F 200. FEET.
SCS RUNOFF CURVE NUMBER -
88.30
FRACTION ❑F AREA ALLOWING RUNOFF =
0.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
20.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
4.770
INCHES
UPPER LIMIT ❑F EVAPORATIVE STORAGE =
11.044
INCHES
LOWER LIMIT ❑F EVAPORATIVE STORAGE =
1.664
INCHES
INITIAL SNOW WATER -
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
37.846
INCHES
TOTAL INITIAL WATER =
37.846
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION LATITUDE - 35.20 DEGREES
MAXIMUM LEAF AREA INDEX = 2.50
START OF GROWING SEASON (JULIAN DATE) = 83
END OF GROWING SEASON (JULIAN DATE) - 312
EVAPORATIVE ZONE DEPTH - 20.0 INCHES

AVERAGE
ANNUAL WIND
SPEED
=
7.50
MPH
AVERAGE
1ST
QUARTER
RELATIVE
HUMIDITY -
64.00
0
AVERAGE
2ND
QUARTER
RELATIVE
HUMIDITY -
67.00
AVERAGE
3RD
QUARTER
RELATIVE
HUMIDITY =
74.00
0
AVERAGE
4TH
QUARTER
RELATIVE
HUMIDITY =
70.00
0
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH
CAROLINA
NORMAL
MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL FEE/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
3.74 3.85
4.74
3.53
4.07
4.12
4.96 4.56
4.36
3.06
2.86
3.49
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE
(DEGREES
FAHRENHEIT)
JAN/JUL FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
40.90 43.50
50.90
60.40
67.60 74.00
77.60 76.80
71.00
60.10
50.90 42.80
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.20 DEGREES
ANNUAL TOTALS FOR YEAR 1
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
PRECIPITATION 43.33 157287.953 100.00
RUNOFF 0.000 0.000 0.00
EVAPOTRANSPIRATION
RECIRCULATION INTO LAYER I
DRAINAGE COLLECTED FROM LAYER 4
RECIRCULATION FROM LAYER 4
PERC./LEAFAGE THROUGH LAYER 6
AVG. HEAD ON TOP OF LAYER 5
40.971
148723.766
94.56
30.074389
109170.031
69.41
0.0000
0.000
0.00
30.074389
109170.031
69.41
0.000002
0.008
0.00
0.0027

CHANGE IN WATER STORAGE
2.372
8609.798
5.47
SOIL WATER AT START OF YEAR
37.846
137379.437
SOIL WATER AT END OF YEAR
40.217
145989.234
SNOW WATER AT START OF YEAR
0.000
0.000
0.00
SNOW WATER AT END OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE
-0.0126
-45.621
-0.03
******************************x***********************************************
AVERAGE MONTHLY
-------------------------------------------------------------------------------
VALUES IN
INCHES FOR YEARS
1 THROUGH I
JAN/Ji3L
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
PRECIPITATION
-------------
TOTALS
2.20
4.35
4.98
1.37
2.68
6.04
4.31
3.89
3.24
4.56
0.08
5.63
STD. DEVIATIONS
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
RUNOFF
--TOTALS
0.000
0.000
0.000
0.000
0.000
0.000
0.00c
0.000
0.000
0.000
0.000
0.000
STD. DEVIATIONS
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
EVAPOTRANSPIRATION
-TOTALS-f-----T
1.709
2.097
3.184
2.611
4.873
6.865
6.782
3.903
2.733
3.313
1.660
1.241
STD. DEVIATIONS
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
LATERAL DRAINAGE RECIRCULATED INTO LAYER
1
-------------------
TOTALS
2.0310
1.8565
4.7444
5.6664
5.1080
3.2524
2.1097
0.8638
0.8695
1.0025
2.0347
0.5354
STD. DEVIATIONS
0.0004
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
LATERAL DRAINAGE COLLECTED
FROM
LAYER 4

----------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
LATERAL DRAINAGE RECIRCULATED FROM LAYER
4
-------------------------------------------
TOTALS
2.0310
1.8565
4.7444
5.6664
5.1080
3.2524
2.1097
0.8638
0.8695
1.0025
2.0347
0.5354
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
PERCOLATION/LEAKAGE
THROUGH LAYER
6
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
----------------------------------------------__---------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
----------------------------------------____-------------------------------------
DAILY AVERAGE HEAD ON TOP OF LAYER
5
-------------------------------------
AVERAGES 0.0021
0.0021
0.0049
0.0061
0.0053
0.0035
0.0022
0.0009
0.0009
0.0010
0.0022
0.0006
STD. DEVIATIONS 0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
1
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
43.33 (
0.000)
157288.0
100-00
RUNOFF
0.000 {
0.0000)
0.00
0.000
EVAPOTRANSPIRATION
40.971
0.0000)
148723.77
94.555
DRAINAGE RECIRCULATED
30.07439
0.00000)
109170.031
69.40775
INTO LAYER 1
LATERAL DRAINAGE COLLECTED 0.00000 ( 0.00000) 0.000 0.00000
FROM LAYER 4
DRAINAGE RECIRCULATED 30.07439 ( 0.00000) 109170.031 69.40775

FROM LAYER 4 1
PERCOLATION/LEAKAGE THROUGH 0.00000 0.00000) 0.008 0.00000
LAYER 6
AVERAGE HEAD ON TOP 0.003 { 0.000)
OF LAYER 5
CHANGE IN WATER STORAGE 2.372 0.0000) 8609.80 5.474

*****************************************************************************
PEAK DAILY VALUES FOR YEARS 1 THROUGH 1
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION 2.03 7368.900
RUNOFF 0.000 0.0000
DRAINAGE RECIRCULATED INTO LAYER 1 0.36479 1324.18188
DRAINAGE COLLECTED FROM LAYER 4 0.00000 0.00000
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00002
AVERAGE HEAD ON TOP OF LAYER 5 0.012
MAXIMUM HEAD ON TOP OF LAYER 5 1.026
SNOW WATER 0.32 1162.7433
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.3572
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1650
*** MAXIMUM HEADS ARE COMPUTED USING THE MOUND EQUATION. ***

FINAL WATER STORAGE AT END OF YEAR 1
----------------------------------------------------------------------
LAYER (INCHES) (VOL/VOL)
1 2.5883 0.2157
2 15.9338 0.3320
3 11.4449 0.3179
4 0.0024 0.0100
5 0.0000 0.0000
6 10.2480 0.4270
SNOW WATER 0.000

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OIL

*****************************************************************************
**
**
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.04 (10 APRIL 1995) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: C:\HELP3\ALBEMARE.D4
TEMPERATURE DATA FILE: C:`HELP3\ALBEMARE.D7
SOLAR RADIATION DATA FILE: C:\HELP3\ALBEMARE.DI3
EVAPOTRANSPIRATION DATA: C:\help3\ALBEMARE.Dll
SOIL AND DESIGN DATA FILE: C:\HELP3\OPEN8.D10
OUTPUT DATA FILE: C:\HELP3\ALBEMAR8.OUT
TIME: 18: 0 DATE: 6/ 4/1997
******************************************************************************
TITLE: Landfill w/ 8 ft. of solid waste 2nd year
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 10
THICKNESS = 12.00 INCHES
POROSITY = 0.3980 VOL/VOL
FIELD CAPACITY = 0.2440 VOL/VOL
WILTING POINT = 0.13G0 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2259 VOL/VOL
EFFECTIVE SAT. HYD. COED. = 0.119999997000E-03 CM/SEC
NOTE: 100.00 PERCENT OF THE DRAINAGE COLLECTED FROM LAYER ## 4
IS RECIRCULATED INTO THIS LAYER.
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.63
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS - 96.00 INCHES
POROSITY - 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT - 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.3183 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 0.100000005000E-02 CM/SEC
LAYER 3
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 21
THICKNESS = 36.00 INCHES
POROSITY = 0.3970 VOL/VOL
FIELD CAPACITY = 0.0320 VOL/VOL
WILTING POINT = 0.0130 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0619 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.300000012000
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 34
THICKNESS - 0.24 INCHES
POROSITY = 0.8500 VOL/VOL
FIELD CAPACITY - 0.0100 VOL/VOL
WILTING POINT - 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT 0.0100 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 33.0000000000
SLOPE - 5.00 PERCENT
DRAINAGE LENGTH - 300.0 FEET
CM/SEC
CM/SEC
NOTE: 100.00 PERCENT OF THE DRAINAGE COLLECTED FROM THIS
LAYER IS RECIRCULATED INTO LAYER ## 1.
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS - 0.06 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY - 0.0000 VOL/VOL

WILTING POINT - 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT - 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.199999995000E-12 CM/SEC
FML PINHOLE DENSITY = 0.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 0.00 HOLES/ACRE
FML PLACEMENT QUALITY = 3 - GOOD
LAYER 6
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS = 24,00 INCHES
POROSITY - 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT - 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT - 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #10 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 1.o AND
A SLOPE LENGTH OF 200. FEET.
SCS RUNOFF CURVE NUMBER -
93.90
FRACTION OF AREA ALLOWING RUNOFF
0.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH =
20.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE -
4.995
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
10.144
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
2.248
INCHES
INITIAL SNOW WATER -
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS -
45.743
INCHES
TOTAL INITIAL WATER
45.743
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION LATITUDE = 35.20 DEGREES
MAXIMUM LEAF AREA INDEX - 2.50
START OF GROWING SEASON (JULIAN DATE) - 83
END OF GROWING SEASON (JULIAN DATE) = 312
EVAPORATIVE ZONE DEPTH = 20.0 INCHES

AVERAGE
ANNUAL WIND
SPEED
=
7.50
MPH
AVERAGE
1ST
QUARTER
RELATIVE
HUMIDITY =
64.00
AVERAGE
2ND
QUARTER
RELATIVE
HUMIDITY -
67.00
%
AVERAGE
3RD
QUARTER
RELATIVE
HUMIDITY -
74.00
g
AVERAGE
4TH
QUARTER
RELATIVE
HUMIDITY -
70.00
°s
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH
CAROLINA
NORMAL
MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
3.74 3.85
4.74
3.53
4.07
4.12
4.96 4.56
4.36
3.06
2.86
3.49
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE
(DEGREES
FAHRENHEIT)
JAN/JUL FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
40.90 43.50
50.90
60.40
67.60 74.00
77.60 76.80
71.00
60.10
50.90 42.80
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.20 DEGREES
-------------------------------------------------------------------------------
ANNUAL TOTALS
FOR YEAR 1
INCHES
CU. FEET
PERCENT
PRECIPITATION
43.33
157287.953
100.00
RUNOFF
0.000
0.000
0.00
EVAPOTRANSPIRATION
40.976
148742.641
94.57
RECIRCULATION INTO
LAYER 1
32.632683
118456.641
75.31
DRAINAGE COLLECTED
FROM LAYER 4
0.0000
0.000
0.00
RECIRCULATION FROM
LAYER 4
32.632683
118456.641
75.31
PERC./LEAKAGE THROUGH LAYER 6
0.000002
0.008
0.00
AVG. HEAD ON TOP OF
LAYER 5
0.0029

CHANGE IN WATER STORAGE
2.295
8331.480
5.30
SOIL WATER AT START ❑F YEAR
45.743
166046.078
SOIL WATER AT END ❑F YEAR
48.038
174377.562
SNOW WATER AT START OF YEAR
0.❑00
0.000
0.00
SNOW WATER AT END OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE
0.0589
213.823
0.14
ANNUAL TOTALS
FOR YEAR 2
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
50.26
182443.766
100.00
RUNOFF
0.000
0.000
0.00
EVAPOTRANSPIRATION
41.287
149871.672
82.1.5
RECIRCULATION INTO LAYER 1
175.742035
637943.562
349.67
DRAINAGE COLLECTED FROM LAYER 4
0.0000
0.000
0.00
RECIRCULATION FROM LAYER 4
175.742035
637943.562
349.67
PERC./LEAKAGE THROUGH LAYER 6
0.000002
0.009
0.00
AVG. HEAD ON TOP OF LAYER 5
0.0154
CHANGE IN WATER STORAGE
8.287
30082.096
16.49
SOIL WATER AT START OF YEAR
48.038
174377.562
SOIL WATER AT END OF YEAR
56.325
204459.656
SNOW WATER AT START OF YEAR
0.000
0.000
0.00
SNOW WATER AT END OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE 0.6859 2489.994 1.36

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 2
------------------------------------------------------------------------------
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
PRECIPITATION
TOTALS 3.53
3.54
5.37
2.84
5.64
6.18
5.00
2.11
2.54
5.82
0.62
3.60
STD. DEVIATIONS 1.88
1.14
0.56
2.09
4.19
0.19
0.98
2.52
0.99
1.78
0.76
2.87
TOTALS 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
STD. DEVIATIONS 0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
0.000
EVAPOTRANSPIRATION
TOTALS
1.542
2.003
3.131
3.457
5.349
6.648
7.113
3.673
2.187
3.357
1.607
1.067
STD. DEVIATIONS
0.246
0.140
0.083
1.194
0.753
0.340
0.468
0.320
0.790
0.048
0.076
0.247
LATERAL DRAINAGE RECIRCULATED INTO
LAYER
1
-------------------------------------------
TOTALS
4.5068
4.8567
7.7753
9.5969
12.5455
11.1475
11.4696
6.6810
5.9004
8.8830
10.3088
10.5159
STD. DEVIATIONS
2.5677
3.5675
5.9022
5.8017
10.7592
10.8059
12.1251
8.5722
5.8021
10.9804
11.0926
13.2169
LATERAL DRAINAGE COLLECTED FROM LAYER
4
------------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
LATERAL DRAINAGE RECIRCULATED FROM LAYER
4
-------------------------------------------
TOTALS
4.5068
4.8567
7.7753
9.5969
12.5455
11.1475
11.4696
6.6810
5.9004
8.8830
10.3088
10.5159
STD. DEVIATIONS
2.5677
3.5675
5.9022
5.8017
10.7592
10.8059
12.1251
8.5722
5.8021
10.9804
11.0926
13.2169
PERCOLATTON/LEAKAGE
THROUGH LAYER
6
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.❑000

0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
-------------------------------------------------------------------------------
AVERAGES OF MONTHLY
-------------------------------------------------------------------------------
AVERAGED
DAILY HEADS (INCHES)
DAILY AVERAGE HEAD ON TOP ❑F LAYER 5
-------------------------------------
AVERAGES 0.0047
0.0056
0.0081
0.0103
0.0130
0.01191
0.0119
0.0069
0.0063
0.0092
0.0110
0.0109
STD. DEVIATIONS 0.0027
0.0041
0.0061
0.0062
0.0112
0.0116
0.0126
0.0089
0.0062
0.0114
0.0119
0.0137
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH 2
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
46.80 4.900)
169865.9
100.00
RUNOFF
0.000 ( 0.0000)
0.00
0.000
EVAPOTRANSPIRATION
41.131. ( 0.2198)
149307.16
87.897
DRAINAGE RECIRCULATED
104.18736 (101.19359)
378200.125
222.64635
INTO LAYER 1
LATERAL DRAINAGE COLLECTED
FROM LAYER 4
DRAINAGE RECIRCULATED
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
LAYER 6
0.00000 ( 0.00000)
104.18736 (101.19359)
0.00000 ( 0.00000)
0.000 0.00000
378200.125 222.64635
0.009 0.00001
AVERAGE HEAD ON TOP 0.009 ( 0.009)
OF LAYER 5
CHANGE IN WATER STORAGE 5.291 4.2369) 19206.79 11.307

PEAK DAILY VALUES FOR YEARS 1 THROUGH 2
------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION 2.19 7949.700
RUNOFF 0.000 0.0000
DRAINAGE RECIRCULATED INTO LAYER 1 1.28095 4649.86084
DRAINAGE COLLECTED FROM LAYER 4 0.00000 0.00000
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00002
AVERAGE HEAD ON TOP OF LAYER 5 0.041
MAXIMUM HEAD ON TOP OF LAYER 5 1.923
SNOW WATER 1.88 6806.5303
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER (VOL/VOL)
0.3977
0.2046
*** MAXIMUM HEADS ARE COMPUTED USING THE MOUND EQUATION. ***
******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 2
LAYER
(INCHES)
(VOL/VOL)
-----
1
--------
3.7594
---------
0.3133
2
38.3887
0.3999
3
3.9051
0.1085
4
0.0238
0.0991
5
0.0000
0.0000
5
10.2480
0.4270
SNOW WATER
0.000

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******************************************************************************
** **
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **
** HELP MODEL VERSION 3.04 (10 APRIL 1995) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **i
** **
******************************************************************************
PRECIPITATION DATA FILE: C:\HELP3\ALBEMAPE.D4
TEMPERATURE DATA FILE: C:\HELP3\ALBEMARE.D7
SOLAR RADIATION DATA FILE: C:\HELP3\ALBEMARE.D13
EVAPOTRANSPIRATION DATA: C:\he1p3\ALBEMARE.D11
SOIL AND DESIGN DATA FILE: C:\HELP3\OPEN-C.D10
OUTPUT DATA FILE: C:\HELP3\ALBEMARC.OUT
TIME: 17:39 DATE: 6/ 4/1997
TITLE: Landfill prior to capping lst 5 years
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 10
THICKNESS - 12.00 INCHES
POROSITY = 0.3980 VOL/VOL
FIELD CAPACITY - 0.2440 VOL/VOL
WILTING POINT = 0.1360 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2273 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.119999997000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.63
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 600.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2937 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000005000E-02
LAYER 3
TYPE I - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE I\ -'UMBER 7
THICKNESS = 36.00 INCHES
POROSITY - 0.4730 VOL/VOL
FIELD CAPACITY = 0.2220 VOL/VOL
WILTING POINT - 0.1040 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2220 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 0.520000001000E-03
LAYER 4
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 34
THICKNESS - 0.24 INCHES
POROSITY = 0.8500 VOL/VOL
FIELD CAPACITY = 0.0100 VOL/VOL
WILTING POINT = 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0100 VOL/VOL
EFFECTIVE SAT. HYD. COND- = 33.0000000000
SLOPE = 5.00 PERCENT
DRAINAGE LENGTH 300.0 FEET
LAYER 5
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 35
THICKNESS
POROSITY
FIELD CAPACITY
WILTING POINT
INITIAL SOIL WATER CONTENT
EFFECTIVE SAT. HYD. COND.
FML PINHOLE DENSITY
CM/SEC
CM/SEC
0.06 INCHES
0.0000 VOL/VOL
0.0000 VOL/VOL
= 0.0000 VOL/VOL
0.0000 VOL/VOL
0.199999996000E-12 CM/SEC
0.00 HOLES/ACRE

FML INSTALLATION DEFECTS = 0.00
FML PLACEMENT QUALITY = 3 - GOOD
LAYER 6
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
HOLES/ACRE
THICKNESS = 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY = 0.4180 VOL/VOL
WILTING POINT = 0.3670 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 0.100000001000E-06 CM/SEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE #10 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 25.o AND
A SLOPE LENGTH OF 400. FEET.
SCS RUNOFF CURVE NUMBER =
94.10
FRACTION OF AREA ALLOWING RUNOFF =
50.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH -
20.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE -
5.012
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
10.144
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
2.248
INCHES
INITIAL SNOW WATER =
0.000
INCHES
INITIAL WATER IN LAYER MATERIALS =
197.208
INCHES
TOTAL INITIAL WATER =
197.208
INCHES
TOTAL SUBSURFACE INFLOW =
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION
LATITUDE
= 35.20
DEGREES
MAXIMUM
LEAF AREA INDEX
= 2.50
START OF
GROWING SEASON (JULIAN DATE)
= 83
END OF GROWING
SEASON (JULIAN DATE)
= 312
EVAPORATIVE
ZONE DEPTH
= 20.0
INCHES
AVERAGE
ANNUAL WIND SPEED
- 7.50
MPH
AVERAGE
1ST QUARTER RELATIVE HUMIDITY
- 64.00
°s
AVERAGE
2ND QUARTER RELATIVE HUMIDITY
= 67.00
0
AVERAGE
3RD QUARTER RELATIVE HUMIDITY
= 74.00
a

AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 70.00 %
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH
CAROLINA
NORMAL
MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
3.74 3.85
4.74
3.53
4.07
4.12
4.96 4.56
4.36
3.06
2.86
3.49
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH CAROLINA
NORMAL MEAN
MONTHLY TEMPERATURE
(DEGREES
FAHRENHEIT)
JAN/JUL FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV JUN/DEC
40.90 43.50
50.90
60.40
67.60 74.00
77.60 75.80
71.00
60.10
50.90 42.80
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.20 DEGREES
ANNUAL TOTALS FOR YEAR 1
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
PRECIPITATION 43.33 157287.953 100.00
RUNOFF 3.561 12926.890 8.22
EVAPOTRANSPIRATION 34.935 126815.125 80.63
DRAINAGE COLLECTED FROM LAYER 4
PERC./LEAKAGE THROUGH LAYER 6
AVG. HEAD ON TOP OF LAYER 5
CHANGE IN WATER STORAGE
SOIL WATER AT START OF YEAR
SOIL WATER AT END OF YEAR
SNOW WATER AT START OF YEAR
4.8396 17567.734 11.17
0.000001 0.005 0.00
0.0004
-0.006-21.823 -0.01
197.208 715863.500
197.202 715841.687
0.000 0.000 0.00

SNOW WATER AT END OF YEAR 0.000 0.000 0.00
ANNUAL WATER BUDGET BALANCE 0.0000 0.021 0.00
ANNUAL
------------------------------------------------------------------------------
TOTALS FOR YEAR 2
INCHES
CU. FEET
PERCENT
PRECIPITATION
50.26
182443.766
100.00
RUNOFF
5.995
21760.697
11.93
EVAPOTRANSPIRATION
35.740
129735.391
71.11
DRAINAGE COLLECTED FROM LAYER
4 9.9819
36234.184
19.86
PERC./LEAKAGE THROUGH LAYER 6
0.000002
0.007
0.00
AVG. HEAD ON TOP OF LAYER 5
0.0009
CHANGE IN WATER STORAGE
-1.456
-5287.085
-2.90
SOIL WATER AT START OF YEAR
197.202
715841.687
SOIL WATER AT END OF YEAR
195.745
710554.625
SNOW WATER AT START OF YEAR
0.000
0.000
0.00
SNOW WATER AT END OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE
0.0002
0.574
0.00
ANNUAL TOTALS
FOR YEAR 3
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
--------
53.72
----------
195003.594
-------
100.00
RUNOFF
6.560
23811.480
12.21
EVAPOTRANSPIRATION
34.060
123638.914
63.40
DRAINAGE COLLECTED FROM LAYER 4
11.4315
41496.277
21.28
PERC./LEAKAGE THROUGH LAYER 6
0.000002
0.008
0.00

AVG. HEAD ON TOP ❑F LAYER 5
0.0010
CHANGE IN WATER STORAGE
1.669
6056.808
3:11
SOIL WATER AT START ❑F YEAR
195.745
710554.625
SOIL WATER AT END OF YEAR
197.155
715672.375
SNOW WATER AT START ❑F YEAR
0.000
0.000
0.00
SNOW WATER AT END OF YEAR
0.259
939.048
0.48
ANNUAL WATER BUDGET BALANCE
0.0000
0.105
0.00
ANNUAL TOTALS
-------------------------------------------------------------------------------
FOR YEAR 4
INCHES
CU. FEET
PERCENT
PRECIPITATION
40.18
145853.422
100.00
RUNOFF
3.339
12120.736
8.31
EVAPOTRANSPIRATION
32.758
118912.852
81.53
DRAINAGE COLLECTED FROM LAYER 4
4.4986
16329.811
11.20
PERC./LEAKAGE THROUGH LAYER 6
0.000001
0.005
0.00
AVG. HEAD ON TOP OF LAYER 5
0.0004
CHANGE IN WATER STORAGE
-0.416
-1510.002
-1.04
SOIL WATER AT START OF YEAR
197.155
715672.375
SOIL WATER AT END OF YEAR
196.998
715101.437
SNOW WATER AT START OF YEAR
0.259
939.048
0.64
SNOW WATER AT END OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE
0.0000
0.012
0.00
ANNUAL TOTALS FOR YEAR 5
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT

PRECIPITATION
--------
50.44
----------
183097.187
-------
100.00
RUNOFF
6.637
24093.293
13.16
EVAPOTRANSPIRATION
35.033
127169.195
69.45
DRAINAGE COLLECTED FROM LAYER 4
6.3360
22999.830
12.56
PERC./LEAKAGE THROUGH LAYER 6
0.000002
0.007
0.00
AVG. HEAD ON TOP OF LAYER 5
0.0006
CHANGE IN WATER STORAGE
2.434
8834.942
4.83
SOIL WATER AT START OF YEAR
196.998
715101.437
SOIL WATER AT END OF YEAR
199.432
723936.375
SNOW WATER AT START OF YEAR
0.000
0.000
0.00
SNOW WATER AT END OF YEAR
❑.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE
0.0000
-0.090
0.00
----AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 5
PRECIPITATION
-------------
TOTALS
STD. DEVIATIONS
RUNOFF
TOTALS
STD. DEVIATIONS
EVAPOTRANSPIRATION
------------------
TOTALS
JAN/JUL FEE/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
3.30
3.83
5.01
3.12
4.34
5.32
4.89
4.44
4.03
4.28
1.67
3.35
2.36
1.69
1.50
1.97
2.69
1.31
1.73
3.53
1.46
2.26
1.40
1.76
0.426
0.328
0.590
0.191
0.526
0.516
0.383
0.498
0.636
0.617
0.098
0.409
0.484
0.241
0.424
❑.205
0.648
0.173
0.273
0.619
0.360
0.520
0.126
0.380
1.483 1.915 3.025 3.443 4.680 3.917
5.282 2.727 2.406 2.954 1.638 1.035

STD. DEVIATIONS
0.143
0.160
0.100
1.447
1.491
0.736
LATERAL DRAINAGE COLLECTED FROM
LAYER 4
----------------------------------------
TOTALS
0.2036
0.4740
1.0031
0.5230
0.2074
0.1152
STD. DEVIATIONS
0.2014
0.2718
0.7777
0.4572
0.1877
0.1117
PERCOLATION/LEAKAGE
THROUGH LAYER 6
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.732
1.591
1.243
0.265
0.198
0.141
1.6525
0.9617
0.9036
0.4571
0.4317
0.4847
1.0606
0.4276
0.7434
0.6753
0.5608
0.5772
r rrrr
r rrrr
� rrrr
r rrrr
AVERAGES ❑F MONTHLY AVERAGED DAILY HEADS (INCHES)
--------------------------------------------------------------------------------
DAILY AVERAGE HEAD ON TOP OF LAYER
5
-------------------------------------
AVERAGES 0.0002
0.0005
0.0010
0.0018
0.0010
0.0010
0.0005
0.0002
0.0001
0.0005
0.0005
0.0005
STD. DEVIATIONS 0.0002
0.0003
0.0008
0.0011
0.0004
0.0008
0.0005
0.0002
0.0001
0.0007
0.0006
0.0006
AVERAGE ANNUAL TOTALS &
-------------------------------------------------------------------------------
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
5
INCHES
CU_ FEET
PERCENT
PRECIPITATION
47.59
5.610)
172737.2
100.00
RUNOFF
5.218
1.6350)
18942.62
10.966
EVAPOTRANSPIRATION
34.505
1.1442)
125254.30
72.511
LATERAL DRAINAGE COLLECTED
7.41751 {
3.12343)
26925.564
15.58759
FROM LAYER 4
PERCOLATION/LEAKAGE THROUGH
0.00000
0.00000)
0.006
0.00000
LAYER 6
AVERAGE HEAD ON TOP
0.001 {
0.000)
OF LAYER 5
CHANGE IN WATER STORAGE
0.445
1.5822)
1614.57
0.935

PEAK DAILY VALUES FOR YEARS I THROUGH 5
-------------------------------------------------------------------------
(INCHES) (CU. FT.)
PRECIPITATION 2.71 9837.300
RUNOFF 0.752 2729.3721
DRAINAGE COLLECTED FROM LAYER 4 0.15380 558.29211
PERCOLATION/LEAKAGE THROUGH LAYER 6 0.000000 0.00002
AVERAGE HEAD ON TOP OF LAYER 5 0.005
MAXIMUM HEAD ON TOP ❑F LAYER 5 0.668
SNOW WATER 2.30 8350.1436
MAXIMUM VEG. SOIL WATER (VOL/VOL) 0.3479
MINIMUM VEG. SOIL WATER (VOL/VOL) 0.1124
*** MAXIMUM HEADS ARE COMPUTED USING THE MOUND EQUATION. ***
******************************************************************************

FINAL WATER STORAGE AT END ❑F YEAR 5
LAYER
(INCHES)
(VOL/VOL)
1
2.7984
0.2332
2
176.8402
0.2947
3
9.5423
0.2651
4
0.0026
0.0108
5
0.0000
0.0000
6
10.2480
0.4270
SNOW WATER
0.000

l
i
** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **�
** HELP MODEL VERSION 3.04 (10 APRIL 1995) **
** DEVELOPED BY ENVIRONMENTAL LABORATORY **
** USAE WATERWAYS EXPERIMENT STATION **
** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **
** **
******************************************************************************
******************************************************************************
PRECIPITATION DATA FILE: C:\HELP3\ALBEMARE.D4
TEMPERATURE DATA FILE: C:\HELP3\ALBEMARE.D7
SOLAR RADIATION DATA FILE: C:\HELP3\ALBEMARE.D13
EVAPOTRANSPIRATION DATA: C:\nelp3\ALBEMARE.D11
SOIL AND DESIGN DATA FILE: C:\HELP3\CLOSED.D10
OUTPUT DATA FILE: C:\HELP3\ALBEMAR2.OUT
TIME: 17:41 DATE: 6/ 4/1997
******************************************************************************
TITLE: CLOSED LANDFILL
******************************************************************************
NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERE
COMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.
LAYER 1
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 9
THICKNESS - 24.00 INCHES
POROSITY = 0.5010 VOL/VOL
FIELD CAPACITY = 0.2840 VOL/VOL
WILTING POINT = 0.1350 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2971 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 0.190000006000E-03 CM/SEC
NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 3.63
FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 34
THICKNESS =
0.24
INCHES
POROSITY =
0.8500
VOL/VOL
FIELD CAPACITY =
0.0100
VOL/VOL
WILTING POINT =
O.00SO
VOL/VOL
INITIAL SOIL WATER CONTENT =
0.0100
VOL/VOL
EFFECTIVE SAT. HYD. COND. =
33.0000000000 CM/SEC
SLOPE =
25.00
PERCENT
DRAINAGE LENGTH =
200.0
FEET
LAYER 3
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 36
THICKNESS = 0.04 INCHES
POROSITY = 0.0000 VOL/VOL
FIELD CAPACITY = 0.0000 VOL/VOL
WILTING POINT = 0.0000 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0000 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.399999993000E-12 CM/SEC
FML PINHOLE DENSITY - 1.00 HOLES/ACRE
FML INSTALLATION DEFECTS = 1.00 HOLES/ACRE
FML PLACEMENT QUALITY - 2 - EXCELLENT
LAYER 4
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 23
THICKNESS = 18.00 INCHES
POROSITY = 0.4610 VOL/VOL
FIELD CAPACITY = 0.3600 VOL/VOL
WILTING POINT = 0.2030 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4610 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.900000032000E-05
LAYER 5
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 10
THICKNESS - 12.00 INCHES
POROSITY = 0.3980 VOL/VOL
FIELD CAPACITY = 0.2440 VOL/VOL
WILTING POINT - 0.1360 VOL/VOL
CM/SEC

INITIAL SOIL WATER CONTENT = 0.2440 VOL/VOL
EFFECTIVE SAT. HYD. COND. - 0.119999997000E-03 CM/SEC
LAYER 6
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 18
THICKNESS = 600.00 INCHES
POROSITY = 0.6710 VOL/VOL
FIELD CAPACITY = 0.2920 VOL/VOL
WILTING POINT = 0.0770 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.2920 VOL/VOL
EFFECTIVE SAT. HYD. COND. - ❑.100000005000E-02
LAYER 7
TYPE 1 - VERTICAL PERCOLATION LAYER
MATERIAL TEXTURE NUMBER 7
THICKNESS = 36.00 INCHES
POROSITY = 0.4730 VOL/VOL
FIELD CAPACITY = 0.2220 VOL/VOL
WILTING POINT = 0.1040 VOL/VOL
INITIAL SOIL WATER CONTENT = ❑.2220 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.520000001000E-03
LAYER 8
TYPE 2 - LATERAL DRAINAGE LAYER
MATERIAL TEXTURE NUMBER 34
THICKNESS 0.24 INCHES
POROSITY - 0.8S00 VOL/VOL
FIELD CAPACITY = 0.0100 VOL/VOL
WILTING POINT = 0.0050 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.0100 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 33.0000000000
SLOPE = 5.00 PERCENT
DRAINAGE LENGTH = 300.0 FEET
LAYER 9
TYPE 4 - FLEXIBLE MEMBRANE LINER
MATERIAL TEXTURE NUMBER 3S
THICKNESS = ❑.❑6 INCHES
POROSITY 0.0000 VOL/VOL
CM/SEC
CM/SEC
CM/SEC

FIELD CAPACITY
WILTING POINT
INITIAL SOIL WATER CONTENT
EFFECTIVE SAT. HYD. COND.
FML PINHOLE DENSITY
FML INSTALLATION DEFECTS
FML PLACEMENT QUALITY
= 0.0000 VOL/VOL
= 0.0000 VOL/VOL
= 0.0000 VOL/VOL
0.199999995000E-12 CM/SEC
- 0.00 HOLES/ACRE
0.00 HOLES/ACRE
3 - GOOD
LAYER 10
TYPE 3 - BARRIER SOIL LINER
MATERIAL TEXTURE NUMBER 16
THICKNESS - 24.00 INCHES
POROSITY = 0.4270 VOL/VOL
FIELD CAPACITY - 0.4180 VOL/VOL
WILTING POINT = 0.3570 VOL/VOL
INITIAL SOIL WATER CONTENT = 0.4270 VOL/VOL
EFFECTIVE SAT. HYD. COND. = 0.100000001000E-05 CMISEC
GENERAL DESIGN AND EVAPORATIVE ZONE DATA
-----------------------------------------
NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULT
SOIL DATA BASE USING SOIL TEXTURE # 9 WITH BARE
GROUND CONDITIONS, A SURFACE SLOPE OF 2S.o AND
A SLOPE LENGTH OF 200. FEET.
SCS RUNOFF CURVE NUMBER -
92.40
FRACTION OF AREA ALLOWING RUNOFF =
100.0
PERCENT
AREA PROJECTED ON HORIZONTAL PLANE =
1.000
ACRES
EVAPORATIVE ZONE DEPTH -
20.0
INCHES
INITIAL WATER IN EVAPORATIVE ZONE =
5.770
INCHES
UPPER LIMIT OF EVAPORATIVE STORAGE =
10.020
INCHES
LOWER LIMIT OF EVAPORATIVE STORAGE =
2.700
INCHES
INITIAL SNOW WATER =
0.00❑
INCHES
INITIAL WATER IN LAYER MATERIALS =
211.800
INCHES
TOTAL INITIAL WATER -
211.800
INCHES
TOTAL SUBSURFACE INFLOW -
0.00
INCHES/YEAR
EVAPOTRANSPIRATION AND WEATHER DATA
-----------------------------------
NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROM
CHARLOTTE NORTH CAROLINA
STATION LATITUDE - 3S.20 DEGREES
MAXIMUM LEAF AREA INDEX = 2.50
START OF GROWING SEASON (JULIAN DATE) = 83
END OF GROWING SEASON (JULIAN DATE) - 312

EVAPORATIVE
ZONE DEPTH
= 20.0
INCHES
AVERAGE
ANNUAL WIND
SPEED
= 7.50
MPH
AVERAGE
1ST
QUARTER
RELATIVE
HUMIDITY
= 64.00
°s
AVERAGE
2ND
QUARTER
RELATIVE
HUMIDITY
= 67.00
°s
AVERAGE
3RD
QUARTER
RELATIVE
HUMIDITY
- 74.00
0
AVERAGE
4TH
QUARTER
RELATIVE
HUMIDITY
- 70.00
0
NOTE: PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR
CHARLOTTE
NORTH
CAROLINA
NORMAL
MEAN MONTHLY
PRECIPITATION
(INCHES)
JAN/JUL FEB/AUG
------- -------
MAR/SEP
-------
APR/OCT
-------
MAY/NOV
-------
JUN/DEC
--------
3.74 3.85
4.74
3.53
4.07
4.12
4.96 4.56
4.36
3.06
2.86
3.49
NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)
JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC
------------------------------------------
40.90 43.50 50.90 60.40 67.60 74.00
77.60 76.80 71.00 60.10 50.90 42.80
NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USING
COEFFICIENTS FOR CHARLOTTE NORTH CAROLINA
AND STATION LATITUDE = 35.20 DEGREES
ANNUAL TOTALS FOR YEAR 1
-------------------------------------------------------------------------------
INCHES CU. FEET PERCENT
-------- ---------- -------
PRECIPITATION 43.33 157287.953 100.00
RUNOFF 4.534 16458.158 10.46
EVAPOTRANSPIRATION 33.626 122064.039 77.61
DRAINAGE COLLECTED FROM LAYER 2
PERC./LEAKAGE THROUGH LAYER 4
AVG_ HEAD ON TOP OF LAYER 3
DRAINAGE COLLECTED FROM LAYER 8
5.1709 1.8770.303 11.93
0.000001 0.004 0.00
0.0001
0.0000 0.004 0.00

PERC./LEAKAGE THROUGH LAYER 10
AVG. HEAD ON TOP OF LAYER 9
CHANGE IN WATER STORAGE
SOIL WATER AT START OF YEAR
SOIL WATER AT END OF YEAR
SNOW WATER AT START OF YEAR
SNOW WATER AT END OF YEAR
ANNUAL WATER BUDGET BALANCE
0.000000
0.000
0.00
0.0000
-0.001
-4.708
0.00
211.800
768835.500
211.799
768830.812
0.000
0.000
0.00
0.000
0.000
0.00
0.0000
0.151
0.00
ANNUAL TOTALS
FOR YEAR 2
__-_------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
50.26
182443.766
100.00
RUNOFF
8.575
31126.014
17.06
EVAPOTRANSPIRATION
34.820
126397.359
69.28
DRAINAGE COLLECTED FROM LAYER 2
8.2805
30058.088
16.48
PERC./LEAKAGE THROUGH LAYER 4
0.000002
0.006
0.00
AVG. HEAD ON TOP ❑F LAYER 3
0.0001
DRAINAGE COLLECTED FROM LAYER 8
0.0000
0.006
0.00
PERC./LEAKAGE THROUGH LAYER 10
0.000000
0.000
0.00
AVG. HEAD ON TOP OF LAYER 9
0.0000
CHANGE IN WATER STORAGE
-1.415
-5138.143
-2.82
SOIL WATER AT START OF YEAR
211.799
768830.812
SOIL WATER AT END ❑F YEAR
210.384
763692.625
SNOW WATER AT START OF YEAR
0.000
0.000
0.00
SNOW WATER AT END OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE 0.0001 0.441 0.00

ANNUAL
TOTALS FOR YEAR 3
------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
--------
53.72
----------
19S003.594
-------
100.00
RUNOFF
9.427
34219.871
17.55
EVAPOTRANSPIRATION
33.551
121789.750
62.46
DRAINAGE COLLECTED FROM LAYER
2 9.5682
34732.691
17.81
PERC./LEAKAGE THROUGH LAYER 4
0.000002
0.007
0.00
AVG. HEAD ON TOP OF LAYER 3
0.0001
DRAINAGE COLLECTED FROM LAYER
8 0.0000
0.007
0.00
PERC./LEAKAGE THROUGH LAYER 10
0.000000
0.000
0.00
AVG. HEAD ON TOP ❑F LAYER 9
0.0000
CHANGE IN WATER STORAGE
1.174
4261.249
2.19
SOIL WATER AT START OF YEAR
210.384
763692.625
SOIL WATER AT END OF YEAR
211.299
767014.875
SNOW WATER AT START OF YEAR
0.000
0.000
0.00
SNOW WATER AT END ❑F YEAR
0.259
939.048
0.48
ANNUAL WATER BUDGET BALANCE
0.0000
0.020
0.00
ANNUAL TOTALS FOR YEAR 4
-------------------------------------------------------------------------------
INCHES CU_ FEET PERCENT
PRECIPITATION 40.18 1458S3.422 100.00
RUNOFF 4.540 16479.943 11.30
EVAPOTRANSPIRATION 32.011 116200.891 79.67
DRAINAGE COLLECTED FROM LAYER 2 3.2281 11718.138 8.03
PERC_/LEAKAGE THROUGH LAYER 4 0.000001 0.004 0.00
AVG. HEAD ON TOP OF LAYER 3 0.0000

DRAINAGE COLLECTED FROM LAYER 8
0.0000
0.004
0.00
PERC./LEAKAGE THROUGH LAYER 10
0.000000
0.000
0.00
AVG. HEAD ON TOP OF LAYER 9
0.0000
CHANGE IN WATER STORAGE
0.401
1454.383
1.00
SOIL WATER AT START ❑F YEAR
211.299
767014.875
SOIL WATER AT END ❑F YEAR
211.958
769408.312
SNOW WATER AT START OF YEAR
0.259
939.048
0.64
SNOW WATER AT EN❑ OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE
0.0000
0.055
0.00
INCHES
CU. FEET
PERCENT
PRECIPITATION
50.44
183097.187
100.00
RUNOFF
9.652
35038.457
19.14
EVAPOTRANSPIRATION
34.038
123558.336
67.48
DRAINAGE COLLECTED FROM LAYER 2
6.8570
24890.885
13.59
PERC./LEAKAGE THROUGH LAYER 4
0.000002
0.007
0.00
AVG. HEAD ON TOP OF LAYER 3
0.0001
DRAINAGE COLLECTED FROM LAYER 8
0.0000
0.007
0.00
PERC./LEAKAGE THROUGH LAYER 10
0.000000
0.000
0.00
AVG. HEAD ON TOP OF LAYER 9
0.0000
CHANGE IN WATER STORAGE
-0.108
-390.495
-0.21
SOIL WATER AT START OF YEAR
211.958
769408.312
SOIL WATER AT END OF YEAR
211.851
769017.812
SNOW WATER AT START OF YEAR
0.000
0.000
0.00
SNOW WATER AT END OF YEAR
0.000
0.000
0.00
ANNUAL WATER BUDGET BALANCE
0.0000
-0.009
0.00

AVERAGE MONTHLY
----------------------_----------------------------------------------------------
VALUES IN
INCHES FOR YEARS
1 THROUGH 5
JAN/JUL
FEB/AUG
MAR/SEP
APR/OCT
MAY/NOV
JUN/DEC
PRECIPITATION
-------------
TOTALS
3.30
3.83
5.01
3.12
4.34
5.32
4.89
4.44
4.03
4.28
1.67
3.35
STD. DEVIATIONS
2.36
1.69
1.50
1.97
2.69
1.31
1.73
3.53
1.46
2.26
1.40
1.76
RUNOFF
TOTALS
0.630
0.446
0.894
0.241
0.764
0.674
0.448
0.678
0.986
0.886
0.118
0.579
STD. DEVIATIONS
0.745
0.324
0.741
0.292
1.067
0.270
0.378
0.905
0.596
0.795
0.159
0.577
EVAPOTRANSPIRATION
------------------
TOTALS
1.365
1.829
2.928
3.384
4.707
3.815
5.124
2.706
2.349
2.848
1.579
0.975
STD. DEVIATIONS
0.218
0.215
0.091
0.679
1.594
1.193
1.337
1.446
0.750
0.343
0.231
0.182
LATERAL DRAINAGE COLLECTED FROM
LAYER 2
----------------------------------------
TOTALS
1.0475
1.3533
1.3206
0.5996
0.5284
0.0460
0.0321
0.0604
0.4309
0.4866
0.1999
0.5156
STD. DEVIATIONS
1.0376
1.7346
0.8462
0.7463
0.7140
0.0615
0.0121
0.1115
0.6243
0.5094
0.3238
0.6379
PERCOLATION/LEAKAGE THROUGH LAYER 4
------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
LATERAL DRAINAGE COLLECTED FROM
LAYER 8
----------------------------------------
TOTALS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000

0.0000 0.0000
PERCOLATION/LEAKAGE THROUGH LAYER 10
------------------------------------
TOTALS 0.0000 0.0000
0.0000 0.0000
STD. DEVIATIONS 0.0000 0.0000
0.0000 0.0000
0.0000 0.0000 0.0000 0.0000
0.0000
0.0000
0.0000
0.0000'
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
------------------------------------------------------------------------------
AVERAGES OF MONTHLY AVERAGED DAILY HEADS (INCHES)
-------------------------------------------------------------------------------
DAILY
-AVERAGE -HEAD
AVERAGES
-ON -TOP -OF -LAYER
0.0002
--3
0.0002
0.0002
0.0001
0.0001
0.0000
0.0000
0.0000
0.0001
0.0001
0.0000
0.0001
STD. DEVIATIONS
0.0002
0.0003
0.0001
0.0001
0.0001
0.0000
0.0000
0.0000
0.0001
0.0001
0.0000
0.0001
DAILY AVERAGE HEAD
ON TOP OF LAYER
9
-------------------------------------
AVERAGES
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
STD. DEVIATIONS
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
0.0000
AVERAGE ANNUAL TOTALS &
(STD. DEVIATIONS) FOR YEARS 1 THROUGH
5
-------------------------------------------------------------------------------
INCHES
CU. FEET
PERCENT
PRECIPITATION
-------------------
47.59
5.610)
-------------
172737.2
---------
100.00
RUNOFF
7.346 {
2.5953)
26664.49
15.436
EVAPOTRANSPIRATION
33.609 {
1.0256)
122002.07
70.629
LATERAL DRAINAGE COLLECTED
6.62094
2.50550)
24034.021
13.91364
FROM LAYER 2
PERCOLATION/LEAKAGE THROUGH
LAYER 4
AVERAGE HEAD ON TOP
OF LAYER 3
LATERAL DRAINAGE COLLECTED
FROM LAYER 8
0.00000 ( 0.00000)
0.000 ( 0.000)
0.00000 ( 0.00000)
0.006 0.00000
0.005 0.00000

PERCOLATION/LEAKAGE THROUGH
LAYER 10
AVERAGE HEAD ON TOP
OF LAYER 9
0.00000 ( 0.00000) 0.000 0.00000
0.000 ( 0.000)
CHANGE IN WATER STORAGE 0.010 ( 0.9425) 36.46 0.021

PEAK DAILY VALUES FOR YEARS
1 THROUGH
5
-------------------------------
(INCHES)
(CU. FT.)
PRECIPITATION
2.71
9837.300
RUNOFF
1.287
4670.3706
DRAINAGE COLLECTED
FROM LAYER 2
0.44437
1613.07751
PERCOLATION/LEAKAGE
THROUGH LAYER 4
0.000000
0.00010
AVERAGE HEAD ON TOP
❑F LAYER 3
0.002
MAXIMUM -HEAD ON TOP
OF LAYER 3
0.757
DRAINAGE COLLECTED
FROM LAYER 8
0.00000
0.00008
PERCOLATION/LEAKAGE THROUGH LAYER 10
AVERAGE HEAD ON TOP OF LAYER 9
MAXIMUM HEAD ON TOP OF LAYER 9
SNOW WATER
MAXIMUM VEG. SOIL WATER (VOL/VOL)
MINIMUM VEG. SOIL WATER 07OL/VOL)
0.000000 0.00000
0.000
1.722
2.30 8350.1436
0.3732
0.1350
*** MAXIMUM HEADS ARE COMPUTED USING THE MOUND EQUATION. ***
******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 5
LAYER
(INCHES)
(VOL/VOL)
1
7.1799
0.2992
2
0.0024
0.0100
3
0.0000
0.0000
4
8.2980
0.4610
5
2.9280
0.2440
6
175.2000
0.2920
7
7.9920
0.2220
8
0.0024
0.0100
9
0.0000
0.0000
10 10.2480 0.4270
SNOW WATER 0.000

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2.2.4 Leachate Collection System Design Calculations
Initial Calculations
25 yr. 24 hr. Storm = 7.2"
Lagoon storage capacity w12' freeboard = 950,000 gallons
Discharge pipe (Liner Penetration)= 8" pvc Pipe ? 2% slope
From the HELP MODEL there will be 8,564 W of leachate per acre/year. This
number is from HELP MODEL "Landfill w14' of Solid Waste 1st year." By
subtracting Evapotranspiration from the Precipitation in the "Average Annual Totals
&(STD. Deviations) For Years 1 Through L"
.-.64,060 gallons per acre/year. Total of 16.0 Acres. 1,024,960 gallons per year of
leachate generation.
3,458 gallons of leachate generation per day. Approximately every 11.1 Months the
leachate lagoon will reach its maximum capacity.
Maximum Flow Through 8" pipe @2% (Mannings Equation)
Q = 1.4861n (AR213s 112) n = 0.009
s = 0.02 fc/ft
Q = 1.4861.009(.3492)(.1667)213(,02)f r2 A= 0.3492 ft2
P— 2.0952 ft
Q = 2.4698 cfs = 1,108.43 gpm
Leachate Collection System Components
Flow into perforation of pipe
Vertical Flow through Rock Fill
Horizontal Flow through Rock Fil
wll .0' of Head
= 662,300 ft31yr.
= 9.42 gpm/ft.
= 441,500 0/ft/yr.
= 6.28 gpm/ft.
1 = 346,500 ft3lyr.
= 4.94 gpm
96o21 6 hermit to Construct Phase 1 CNS OVI5197 39

System Performance
Q25 = (5.4ac)(43560 sq.ft./ac)(7.2'712")(7.48 gallcu.ft.) = 1,055,685.3 gal./day
Q25 = 43,986.9 gal./hr.
Lagoon size = 950,000 gal.
.'. Lagoon will hold 25 yr. 24 hr. storm wl no garbage in 5.4 acres of exposed cell
wl no evaporation. The largest area with no garbage is Cell 1, 5.4 acres
Flow Through 8" pvc pipe A the penetration
Qpjr, = 1,108.45 gpm
= 1,596,168 gpd
Q25 = 1,055,685.3 gal./day
.'. Penetration pipe will adequately carry the 25 yr. 24 hr. storm.
Flow Through most restrictive component of the leachate collections stem
(Horizontal Flow Through Rock)
Qrock = 4.94 gpm
Q25 = 556.62 gpm
.'. The rock will act as a restrictive factor in the horizontal flow of leachate;
consequently, the flow will be passed to the pipe through the perforations. There
would only need to be 118 ft. of perforated pipe to carry the flow. There is several
100 ft. of perforated pipe in Cell 1.
Leachate Trench Capacity for flow into trench.
25 yr. 24 hr. storm = 7.2"
Assume no evaporation or soil retained water:
- everything is runoff
_ assume 7.2" rainfall in first hour of day.
16.0 acres lined x 43560 ft2lacres x 7.2"/12"
= 418,176 ft3 first hour x 7.48 gallft3 - 60 min.
= 52,133 gpm
90071.6 Permit to Construct Phut I M 08JI8/97 40

Vertical flow through Rock Fill = 441,500 ft3lftlyr.
= 6.28 gpm/ft.
What length of trench is required to allow the 25 yr. storm to flow through the rock
at the surface of the protective cover in 24 hours?
52,133 gpm. —: 6.28 gpm./ft = 8,301 ft
Total length of leachate trench = 13,770 ft.
.'. Length O.K.
Total length of leachate trench wl a flow rate of 6.28 gpm/ft = 13,770 x 6,28
= 86,476 gpm
For total system to collect the 25 yr. 24 hr. storm that fell in 1 hour:
431,244 ft3 x 7.48 ft31ga1= 86,476 gpm = 37.30 min.
Assume all water that falls on the site in one hour must go through a leachate trench
wl a pipe and a limit on the head of one foot. How long will it take to drain?
40 40 F
b 40' 40.
r 2
r = Radius, a = 1.0' Head
C = r - rCos40' + 2"
BC = r-rCos801 + 2"
C6 = 2.70" BC6 = 4.48"
C8 = 2.94" BCg = 5.31"
0.5" PERFOPATIONS
Head on the 40° perforation @ 1.0 overall head on liner:
(6") = 12"- 2.70" = 9.30"
(8") = 12" - 2.94" = 9.06"
%021.6 Parma ev Consnuu Phase I CHS M 18197 41

:. Head on the 80' perforation @ 1.0 overall head on liner:
(611) = 12"- 4.48" = 7.52"
(811) = 12" - 5.31"= 6.69"
Use the orifice equation to determine the flow into the holes wl 1.0' of head on the
liner.
Q = CAsgrt(2gh) where: C = 0.95 A = 0.0014ft2 g = 32.2 ft/sec. H = head (ft.)
Q=cfs
Q40°
Q6 = 0.95(0.0014)sgrt(2(32.2)((12-2.70)+12) = 0.0094 cfs
Q8 = 0.95(0.0014)sgrt(2(32.2)((12-2.94)=12) = 0.0093 cfs
Q80°
Q6 = 0.95(0.0014)sgrt(2(32.2)((12-4.48) :12) = 0.0084 cfs
Q8 = 0.95(0.0014)sgrt(2(32.2)((12-5.31):12) = 0.0080 cfs
Flow per foot of 6" leachate line:
4(0.0094) + 4(0.0084) _ .0712 cfs
Flow per foot of 8" leachate line:
4(0.0093) + 4(0.0080) _ .0692 cfs
Total leachate trench capacity:
7,590 L.F. of 6" Leachate Line @ 0.0712 cfs/ft.
Total flow capability of 6" line:
7,590 x .0712 = 540.41cfs = 242,534 gpm
Required 6" Line:86,476 (07120.48x60) = 2,706 L.F.
Provided 7,590 L.F. O.K.
6,180 L.F. of 8" Leachate Line @ 0.0692 cfs/ft.
Total flow capability of 8" line:
6,180 x .0692 = 427.66 cfs = 191,932 gpm
Required 8" Line: 86,476 : (06920.48x60) = 2,784 L.F.
Provided 6,180 L.F. O.K.
Perforations more than adequate to handle the total flow wl 1.0' of Head.
96021.E Pcrmit to CODS PJCl Phaw I CHS OUI R 77 i=

Leachate pipe separations are 50 ft. Assume the 25 yr. 24 hr. storm falls on a strip
50 ft. by I ft.
Total rainfall on strip = 50' x F x 7.2112 = 30 ft3
Assume this total falls in 1 hr.
.'. 30 f13 - 60 min./hr = .50 ft3/min. = 3.74 gpm
I ft. of 6" perforated line will drain 0.0712 cfs @ 1.0 ft. of head.
0.0712 cfs = 31.95 gpm Most extreme case 3.74 gpm.
Assume worst conditions:
7.211 rain on 19.7 acres in one hour and nothing is discharged from the landfill
until rain has stopped.
Volume of water retained = 7.2112x19.7x43,560
= 514,879 ft3
= 3,851,295 gallons
The most restrictive component in the system is the 8" sewer line which is
designed wl a slope of 10%. Consequently, the maximum water that can be
discharged is through this pipe.
Maximum Flow Through 8" pipe @ 10% (Mannings Equation)
Q = 1.4861n (AR's") n = 0.009
s = 0.02 ft/ft
Q = 1.486/.009(.3 492)(.1667)213(. 10) 111 A= 0.3492 ft'
P= 2.0952 ft
Q = 5.52 cfs = 2,477.35 gpm
Volume to Discharge = 3,225,706 gals.
3,225,706 2,477.35 = 1,302.08 min.
= 21.7 hours
However; 15.3 acres of the exposed Cells stormwater is directed out of the cell
thorough each Cells individual penetration. This leaves the remaining area to be
collected by the leachate collections system to be 4.4 acres,
.'. 4.4119.7 x 21.7 hours = 4.85 hours to discharge the entire storm that fell in one
hour
96021 6 Perrnut roCorrelrucl Phue I CKS OS/ 1W7 43

2.2.5 Strength of Pipe
Trench Installation
Given:
Z = 2'-2" Hf = 250' waste fill
Bd = 1'-6" wf = 60 pcf
Kµe = 0.19 w = 125 pcf
pipe diameter = 6"
Determine: Required pipe strength/SDR
Step 1 - Determine the maximum vertical pressures 6v (psf) acting on the top
of the pipe.
Z = 2.17 = 1.45 f = (wf)Hf = 254(60) = 15000 psf
Bd 1.50
Cps = e 2K}i•{7JBa) = 0.58
Cd = 1.
thenav = (w)(BdXCd) + (qf)(C�,$)
(125)(1.5)(1.1) + (15000)(0.58)
9906.25 psf = 61.85 psi = av max.
Step 2 - Select the appropriate modulus of passive soil resistance E' (psi). For
crushed rock bedding use 3000 psi.
% AID = DB6v(100)
[2E13 (DR-1)3] + 0.061 E'
Where: D 1 = 1.5
E = 130,000 (Modulus of Elasticity for HDPE)
K = 0.1 6v = 61.85 psi
E' = 3000 = the modulus of the soil reaction of gravel
B = Bedding Constant 0.1 for pipe embedded in gravel
DR = Dimension Ratio
DR = 17.00 (6"
SDR 17)
DR = 17.00 (8"
SDR17)
DR = 17.00 (10"
SDR 17)
W6 15 Prnnit 10 COf 3tMCt Phase I CHS 01911&97 44

2EJ3(DR-1)3= 21.16 psi (6" SDR 17)
= 21.16 psi (8" SDR 17)
= 21.16 psi (10" SDR l7)
% AID(6") = 1.5 0.1 61.85 100 = 927.75 = 3.76%
21.16+ 0.061 (3000) 246.48
(1.5)(0.1)(61.85)(100)= 927.75 _= 3.76%
21.16+ 0.061 (3000) 246.48
% AID(10") _ (1.5)(0.1)(61.85)(100)= 927.75 = 3.76%
21.16+ 0.061 (3000) 246.48
Maximum allowable safe deflection for flexible polyethylene pipe wl DR 17 is 4.2%
All SDR 17 pipe will work for depths 250 ft. or less.
Live Loads:
Design by wall crushing:
SA = ((SDR-1)12)PT
SA = Actual Compressive Stress, psi
SDR = Standard Dimension Ratio
PT = External Pressure, psi
SA = ((17-1)12)61.85 = 494.80
Compressive yield strength is 1500 psi, O.I.
Design. by Wall Suckling:
P,h = 0.8SQRT(E'xP°)
P,j, = Critical Buckling soil Pressure at top of pipe.
E' = Soil Modulus in PSI.
P, = Hydrostatic, Critical -Collapse Differential Pressure, psi
Pc = 2.32E1(SDR)3 = 2.32(100,000)1(17)3 = 47.22 psi
E = Stress and time dependent tensile modulus of elasticity, psi.
= 100,000 psi for polyethylene
Pce = 0.8SQRT(3000x47.22) = 301.11 psi < 1500 psi O.K.
9602i.6 Pcrmil to Conslruc� Phase l CHS ORAV97 45

2.2.6 Liner Calculations
Reference: Designing wl Geos nthetics Robert M. Koerner
Tauow = Fu + Ft. + 2Fat
Tallow = 6allaw t
hallow = the mobilized allowable geomembrane stress = 6ult-FS
FS = Factor of Safety
It = Geomernbrane Thickness
Fu = the friction force above geomembrane(assumed to be negligible, since the cover
soil probably moves along with the liner as it deforms)
q = the surcharge pressure = d,,yC,
dcs = the depth of cover soil
Yes = the unit weight of cover soil
8 = the friction angle between geomembrane and soil or geomembrane and drainage
net
LRo = length of runout
FAT = (6h)ave tan 5(dat)
6h = the average horizontal stress in anchor trench = Koa,+
6V = YHave
Y = the unit weight of backfill soil
Ha1e = the average depth of anchor trench (requires an estimate)
KO = 1-slno
= the angle of shearing resistance of backfill soil
dat = the (unknown) depth of anchor trench
Allowable Stress in Liner
1 aikow = 6allowt
(Yallow = 6uIt/FS
Igult = 2,100 psi (from N.S.F. 54)
¢allow = a,,I&FS = 2,100 psi—' 1.0
Tall,,,, = 2,100 psi x 0.06 in.
= 126 lbs/in.
= 1,5121bslft.
96DZ1.fi Pcrmis to Consimci Phase t CHS 0911 sr97 46

Compute Forces below Liner (FL)
FL
= gtan5(Lro)
L,,
= 3.0 ft.
d,s
= 3.0 ft.
y,;,
= 110 pef
S
= 25' textured liner
q = desyc5
_ (3.0)(110)
330 lbslft2
FL = (330)tan 25' (3.0)
461.641bslft.
Com ute Forces Due to Anchor Trench (Fat)
Fat = (6h)ane tan S (dat)
= (1-sino)(y)(Ha„e)tan 5 (dat)
= 30°
y = 1101bs1ft3
Have = 5 ft.
b = 250
. Fat = (1-sin30°)(110 ibs/ft )(5ft)(tan25°)(dat)
= 12$.23dat
Compute Required Anchor Trench Depth for FML
TanoW = F„ + F, + Nat
1512 lbslft = 0 + 461.64 lbslft. + 2(128.23 dat)
dat = 0 512.00-461.64)+256.46
4.10ft provide anchor 4.0 ft. deep no factor of safety applied.
96021 6 Permit io Const mal Phase I C H S 0811W 47

Check Anchor Trench for Drainage Net
TauoW = 168psi - 1.3 x 0.25in F.S. = 1.3
= 32.31 lbslin
= 387.721bslft.
{Com rate Forces Below Draina a Net (FL)
FL = q tan 5(Lro)
8 = 24° Friction angle between textured liner and double bonded geonet.
q = dy = 3'(110lbs1ft )
_ (3.0)(110)(tan24°)(3.0)
= 440.781bslft.
Compute Forces Due to Anchor Trench
Fat = (1-sin30°)(i 10)(5)(tan24°)(dat)
=122.44 dat
Compute Required Anchor Trench
387.72 lbs.lft. = 0 + 440.78 lbs.Ift. +122.24dat
d$t = -0.43 ft.
Note: No anchor trench is required for geonet, however, it will be anchored in F.M.L.
anchor trench @4.00 ft.
Check Slidine Forces of Soil Cover
F.S. = (tan6)=(tang)
S = Friction Angle = 26° for soil to double bonded geonet
P = Slope Angle = 3:1 slope = 18.4180
F.S. = (tan8)-(tang)
= (tan 26°)=(tan 18.418 °)
=1.46 > 1 :. O.K.
96021.6 Permit Io Consiruct Phase S CHS W18197 48

Check Stress Due to Placement of Protective Cover
Ref: Giroud and Beech (1989)
T ^ (YPZ�p — slri 20)[((2HpCa5ji-Zp)-1)((sin(0-Ocm)-cosocm)-(sinopT„-cos(0+opm))]
T = Tension generated by placement of Cover (lbslin width)
yp = unit weight of protective cover (lbslin3)
Zp = thickness of protective cover (in.)
0 = Slope angle of the liner (degrees)
Hp = Vertical height of protective cover (in.)
0Gn, = Critical :mobilized interface friction angle of liner (degrees) = 26'
op,,, = mobilized internal friction angle of protective cover (degs.) = 30'
Assume worst case of 25 ft deep on a 3:lslope with a factor of safety of 1.3
�cm = F.S. = 260-1.3 = 200
Opm = Op F.S. = 300-1.3 = 23.10
yp = 0.0637 lbs/in3.
Zp = 36 in.
0 = 18.418' (for 3:1 slope)
Hp = 300 in.
T = (0.0637x362) - sin (2)18.418°)[((2x300cos18.418° 36)-1)((sin(18.418°-
20.0')+cos20.O')-(sin23.1 °�cos18.418'+23.1 °))]
T = 137.70[(14.81)(-0.03)-0.52]
= 137.70(-0.96)
=-132.78 Win. < TauoW 25 ft, 3:1 Embankment O.K.
96021.6 Pcrmit 10 ConslmLj Phase I CHS OW W7 4%

Self -Wei ht Stress during Construction
Tensile stress due to self -weight of the smooth 60mil HDPE liner
T= y x H x L x (sino - cosplanS)
T = Tension due to self -weight (lbslin.)
H = thickness of liner system component (in.)
L = length of liner system component (in.)
j3 = Slope angle of the liner (degrees)
S = critical interface friction angle of liner system
y = unit weight of liner system component (lbslin3}
W = weight per square area of membrane (lbslinx)
Assume worst condition:
The length of the liner on a 3:1 slope that would induce failure in the liner.
T = Fp = 126 lbslin
Solve for L (Length)
L= T_ (y x H x (sing-cosptanS))
y = W x .06 in = 0.00012 lbs/in3
H = 0.06 in. (60mil smooth HDPE)
P = 18.418' (for 3:1 slope)
S = 170
L = 126=((0.00012x0.06(sin18.418 cosl8.418°tanl7°)}
= 67,628 in.
= 5,636ft. far exceeds any requirement
.-.Self Weight stress is U.K.
96021.6 Permit toCons%mc[ Phase I CH50811SM7 5a

Thermal Stress during Construction
s = OL _ L = Strain
c = Strain in the liner system (percent)
AL = Change in length of liner due to change in temperature
L = Length of liner before temperature change
AL = (a)L(OT)
a = Coefficient of liner thermal expansion (°F-t)
AL = Change in length of liner due to change in temperature
AT = Change in Temperature (°F)
Assume:
a = Coefficient of liner thermal expansion (°F-1) = 6.7x10-5 °F -1
AT = 100°F Conservative assumption
L = 1 ft.
c = aLOT - L
= aAT
= 0.0067 ft. or 0.67%
Allowable elongation @ yield =13%
.-. allowable > design thermal stress o.k.
96031.6 Pcrmd 10 Constmo Phase I CHS 0911M7 51

416
14
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ATLANTIC GEOSCIENCE & ENGINEERING
Civil, Foundation, 5615 and Materials Corsultants
September 30 1997i
OCT14 1997
Mr. Wayne Sullivan, RLS
Project Manager S�RCF; COt+'rP�e •'�
Municipal Engineering Services Company, P.A.
P.G. Sox 97
Garner, NC 27529
Subject: Report of Slope Stability and Waste Settlement Analysis
City of Albemarle Landfill
Proposed Phase I Expansion
Albemarle, North Carolina
AGE Project 97-011
Dear Wayne:
k
M NOV 1997
r L:r'eIVed o
Solid Waste
Sect1�;�
Thank you for this opportunity to provide geotechnicaI engineering services for the proposed
phase I expansion of the Albemarle Landfill. The results and opinions reported herein were
authorized by your acceptance of our Proposal 97-011 P dated April 7, 1997,
Proiect Information
The site of the proposed landfill expansion is located at the present site of the Albemarle landfill
off Stoney Gap Road in Stanley County, North Carolina, south of Albemarle. It is located just
north of Jacobs Creek.
The drilling operations were provided by Municipal Engineering Services Company, P.A.
through a separate agreement. Municipal Engineering Services Company, P.A. provided the
general boring locations.
Summary of Field Exploration and Sampling Procedures
Twenty-three borings were drilled to obtain information about soil consistency and facilitate
installation of piezometers or monitoring wells. Standard Penetration Tests (SPT) were
conducted at selected intervals in each boring, typically at every 2.5 ft of depth to a depth of 10
ft, then every 5 ft thereafter. The SPT borings were located and staked by Municipal
Filc: 97-01 1 R-sam
♦ 4017 Glen Haven Dr, Harrisburg, NC 28075-7561 4 Telephone: [phone]

Albemarle MSW Landfill Expansion
AGE Project 97-011
September 30, 1997
Page 2
Engineering Services Company, P.A. The SPT borings were drilled by Alliance Environmental,
Southeast under contract with Municipal Engineering Services Company, P.A.
The borings were drilled with a 4-114" hollow -stem auger. At selected intervals, a standard 2"
o.d. split -spoon sampler was driven into the soil at the bottom of the bore hole with a 140-lb
hammer falling 30". The sampler was first seated 6" with the hammer to penetrate any soil
loosened by the auger, and then driven an additional 12".
The number of blows required to drive the sampler the final 12" was recorded and is termed the
soil's "penetration resistance". The penetration resistance is used as an index to the consistency
of cohesive soils and the relative density of granular (noncohesive) soils. The soil consistency,
along with Atterburg limits testing, or relative density is used to evaluate the soil's strength and
foundation supporting capability.
Representative portions of the soil from the sampler were placed in sealed sample containers and
transported to my laboratory. Bag samples were obtained from the cuttings of three borings
located in different soil types. Soil penetration testing and sampling were performed in general
accordance with ASTM D 1586.
The test boring records show the soil descriptions and penetration resistance and have been
previously submitted.
Summary 9f Subsurface Conditions
Area Geology
The site proposed for the landfill is located in the Carolina Slate Belt of the Piedmont
Physiographic Province. The primary rock types in the vicinity of the site are metavolcanic
country rock with metagabbro and rhyolite intrusions. Figure 1 shows a geologic map of the area
of the site at 1:24,000 scale.
,4urnmary of&il (.conditions
Proposed cuts for the Phase I landfill cell range up to about 43 feet in depth at the eastern edge
near P1-12. About 10 feet of fill will be needed along the western edge (toward the service road)
in the vicinity of P1-17. Generally the borings encountered stiff to hard slightly sandy clayey silt
within 10 feet of the ground surface, underlain by partially -weathered rock (PWR) and then
bedrock. Generally the soil encountered will make a good source of fill material although it may
be difficult to control the moisture for optimum constructability of either structural fill or
compacted clay liner.
Summarv_af Landfill Laver Parameters
The following table summarizes the various landfill layers and their parameters used for each
phase of the geotechnical evaluation.
File: 97-0I 1 R.sam

Albemarle MSW Landfill Expansion
AGE Project 97-011
September 30, 1997
Page 3
Table 1: Summary of Landfill Layer Parameters
Layer
No,
Layer Description
Internal
Friction
Angle
(degrees)
Cohesion
(psf)
Saturated
Unit
Weight
(pcf)
Thickness
(feet)
1
Erosive Layer - Slightly Sandy Clayey Silt
26
200
125
2
2
TexNet 8 oz Geotextile on HHPE geonet
26
0
63
0.1
3
40 mil LLDPE Liner
14
0
63
0.1
4
Cohesive Soil Liner - Clayey Silt
26
200
125
1.5
5
intermediate Cover - Slightly Sandy Clayey Silt
26
200
125
1
6
Compacted Sorted Municipal Solid Waste
22
200
80
Varies
7
Protective Soil Cover - Slightly Sandy Clayey Silt
26
200
125
1.5
8
Select Backfill Soil Cover- Slightly Silty Sand
26
0
125
1.5
9
Double -sided geonet composite
26
0
63
0.1
10
60 mil HDPE Textured Liner
19
0
63
0.1
11
Cohesive Soil Liner - Slightly Sandy Clayey Silt
26
200
125
2
12
Compacted Fill - Slightly Sandy Clayey Silt
26
200
125
< I0
13
Dense In -Situ Slightly Sandy Clayey Silt
30
400
130
Varies
General Comments
Groundwater levels may fluctuate several feet depending on recent rainfall events, seasonal
climatic variations, and fluctuations in water level in any adjacent drainage features. The highest
seasonal groundwater levels usually occur in late winter and spring, while the lowest levels
usually occur in late summer and fall. At the time of this exploration, the groundwater levels
were probably relatively high even though no groundwater was typically encountered within the
proposed cell footprint at the time the borings were made.
Summary, of (jeotechnical Evaluation
I have performed slope stability and settlement potential analyses for the final waste height per
your final closure plan and evaluated the bearing capacity of the soils in the foundations of the
cells.
Base Consolidation
I understand that all engineered fill used within the cell areas will be compacted in thin lifts to at
least 95 percent of the standard Proctor maximum dry density (ASTM D 698). The results of our
laboratory tests indicate that the on -site soils encountered in the soil borings have Plasticity
Indices (P 1) less than 24 and are suitable for use as structural fill.
File: 97-011 R.sa,n

�O�ht2■■'t:3 14 757sr)��
CD
LO
CZ

Albemarle MSW Landfill Expansion
AGE Project 97-011
September 30, 1997
Page 4
I estimate about one-half inch of settlement in the compacted clay liner beneath the final waste
height. The compacted fill section in the vicinity of boring P 1-17 is up to 10 ft thick and may
settle up to about 1.2 inches. The in -situ foundation soil will likely support the expected
maximum loading of 12,250 psf with on the order of 2.2 inches of total settlement.
Base settlement in the upper portion of the cell will likely be negligible where proposed cuts will
be balanced by MSW fill. The maximum differential settlement is expected to occur along the
lower portion of the cell in the area generally between P1-17 and PI-11. Here, approximately 1.2
inches of differential settlement could occur.
Base Bearing Capacity
The results of my analysis indicates that the proposed final cross section is stable with respect to
base hearing capacity. The calculations are presented in the Appendix.
Summary of Slope Stability Evaluation
I conducted laboratory triaxial testing to obtain the shear strength parameters for my slope
stability models. Those results have been previously submitted with my other laboratory test
results. These analyses were based on plans of the Phase I grading plan and final closure
elevations, and a detail showing the cell cross section in the vicinity of the anchor trench which
was supplied by Municipal Engineering Services Company.
The results of my analyses indicate that the proposed final cross section is stable with respect to
general slope stability through the waste. The slope stability evaluation included a search routine
for critical surfaces, both circular and noncircular, using Geoslope. Geoslope uses PCSTABL as
its core. The input and graphical output of the slope stability analysis is included in the
Appendix.
Summary of Cell Veneer Stability Evaluation
The results of my analysis indicates that the proposed Phase I cell cross section is stable with
respect to veneer stability if the geomembrane has an interface friction angle with the drainage
net of at least 22 The calculations are presented in the Appendix.
1f this criteria is not met, then either a geogrid can be used as veneer reinforcement or a berm can
be built along the downslope side of the cell.
Qualification of Report
My evaluation of foundation support conditions has been based on my understanding of the site
and project information and the data obtained in my exploration. The general subsurface
conditions utilized in my foundation evaluation have been based on interpolation of subsurface
data between the borings. In evaluating the boring data, I have examined previous correlation
File: 97-011 Roam

�oA213 74 7616�jr�
LO
CA

Albemarle MSW Landfill Expansion
AGE Project 97-011
September 30, 1997
Page 5
between penetration resistance and foundation bearing pressures observed in soil conditions
similar to those at your site.
If the project information is incorrect or if the cell location (horizontal or vertical) and/or
dimensions are changed, please contact me so that my recommendations can be reviewed. The
discovery of any site or subsurface conditions during construction which deviate from the data
outlined in this exploration should be reported to me for my evaluation.
Thank you for the opportunity to provide my professional geotechnical engineering services
during this phase of your project. Please contact me if I can be of further service or if you have
any questions concerning this report.
Sincerely,
Atlantic Geoscience & Engineering
31y7
D. Bruce Nothdurft, MSC ,VPE
Registered, NC 18985
Attachments:
Geologic Map of Site (Conley)
Settlement Calculation of Foundation Soil for Waste Height at Final Closure
Bearing Capacity of Cell Floor
Global Slope Stability Analysis Through Phase I Cell
File: 97-011 R,sam
.�p9112 7& 10����
1 97
Y-aceived
solid Waste
�`� Becton

Appendix

T. •' • L I ,
,�121.,1': . Y � f: -�•:.S . I, _�} 4 �r� � '/. �.�-r :�1 r ' 1� % ra..
it
�{,y'CYa r -! jr •-� I•I.'`f� � ��. 1 �•�'. �]'• FF. � � � 4f
em'
„ � c.- T`'- J" • tit `�ri ' .-1'i` -, - 4Ubt
• � -: r - red d- - � .1 I f .E • r r. r i::_ Y
is
39
��i'. '^F'. s,�.{' .. FYI•.:. 'f - t ''l 'j I�� - 'r' f� � � �� •ti`.
vt
y r .. 1%.' r. r i •fir.
i t�✓ � fir,'• s �r
g,=
�' �� _ 1 � � �', � Ili ,r:�,:� � ��; •' �� •t �.� r�
!Vt •..� `fit' _ l:
mt vi
`zje�s a vt
�� •'� ,�. t - '. �•;j.. � f_, p<f' - , k - � ;� .. .titer � � �•�.
dd
' 38�., � �f � •.I :�1 r: �5`%' ,,.yy f_ ;� ,• � . - - •-, � .'\ J fir: f��- ._ ',. � .. .i 'Q� ����j } •�;x.. FS.. _ � - is .. 3 .. ..
1 ��, • '.._ � _ .�I .fi��, �-�• ' , _ i .''� � red
.{ ,'r , ,r •'r'jrti.. �.ij�� �u •:Fi,�•�r�g 7-: ..- ':1 - s:�
''�: � t' tit j,'f _- ;.._.. I � �„+. •
•lam Y ' i r-,\ _ i4 '.L`

Calculation of Potential Settlement of Fill in Landfill Base
By D. Bruce Nothdurft, MSCE, PE
Atlantic Geoscience & Engineering
Albemarle Landfill Expansion
AGE Project No. 97-011
September, 1997
Input Section
H = 45 maximum height of waste over fill, in feet
T c = 4.5 cap thickness, in feet
Y c - 105 soil cover unit weight, in Ibs per cubic foot
Y msw - 80 M5W unit weight, in ibs per cubic foot
T b - 5 base CCL liner and geomembrane protective cover thickness, in feet
Y b 105 soil cover unit weight, in Ibs per cubic foot
T f : = 10 foundation soil thickness, in feet
Y f = 125 foundation soil unit weight, in lbs per cubic foot
C c = 0.002 primary compression ratio of foundation soil Note:
t d = 30 design life of MSW landfill, in years
t p - 30 time required for primary compression of soil due to addition of cap, in days
Estimate Consolidation of Foundation Soil
Calculation Section
td =td•365.25 _
iebq5 4 r�l
NOV 1,997
-' oceIved o
Solid Waste
w
9zyo
calculate secondary compression ratio of foundation soil Note: Ca is a function of C.: C a = 0.05•C c
Result => C a = 0,0001
Tf
calculate initial vertical stress at midpoint offoundation soil (landfill worst case): Po - Y f-2
calculate additional vertical stress at midpoint of foundation soil due to placement of waste and cap:
Ap - Y c'T c Y msw-H r Y b-T b .._ 10.125

Albemarle Landfill Expansion
AGE Project 47-011
calculate settlement offoundation soil due to placement of compacted clay liner, waste and cap:
po+fig Ca td
S foundation - C c'H �Iog� P o 1 t C c log p] 1 12
Note: log is base 10 - proof => log( 10) = 1
Answer: S foundation - 1.2 inches
4
1YaV 1A9i
sofa w�S�F
� cect=.-
Page 2
�� 1 Of
/o/f/�7

Calculation O-Landfill BearingCeaRAcoty
By D. Bruce Nothdurft, MSCE, P. E.
Atlantic Geoscience & Engineering
Albemarle Landfill Expansion
AGE Project No. 97-01 l
September, 1997
Input Section
H
135.5
height of waste, in feet
T c
4.5
cap thickness, in feet
T c
105
soil cover unit weight, in tbs per cubic foot
T msw 80
MSW unit weight, in lbs per cubic foot
� b
30
internal friction angle of Foundation soil, degrees
C b
800
assumed cohesion of foundation soil, in lbs psf
B 50 apparent footing width, ir, feet
T b 130 foundation soil unit weighttiin lbs per cubic foot
Calculation ScCtiQn
calculate bearing capacityfactors:
a•tan( 0b) Tr �b\z
N q e tan (4 1- 2 1 N q= 18.401
Nc [Nq - 1)-cot(W Nc=30.14
NY 2•(Nq I- 1)•tan(f b) NY = 22.402
calculate average unit weighe and depth of waste and cap.
D Tc 1 H
T c'Y c +- H-T msw
Y avg = D --
��$S�t}1112 r�',
S
fi
IJ = 140 ft a 80.8 pcf
evg
NOV r,�y�
l �OfrG' 4'JastF C
x
�b �b-]80

Albemarle Landfill Expansion
AGE Project 97-011
Cakulotion e
calculate bearing capacity of cell floor including waste and cap as a surcharge:
W 2 my -r C b -N c{ Y avg -D-N q q o= 305082 psf
=> omit surcharge term:
calculate bearing capacity of cell floor Tat including waste and cap as a surcharge:
q❑ - yb,2 NT+Cb-Nc
calculate applied bearingpi-essure of waste and cap:
q T c'y c + H-y msw
calculate factor of safety against bearing capacity failure:
FS q a FS = 9
q
q 0 = 95920 psf
q = 11313 psf
NOV 1g97
r3
i`:ice I1fed
solid Waste ~
5ec�
J
Page 2

Bishop Circular Surtaces — Mos' --,)uri'aces
A4 6f,0, 04C lAAAr-V*r t— 00-59PRAIs a1V
14111E 9J CIV/
100❑
800
600
40C
20C
Minimum Factor of Safety : 1.830
�� cT r. ,�e r��►f r?�lSc•J G�r.�s
0 200 `UU QUU f VVjL4 �••v
L
ce

TITLE
Slope Stability for Albemarle Landfill Phase I
Section thru MSW and base
AGE 97-011 a
SIMPLE
50 45 140 14 0 0 145
95 400 11 120 4000 30
1.5 1.5
PROFIL
155
04550452
50 45 550 185 1
550 185 600 185 1
600 185 1250 45 1
1250 45 1300 45 1
50 45 58.5 46.5 2
58.5 46.5 550.5 183.13 3
550.5 183.13 598.5 183.13 3
58.5 4&5 551.13 183 2
551.13 183 598.5 183 2
70 46 551 A 3 180.55 4
551.13 180.55 598.87 180.55 4
70 46 150 26 5
150 26 1170 26 5
1170 26 1250 45,5
SOIL
5
105 105 200 26 0 0 0
120 120 400 28 0 0 1
6060012000
808020022000
120 120 4000 30 0 0 1
WATER
1 62.4
2
026
130026
BLOCK2
1002140
50.1 45 52 45 0
550.1 185 560 185 0
RANDOM
50 50 25 50 550 597 26 16.97 14 -45
CIRCL2
20 50 49 58 549 560 26 16.97 14 -45
SURFAC
2
5345
653 185
REINF
45 185 0
0 0.2 2 3 2 0,54 0,67
0
❑ESIGN

1.5 1.5 45 185 1
00
00.22320.540.6700
STRENGTH
1.5 1.5 45 185 1
00.22320.540.6700
END

***** GeoSlope
`**** Version 5.10 ***
(c)1992 by GEOCOMP Corp. Concord, MA
Problem Title : Slope Stability for Albemarle Landfill Phase I
Description : Section thru MSW and base
Remarks : AGE 97-011 a
* *** INPUT DATA
Data for Generating Simple Problem
X-Coordinate for Toe of Slope : 50.00 ft
Y-Coordinate for Toe of Slope : 45.00 ft
Height of Slope: 140.00 ft
Angle of Slope: 14.0 deg
Angle Above Crest of Slope: 0.0 deg
Surcharge Above Crest of Slope : 0.0 psf
Depth to Water from Crest of Slope: 145.00 ft
Unit Weight of Soil in Slope : 95.00 pcf
Cohesion for Soil in Slope 400.00 psf
Friction Angle for Soil in Slope : 11.0 deg
Unit Weight of Soil in Foundation : 120,00 pcf
Cohesion for Soil in Foundation : 4000.00 psf
Friction Angle for Soil in Foundation : 30.0 deg
Required Internal Factor of Safety : 1.50
Required Sliding Factor of Safety : 1.50
Profile Boundaries
Number of Boundaries: 15
Number of Top Boundaries: 5
Boundary X-Left Y-Left X-Right Y-Right Soil Type
No. (ft) (ft) (ft) (ft) Below Bnd
1 0.00 45.00 50.00 45.00 2
2 50.00 45.00 550.00 185.00 1
3 550.00 185.00 600.00 185.00 1

4
600.00
185.00
1250.00
45.00
1
5
1250.00
45.00
1300.00
45.00
1
6
50.00
45.00
58.50
46.50
2
7
58.50
46.50
550.50
183.13
3
8
550.50
183.13
598.50
183.13
3
9
58.50
46.50
551.13
183.00
2
10
551.13
183.00
598.50
183.00
2
11
70.00
46.00
551.13
180.55
4
12
551.13
180.55
598.87
180.55
4
13
70.00
46.00
150.00
26.00
5
14
150.00
26.00
1170.00
26.00
5
15
1170.00
26.00
1250.00
45.00
5
Soil Parameters
Number of Soil Types : 5
Soil Total
Saturated Cohesion Friction Pore Pressure Piez.
Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface
No.
(pcf)
(pcf)
(psf) (deg) Param.
(psf) No.
1
105.0
105.0
200.0 26.0 0.00
0.0 0
2
120.0
120.0
400,0 28.0 0.00
0.0 1
3
60.0
60.0
0.0 12.0 0.00
0.0 0
4
80.0
80.0
200.0 22.0 0.00
0.0 0
5
120.0
120.0
4000.0 30.0 0.00
0.0 1
Piezometric Surfaces
Number of Surfaces : 1
Unit Weight of Water: 62.40 pcf
Piezometric Surface No.: 1
Number of Coordinate Points: 2
Point
X-Water
Y-Water
No.
(ft)
(ft)
1
MO
26.00
2
1300.00
26.00
xwwwxxx*•�,t,t��r,r•xaxxxwwwxxx�wwr+►#+##+++•+Ettaex•t****xx}+xxaa+#++++++�*rx�r•w•
TRIAL SURFACE GENERATION x*xxx
***rrrrrrrrrrraxxxxxx*••••aawwaa*�rxxxxrxxr�r,r��k�*,r,r*xrrrr**aaxaa*w*�r�rwxxxxxxxx
❑ata for Generating Circular Surfaces

Number of Initiation Points : 20
Number of Surfaces From Each Point: 50
Left Initiation Point : 49.00 ft
Right initiation Point: 58.00 ft
Left Termination Point: 549.00 ft
Right Termination Point: 560.00 ft
Minimum Elevation : 26.00 ft
Segment Length: 16.97 ft
Positive Angle Limiti : 14.00 deg
Negative Angle Limit : -45.00 deg
xwwwxx*xxwxxww,rwwawwwwww,rwwww�rw�rwxww*xxxwwk*ww*swxxx*www*wwrwwxxxxwwwwwxx�rwwxx
.**** RESULTS

Surface No.: 1
Factor of Safety : 1.829
Circle Center X : 134.88 ft
Circle Center Y : 748.06 ft
Circle Radius: 705.03 ft
Slice
X
Y Width Weight Load Water Normal
Shear
(ft) (ft) (ft)
(lbs)
(lbs) (lbs)
(lbs)
(lbs)
1
59.17
47.13
2.34
108.7
0.0
0.0 137.9 294.1
2
60.34
47.01
0.00
0.3 0.0
0.0
0.3 0.0
3
65.27
46.53
9.84 3103.7
0.0
0.0 3426.5 3158.1
4
72.54
45.82
4.71 2865.2
0.0
0.0 2993.7 1178.3
5
83.35
44.97
16.92 15545.4
0.0
0.0 15981.9
5386.1
6
100.29
43.94
16.95
23387.8
0.0
0.0 23765.2
7105.4
7
117.25
43.31
16.96
30689.2
U
0.0 30916.1
8685.1
8
134.21
43.09
16,97
37431.1
0.0
0.0 37440.7
10126.4
9
151.18
43.27
16.97
43597.4
0.0
0.0 43344.7
11430.6
10
168.14
43.87
16.95
49174.2
0.0
0.0 48634.0
12599.0
11
185.08
44.88
16.93
54150.1
0.0
0.0 53314.7
13632.9
12
201.99
46.29
16,89
58515.6
0.0
0.0 57392.8
14533.8
13
218.86
48.11
16.85
62264.0
0.0
0.0 60874.6
15302.9
14
235.68
50.33
16.80
65390.7
0.0
0.0 63766.5
15941.8
15
252.45
52.96
16.73
67893.4
0.0
0.0 66075.1
16451.7
16
269.14
55.99
16.66
69772,3
0.0
0,0 67807.3
16834.4
17
285.76
59.42
16.58
71029.9
0.0
0.0 68970.2
17091.3
18
302.29
63.25
16.48
71671.2
0.0
0.0 69571.1
17224.0
19
318.73
67.48
16.38
71703.2
0.0
0.0 69617.7
17234.3
20
335.05
72.10
16.27
71135.5
0.0
0.0 69118.0
17123.9
21
351.26
77.11
16.15
69979.8
0.0
0.0 68080.4
16894.7
22
367.35
82.52
16.02
68250.3
0.0
0.0 66513.6
16548.6
23
383.30
88.30
15.88
65963.2
0.0
0.0 64426.7
16087.6
24
399.11
94.47
15.73
63136.8
0.0
0.0 61829.2
15513.8
25
414.76
101.02
15.58
59791.8
0.0
0.0 58731.1
14829.4
26
430.25
107.95
15.41
55950.6
0.0
0.0 55142.9
14036.8
27
445.57
115.24
15.23
51638.C+
0.0
0.0 51075.4
13138.3
28
460.72
122.90
15.05
46880.4
0.0
0.0 46540.2
12136.5
29
475.67
130.93
14.86
41706.2
0.0
0.0 41549.4
11034.0
30
490.42
139.31
14.65
36145.6
0.0
0.0 36115.5
9833.6
31
504.97
148.04
14.44
30230.4
0.0
0.0 30251.9
8538.3
32
519.31
157.12
14.22
23994.2
0.0
0.0 23972.4
7151.2
33
533.42
166.54
14.00
17472.0
0.0
0.0 17291.8
5675.5
34
545.21
174.80
9.58
8159.2
0.0
0.0 7873.7
3031.5
35
550.25
178.43
0.50
332.9
0.0
0.0 312.1 136.3
36
550.82
178.84
0.63
398.8
0.0
0.0 371.3 167.0
37
552.16
179.81
2.05
1144.0
0.0
0.0 1044.5
507.5
38
553.68
180.911
1.00
453,6
0.0
0.0 302.0 356.6
39
555.32
182.13
2.28
702.8
0.0
0.0 333.5 723.3
40
556.55
183.07
0.17
34.3
0.0
0.0 39.6 4.6
41
557.87
184.07
2.47
242.0
0.0
0.0 39.2 348.8

Surface No.: 2
Factor of Safety : 1.829
Circle Center X : 133.23 ft
Circle Center Y : 755.93 ft
Circle Radius : 712.67 ft
Slice X Y Width Weight load Water Normal Shear
(ft) (ft) (ft) (lbs) (lbs) (lbs) (lbs) (lbs)
1
59.18
47.13
2.36
109.7 0.0 0.0 138.1 296.4
2
60.37
47.02
0.00
0.3 0.0
0.0
0.3 0.0
3
65.33
46.55
9.93 3132.0
O.O
0.0 3445.4 3182.4
4
72.60
45.87
4.60 2790.5
0.0
0.0 2911.0 1148.2
5
83.36
45.06
16.93 15438.5
0.0
0.0 15852.2
5357.1
6
100.30
44.07
16.95
23212.8
0.0
0.O 23564.3
7060.5
7
117.26
43.49
16.97
30450.4
0.0
0.0 30651.4
8626.0
8
134.23
43.31
16.97
37133.4
0.0
0.0 37119.3
10054.6
9
151.19
43.54
16.96
43246.3
0.0
0.0 42973.9
11347.8
10
168.15
44.17
16.95
48775.7
0.0
0.0 48220.8
12506.8
11
185.09
45.20
16.93
53710.E
0.0
0.0 52866.0
13532.8
12
202.00
46.63
16.89
58042.0
0.0
0.0 56915.4
14427.3
13
218.87
48,47
16.85
61763.3
0.0
0.0 60375.2
15191.5
14
235.69
50.71
16.79
64870.1
0.0
0.0 63251.7
15826.9
15
252.45
53.35
16.73
67360.3
0.0
0.0 65551.4
16334.9
16
269.14
56.39
16.66
69234.2
0.0
0.0 67281.0
16716.9
17
285.76
59.82
16.58
70494.3
0.0
0.0 68447.4
16974.5
18
302.29
63.65
16.49
71145.3
0.0
0.0 69057.8
17109.4
19
318.73
67.87
16.38
71194.3
0.0
0.0 69119.9
17123.1
20
335.06
72.49
16.28
70650.E
0.0
0.0 68641.4
17017.4
21
351.27
77.49
16.16
69525.5
0.0
0.0 67630.5
16794.1
22
367.36
82.87
16.03
67832.8
0.0
0.0 66095.7
16455.1
23
383.32
88.64
15.89
65588.3
0.0
0.0 64046.0
16002.3
24
399.14
94.78
15.74
62809.8
0.0
0.0 61490.5
16437.9
25
414.81
101.30
15.59
59517.4
&0
0.0 58439.2
14763.9
26
430.31
108.19
15.42
55732.9
0.0
0.0 54902.1
13982.6
27
445.65
115.45
15.25
51480.2
0.0
0.0 50890.0
13096.4
28
460.81
123.07
15.07
46785.1
0.0
0.0 46414.0
12107.7
29
475.79
131.05
14.88
41675.2
0.0
0.0 41485.9
11019.2
30
490.57
139.38
14.68
36179.8
0.0
0.0 36118.0
9833.5
31
505.15
148.06
14.48
30329.9
0.0
0.0 30323.2
8553.5
32
519.52
157.09
14.26
24157.9
0.0
O.O 24115.0
7182.2
33
533.67
166.46
14.04
17698.0
0.0
O.0 17507.8
5722.7
34
545.34
174.55
9.31
8139.5
O.0
0.0 7868.0
2989.E
35
550.25
178,06
0.50
347.8
O.0
0.0 327.8 139.6
36
550.82
178.46
0.63
417.9
0.0
0.0 391.4 171.1
37
552.43
179.62
2.60
1490.9
0.0
0.0 1366.6
651.8
38
554.11
180.82
0.76
353.4
0.0
0.0 238.9 273.5
39
555.76
182.05
2.54
808.9
0.0
0.0 402.2 811.4
40
557.12
183.07
0.17
34.6
0.0
0.0 39.9 4.6
41
558.45
184.06
2.49
244.4
0.0
0.0 41.6 351.5

Surface No.: 3
Factor of Safety : 1.831
Circle Center X ; 138.22 ft
Circle Center Y : 728.87 ft
Circle Radius : 686.33 ft
Slice X Y Width Weight Load Water Normal Shear
(ft) (ft) (ft) (Ibs) (Ibs) (Ibs) (Ibs) (Ibs)
1
59.15
47.12
2.30
106.5 0.0 0.0 137.5 288.7
2
60.30
47.00
0.00
0.3 0.0
0.0
0.3 0.0
3
65.15
46.49
9.70 3072.9
0.0
0.0 3418.3 3123.1
4
70.08
45.97
0.15
82.1 0.0 0.0 121.6 370.8
5
72.51
45.71
4.73 2916.3
0.0
0.0 3057.9 1193.6
6
83.34
44,79
18.92 15782.3
0.0
0.0 16269.7
5442.8
7
100.27
43.64
16.94
23773.9
0.0
0.0 24208.9
7194.3
8
117.22
42.91
16.96
31213.1
0.0
0.0 31497.3
8802.3
9
134.18
42.60
16.97
38080.0
0.0
0.0 38141.1
10268.1
10
151.15
42.71
16.97
443571
0.0
0.0 44146.5
11593.0
11
168.11
43.24
16.95
50029.3
0.0
0.0 49519.7
12778.4
12
185.05
44.19
16.93
55083.9
0.0
0.0 54266.9
13825.8
13
201.97
45.55
16.90
59510.9
0.0
0.0 58394.5
14736.4
14
218.84
47.34
16.85
63302.7
0.0
0.0 61909.1
15511.8
15
235.67
49.54
16.80
66454.3
0.0
0.0 64817.4
16153.4
16
252.43
52.16
16.73
68963.2
0.0
0.0 67126.2
16662.8
17
269.13
55.19
16.66
70829.5
0.0
0.0 68842.9
17041.5
18
285.75
58.63
16.57
72056.0
0.0
0.0 69974.9
17291.3
19
302.27
62.48
16.48
72647.7
0.0
0.0 70529.8
17413.7
20
318.70
66.74
16.37
72612.5
0.0
0.0 70515.9
17410.6
21
335.01
71.41
16.26
71960.6
0.0
0.0 69941.6
17283.9
22
351.21
76.47
16.13
70704.E
0.0
0.0 68815.6
17035.5
23
367.27
81.94
16.00
68859.E
0.0
0.0 67147.2
16667.4
24
383.20
87.80
15.85
66443.6
0.0
0.0 64946.0
16181.8
25
398.97
94.05
15.70
6347&0
0.0
0.0 62222.2
15580.9
26
414.59
100.69
15.53
59979.1
0.0
0.0 58986.4
14867.0
27
430.03
107.72
15.36
55977.3
0.0
0.0 55249.7
14042.6
28
445.30
115.12
15.18
51497.1
0.0
0.0 51023.7
13110.2
29
460.38
122.90
14.98
46567.1
0.0
0.0 46320.7
12072.7
30
475.26
131.05
14.78
41218.0
0.0
0.0 41153.6
10932.7
31
489.94
139.57
14.57
35482.1
0.0
0.0 35536.0
9693.3
32
504.40
148.44
14.35
29393.9
0.0
0.0 29481.9
8357.7
33
518.64
157.67
14.12
22989.4
0.0
0.0 23006.6
6929.1
34
532.65
167.25
13.89
16306.2
0.0
0.0 16125.7
5411.0
35
544.80
175.98
10.41
7780.1
0.0
0.0 7420.5
3051.3
36
550.25
160.02
0.50
269.5
0.0
0.0 245.0 122.0
37
550.69
180.34
0.37
190.2
0.0
0.0 171.4
88.2
38
551,00
180.57
0.26
127.6
0.0
0.0 87.9 95.8
39
552.18
181.45
2.10
821.0
0,0
0.0 492.8 714.3
40
553.73
182.61
1.00
249.6
0.0
0.0 82.9 299.7
41
554.31
183.07
0.17
33.4
0.0
0.0 38.9 4.5
42
555.60
184.06
2.40
235.7
0.0
0.0 33.1 341.2

Surface No.: 4
Factor of Safety : 1.832
Circle Center X : 126.34 ft
Circle Center Y : 772.29 ft
Circle Radius: 728.44 ft
Slice X Y Width Weight Load Water Normal Shear
(ft) (ft) (ft) (lbs) (lbs) (Ibs) (Ibs) (Ibs)
1
58.74
47.01
2.43
112.8
0.0 0.0 138.4 303.3
2
59.96
46.91
0.00
0.2 0.0
0.0
0.2 0.0
3
65.08
46.48
10.23
3227.2
0.0
0.0 3509.4 3260.1
4
72.32
45.88
4.24 2544.5
0.0
0.0 2640.3 1047.2
5
82.91
45.20
16.94 15088.9
0.0
0.0 15429.7
5255.0
6
99.86
44.38
16.96 22632.7
0.0
0.0 22898.7
6902.1
7
116.82
43.96
16.97
29646.1
0.0
0.0 29758.5
8414.9
8
133.79
43.94
16.97
36113.3
0.0
0.0 36014.6
9794.5
9
150.75
44.31
16.96
42019.3
0.0
0.0 41672.6
11042.2
10
167.71
45.08
16.94
47353.1
0.0
0.0 46738.0
12159.2
11
184.64
46.24
16.92
52104.4
0.0
0.0 51216.4
13146.8
12
201.53
47.79
16.88
56265.2
0.0
0.0 55113.8
14006.2
13
218.39
49.74
16.83
59830.1
0.0
0.0 58435.9
14738.8
14
235.20
52.08
16.78
62795.2
0.0
0.0 61188.9
15345.9
15
251.94
54.81
16.72
65159.3
0.0
0.0 63379.1
15828.9
16
268.62
57.93
16.64
66923.0
0.0
0.0 65013.0
16189.2
17
285.23
61.44
16.56
68089.1
0.0
0.0 66097.2
16428.3
18
301.74
65.34
16.47
68662.6
0.0
0.0 66638.8
16547.7
19
318.16
69.61
16.37
68650.E
0.0
0.0 66645.0
16549.1
20
334.48
74.27
16.26
68062.3
0.0
0.0 66123.4
16434.1
21
350.68
79.31
16.15
66908.8
0.0
0.0 65081.8
16204.4
22
366.76
84.72
16.02
65203.5
0.0
0.0 63528.4
15861.8
23
382.72
90.51
15.88
62961.6
0.0
0.0 61471.9
15408.3
24
398.53
96.67
15.74
60200.2
0.0
0.0 58921.1
14845.8
25
414.19
103.19
15.59
56938.7
0.0
0.0 55885.5
14176.4
26
429.70
110.08
15.43
53197.9
0.0
0.0 52374.7
13402.2
27
445,05
117.33
15.26
49000.7
0.0
0.0 48399.1
12525.5
28
460.22
124.93
15.08
44371.7
0.0
0.0 43969.3
11548.E
29
475.21
132.88
14.90
39337.1
0.0
0.0 39096.6
10474.1
30
490.01
141.18
14.70
33925.0
0.0
0.0 33792.7
9304.5
31
504.61
149.83
14.50
28164.7
0.0
0.0 28070.0
8042.5
32
519.01
158.81
14.29
22087.2
0.0
0.0 21941.4
6691.0
33
533.19
168.12
14.08
15724.8
0.0
0.0 15420.5
5253.0
34
545.11
176.32
9.77
7111.2
0.0
0,0 6735.9
2792.3
35
550.25
179.95
0.50
272.2
0.0
0.0 247.5 121.4
36
550.79
180.33
0.57
293.5
0.0
0.0 264.3 134.7
37
551.10
180.55
0.06
29.2
0.0
0.0 20.4 21.6
38
552.60
181.62
2.95
1091.0
0.0
0.0 645.6
976.3
39
554.31
182.83
0.45
101.7
0.0
0.0 28.9 131.7
40
554.62
183.07
0.17
35.0
0.0
0.0 40.2 4.7
41
555.97
184.07
2.52
247.0
0.0
0.0 44.6 354.0

Surface No.: 5
Factor of Safety : 1.835
Circle Center X : 123.26 ft
Circle Center Y : 786.44 ft
Circle Radius: 742.42 ft
Slice X Y Width Weight Load Water Normal Shear
(ft) (ft) (ft) (lbs) (lbs) (lbs) (lbs) (lbs)
1
58.29
46,88
2.46
114.2
0.0
0.0 138.4 306.3
2
59.52
46.78
0.00
0.2 0.0
0.0
0.2 0.0
3
64.76
46.37
10.48
3327.'1
0.0
0.0 3597,4 3334.7
4
70.10
45.96
0.21
111.9
0.0 0.0 151.0 496.9
5
72,09
45.80
3.77 2261.6
0.0
0.0 2340.9 927.4
6
82.44
45.19
16.94 14927.0
0.0
0.0 15236.3
5205.5
7
99.40
44,45
16.96 22369.4
0.0
0.0 22600.5
6827.3
8
116.36
44.10
16.97
29289.4
0.0
0.0 29368.0
8317.7
9
133.33
44.13
16.97
35671.9
0.0
0,0 35544.0
9677.9
10
150.29
44,56
16.96
41503.7
0.0
0.0 41133.8
10908.9
11
167.24
45.37
16.94
46773.4
0.0
0.0 46142.9
12012.1
12
184.17
46,57
16.91
51471.8
0.0
0.0 50576.6
12988.5
13
201.06
48.15
16.88
55591.3
0.0
0.0 54440.7
13839.5
14
217.92
50.12
16.83
59126.7
0.0
0.0 57740.7
14566.3
15
234.72
52.48
16.78
62074.7
0.0
0.0 60482.7
15170.1
16
251.47
55.22
16.72
64434.0
0.0
0.0 62672.5
15652.4
17
268.15
58.34
16.64
66205.3
0,0
0.0 64316.6
16014.5
18
284,75
61.84
16.56
67391.2
0.0
0.0 65421.3
16257.8
19
301.27
65.72
16.47
67996,E
0.0
0.0 65993.3
16383.7
20
317.70
69.98
16.38
68028.2
0.0
0.0 66039.7
16394.0
21
334.02
74.61
16.27
67494.E
0.0
0.0 65567.7
16290.0
22
350.24
79.61
16.16
66406.6
0.0
0.0 64584.9
16073.6
23
366.33
84.99
16.03
64776.7
0.0
0.0 63099.1
15746.3
24
382.30
90.73
15.90
62619.3
0.0
0.0 61118.6
15310.2
25
398.14
96.83
15.76
59950.9
0.0
0.0 58651.8
14766.9
26
413.83
103.29
15.62
56789.5
0.0
0.0 55707.8
14118.6
27
429,36
110.11
15.46
53155.2
0.0
0.0 52296.0
13367.2
28
444,74
117.28
15.30
49069.4
0.0
0.0 48426.0
12514.9
29
459.95
124.81
15.12
44555.6
0.0
0.0 44108.2
11564.0
30
474.99
132.67
14.94
39638.6
0.0
0.0 39353.1
10516.8
31
489.84
140.88
14.76
34345.0
0.0
0.0 34172.1
9375.7
32
504.50
149.43
14.56
28702.8
0.0
0.0 28576.7
8143.5
33
518.96
15&31
14.36
22741.2
0.0
0.0 22579.5
6822.7
34
533.21
167.52
14.15
16491.2
0.0
0.0 16193.1
5416.2
35
545.14
175,58
9.72
7645.9
0.0
0.0 7298.4 2897.E
36
550.25
179.14
0.50
304.7
0.0
0.0 281.8 128.5
37
550.82
179,53
0,63
364.1
0.0
0.0 334.1 157.3
38
551.70
180.15
1.15
609.3
0.0
0.0 551.6 274.1
39
553.25
181,22
1.94
807.7
0.0
0.0 521.2 665.1
40
554,97
182.45
1.51
408.6
0.0
0.0 171.7 457.8
41
555.81
183.07
0.18
35.6
0.0
0.0 40.7 4.7
42
557.18
184,07
2.66
251.4
0.0
0.0 49.3 358.8

Surface No.: 6
Factor of Safety : 1.835
Circle Center X : 118.05 ft
Circle Center Y : 811,60 ft
Circle Radius. 766.72 ft
Slice X Y Width Weight Load Water Normal Shear
(ft) (ft) (ft) (lbs) (lbs) (lbs) (lbs) (lbs)
1
69.27
47.15
2.55
118.3 0.0 0.0 139.8 315.4
2
60.55
47.07
0.00
0.3 0.0
0.0
0.3 0.0
3
65.90
46.71
10.69
3372.5
0.0
0.0 3608.3 3382.1
4
73.09
46.22
3.69 2174.1
0.0
0.0 2239.5 896.4
5
83.41
45.71
16.95 14585.3
0.0
0.0 14831.6
5116.3
6
100.37
45.14
16.97
21810.6
0.0
0.0 21970.7
6688.5
7
117.34
44.93
16.97
28526.0
0.0
0.0 28533.6
8133.9
8
134.30
45.10
16.97
34718.2
0.0
0.0 34525.5
9453.5
9
151.26
45.65
16.95
40375.2
0.0
0.0 39951.4
10648.4
10
168.21
46.57
16.93
45487.1
0.0
0.0 44816.3
11719.8
11
185.13
47.87
16.90
50045.5
0.0
0.0 49125.5
12668.8
12
202.01
49.54
16.87
54044.2
0.0
0.0 52884.2
13496.5
13
218.86
51.59
16.82
57478.5
0.0
0.0 56097.9
14204.3
14
235.65
54.01
16.77
60345.3
0.0
0.0 58772.0
14793.2
15
252,39
56.79
16.71
62644.7
0.0
0.0 60912.4
15264.5
16
269.06
59.95
16.64
64376.6
0.0
0.0 62524.9
156191
17
285.66
63.48
16.56
65544.0
0.0
0.0 63615.6
15859.9
18
302.18
67.37
16.47
66151.6
0.0
0.0 64190.9
15986.6
19
318.61
71.63
16.38
66205.6
0.0
0.0 64257.3
16001.2
20
334.93
76.25
16.28
65714.2
0.0
0.0 63821.7
15905.3
21
351.16
81.23
16.17
64687.4
0.0
0.0 62891.2
15700.3
22
367,26
86.57
16.05
63136.8
0.0
0.0 61473.1
15388.0
23
383.25
92.26
15.92
61075.8
0.0
0.0 59575.2
14970.1
24
399.10
98.31
15.79
58519.5
0.0
0.0 57205.4
14448.2
25
414,82
104.70
15.65
55484.E
0.0
0.0 54372.1
13824.2
26
430,39
111.44
15.50
51989.5
0.0
0.0 51084.1
13100.1
27
445.81
118.53
15.34
48054.D
0.0
0.0 47350.3
12277.8
28
461,07
125.95
15.18
43699.8
0.0
0.0 43180.4
11359.5
29
476.16
133.71
15.00
38949.6
0.0
0.0 38584.3
10347.3
30
491.08
141.80
14.83
33827.9
0.0
0.0 33572.3
9243.5
31
505.81
150.22
14.64
28360.3
0.0
0.0 28155.2
8050.5
32
520.35
158.97
14.45
22574.0
0.0
0.0 22344.5
6770.9
33
534.70
168.03
14.25
16497.1
0.0
0.0 16152.0
5407.1
34
545,91
175.42
8.18
6685.0
0.0
0.0 6393.0
2485.6
35
550.25
178.37
0.50
335.6
0.0
0.0 314.0 135.0
36
550,82
178.75
0,63
403.5
0.0
0.0 375.3 165.7
37
552.30
179.76
2,34
1312.3
0.0
0.0 1198.0
571.8
38
554.66
181.36
2.39
958.8
0.0
0.0 610.4 807.8
39
556.44
182.59
1.16
293.5
0.0
0.0 115.8 3434
40
557,11
183.07
0.18
36.6
0.0
0.0 41.5 4.8
41
558.51
184.07
2.63
257.8
0.0
0.0 55.7 366.2

Surface No.: 7
Factor of Safety : 1.836
Circle Center X ; 11 5. 84 ft
Circle Center Y : 814.89 ft
Circle Radius: 770.00 ft
Slice X Y Width Weight Load Water Normal Shear
(ft) (ft) (ft) (Ibs) (lbs) (Ibs) (lbs) (lbs)
1
58.81
4T.02
2.56
118.9
0.0 0.0 139.7 316.8
2
60.09
46.94
0.00
0.3 O.O
0.0
0.3 0.0
3
65.48
46.59
10.77
3398.0
0.0
0.0 3625.9 3402.7
4
72.66
46.13
3.60 2112.1
0.0
0.0 2173.1 870.8
5
82.94
45.65
16.95 14502.0
0.0
0.0 14733.0
5091.3
6
99.90
45.11
16.97 21671.9
0.0
0.O 21814.3
6649.8
7
116.87
44,94
16.97
28333.1
O.0
0.0 28322.4
8082.1
8
133.83
45.15
16.97
34472.4
O,O
0.0 34262.3
9389.4
9
150.79
45.74
16.95
40078.3
O,O
0.0 39639.2
10572.8
10
167.74
46.69
16.93
45140.9
0.0
0.0 44457.9
11633.3
11
184.65
48.02
16.90
49652.4
0.0
O.O 48723.8
12572.2
12
201.54
49.73
16.86
53606.4
0.0
0.0 52441.9
13390.5
13
218.38
51.80
16.82
56998.7
0.0
0.0 65617.7
14089.4
14
235.17
54.25
16.76
59826.5
0.0
0.0 58256.8
14670.2
15
251.90
57.06
16.70
62089.1
0.0
0.0 60364.7
15134.1
16
268.57
60.24
16.63
63787.6
0.0
0.0 61947.4
15482.5
17
285.16
63.79
16.55
64924.7
0.0
0.0 63011.0
15716.5
18
301.68
67.71
16.47
65505.1
0.0
0.0 63561.7
15837.7
19
318.10
71.98
16.37
65535.2
0.0
0.0 63606.1
15847.5
20
334.42
76.62
16.27
65023.2
0.0
0.0 63150.9
15747.3
21
350.64
81.62
16.16
63978.9
0.0
0.0 62203.2
15538.8
22
366.74
86.97
16.04
62414.1
0.0
0.0 60770.4
15223.4
23
382.72
92.68
15.92
60342.0
0.0
0.0 58860.0
14803.0
24
398.57
98.73
15.78
57777.8
0.0
0.0 56480.1
14279.2
25
414.29
105.14
15.64
54737.5
0.0
0.0 53638.9
13653.9
26
429.85
111.89
15.49
51240.7
0.0
0.0 50345.1
12929.0
27
445.27
118.98
15.34
47306.0
0.0
0.0 46607.7
12106.4
28
460.53
126.41
15.17
42955.0
0.0
0.0 42436.2
11188.3
29
475.62
134.17
15.00
38210.5
0.0
O.0 37840.3
10176.9
30
490.53
142.26
14.83
33096.7
0.0
O.O 32830.5
9074.3
31
505.26
150.68
14.64
27639.0
0.0
0.0 27417.4
7882.9
32
519.81
159.43
14.45
21864.3
0.0
0.0 21612.3
6605.3
33
534.15
168.49
14.25
15800.7
0.0
0.0 15427.0
5244.1
34
545.64
176.06
8.72
6630.0
0.0
0.0 6293.3 2533.8
35
550.25
179.19
0.50
302.6
0.0
0.0 279.3 12T.3
36
550.82
179.57
0.63
361.9
0.0
O.O 331.6 155.9
37
551.69
180.17
1.12
592.9
0.0
0.0 536.3 265.7
38
553.78
181.59
3.06
1144.1
0.0
0.0 697.7 1009.2
39
555.58
182.82
0.52
117.5
0.0
0.0 37.7 149.8
40
555.93
183.07
0.18
36.6
0.0
0.0 41.5 4.8
41
557.33
184.07
2.63
258.0
0.0
0.0 56.0 366.3

Surface No.: 8
Factor of Safety : 1.837
Circle Center X : 132.29 ft
Circle Center Y : 733.62 ft
Circle Radius : 690.39 ft
Slice X Y Width Weight Load Water Normal Shear
(ft) (ft) (ft) (ibs) (lbs) (lbs) (lbs) (!bs)
1
59.18
47.13
2.35
109.2 0.0 0.0 137.9 294.0
2
60.35
47.01
0.00
0.3 0.0
0.0
0.3 0.0
3
65.30
46.54
9.88 3117.9
0.0
0.0 3434.7 3157.0
4
72.57
45.84
4.65 2827.E
0.0
0.0 2951.5 1158.3
5
83.36
45.02
16.93 15484.9
0.0
0.0 15903.9
5346.7
6
100.30
44.03
16.95
23271.9
0.0
0.0 23623.8
7045.0
7
117.26
43.45
16.97
30504.4
0.0
0.0 30699.0
8601.5
8
134.22
43.29
16.97
37163.5
0.0
0.0 37135.6
10017.4
9
151.19
43.54
16.96
43232.7
0.0
0.0 42939.6
11294.3
10
168.15
44.22
16.95
48698.1
0.0
0.0 48117.2
12433.3
11
185.08
45.30
16.92
53547.9
0.0
0.0 52674.7
13435.9
12
201.98
46.81
16.88
57773.0
0.0
0.0 56618.3
14303.4
13
218.84
48.73
16.84
61366.9
0.0
0.0 59954.7
15037.4
14
235.65
51.06
16.78
64325.3
0.0
0.0 62690.4
15639.2
15
252.39
53.81
16.71
66646.E
0.0
0.0 64832.4
16110.5
16
269.07
56.97
16.63
68331.7
0.0
0.0 66388.0
16452.7
17
285.66
60.53
16.55
69384,0
0.0
0.0 67364.5
16667.5
18
302.15
64.51
16.45
69809.3
0.0
0.0 67769.8
16756.6
19
318.55
68.88
16.34
69616.2
0.0
0.0 67611.9
16721.9
20
334.83
73.66
16.22
68815.3
0.0
0.0 66899.3
16565.1
21
350.99
78.84
16.10
67419.8
0.0
0.0 65640.7
16288.3
22
367.02
84.41
15.96
65445.6
0.0
0.0 63845.5
15893.3
23
382.90
90.38
15.81
62910.3
0.0
0.0 61623.3
15382.5
24
398.64
96.73
15.66
59834.4
0.0
0.0 58684.1
14767.9
25
414.21
103.47
15.49
56240.2
0.0
0,0 55338.8
14021.9
26
429.61
110.59
15.32
52152.4
0.0
0.0 51498.2
13177.1
27
444.83
118.09
15.13
47597.7
0.0
0.0 47174.2
12225.8
28
459.87
125.95
14.94
42604.8
0.0
0.0 42379.0
11170.9
29
474.71
134.19
14.74
37204.3
0.0
0.0 37125.5
10015.2
30
489.34
142.79
14.52
31428.9
0.0
0.0 31427.2
8761.7
31
503.75
151.74
14.30
25312.8
0.0
0.0 25298.3
7413.4
32
517.94
161.05
14.08
18891.9
0.0
0.0 18754.0
5973.7
33
531.90
170.70
13.84
12203.8
0.0
0.0 11809.9
4446.1
34
540.41
176.80
3.20
1866.7
0.0
0.0 1722.3
613.7
35
544.64
179.97
5.26
1977.5
0.0
0.0 1151.1
1763.0
36
547.59
182.17
0.64
141.3
0.0
0.0 162.4
18.8
37
548.96
183.19
2.09
332.1
0.0
0.0 169.1 328.4
38
550.69
184.49
1.38
74.4
0.0
0.0 -39.3 176.8

Surface No.: 9
Factor of Safety : 1.837
Circle Center X : 114.14 ft
Circle Center Y : 815.71 ft
Circle Radius: 771.02 ft
Slice X Y VVdth Weight Load Water Normal Shear
(ft) (ft) (ft) (lbs) (lbs) (lbs) (lbs) (lbs)
1
57.86
46.76
2.56
118.6
0.0 0.0 139.1 316.6
2
59.14
46.68
0.00
0.1 0.0
0.0
0.1 0.0
3
64.57
46.33
10.86
343 1. 7
0.0
0.0 3657.3 3426.8
4
70.04
45.98
0.08
40.9 0.0 0.0 52.5 181.5
5
71.80
45.87
3.44 2023.7
0.0
O.O 2080.9 832.8
6
81.99
45.41
16.96 14467.3
0.0
0.0 14692.3 5078.4
7
98.95
44.89
16.97 21614.1
0.0
0.0 21749.0 6630.3
8
115.92
44.74
16.97
28252.1
0.0
0.0 28233.5 8056.3
9
132.89
44.97
16.96
34368.4
0.0
O.O 34151.0 9357.6
10
149.85
45.56
16.95
39951.8
0.0
0.0 39506.3 10535.3
11
166.79
46,54
16.93
44992.5
0.0
0.0 44304.4 11590.5
12
183.70
47.88
16.90
49482.7
0.0
0.0 48550.6 12524.3
13
200.59
49.60
16.86
53416.1
0.0
0.0 52250.1 13337.9
14
217.43
51.69
16.82
56788.6
0.0
0.0 55408.2 14032.4
15
234.22
54.15
16.76
59597.5
0.0
0.0 58030.4 14609.1
16
250.95
56.97
16.70
61842.3
0.0
0.0 60122.4 15069.1
17
267.61
60.17
16.63
63523.8
0.0
0.0 61690.1 15413.9
18
284.20
63.73
16.55
64645.1
0.0
0.0 62739.5 15644.7
19
300.71
67.65
16.47
65210.7
0.0
O.O 63276.9 15762.8
20
317.13
71.94
16.37
65227.2
0.0
0.0 63308.9 15769.9
21
333.45
76.59
16.27
64702.7
0.0
0.0 62842.1 15667.2
22
349.67
81.59
16.16
63647.2
0.0
0.0 61883.7 15456.4
23
365.77
86.95
16.04
62072.3
0.0
0.0 60440.9 15139.2
24
381.74
92.67
15.91
59991.3
O.O
0.0 58521 A 14717.0
25
397.59
98.73
15.78
57419.4
O.O
0.0 56133.1 14191.8
26
413.30
105.15
15.64
54373.1
0.0
0.0 53284.4 13565.3
27
428.87
111.90
15.49
50870.6
0.0
0.0 49983.7 12839.6
28
444.28
119.00
15.34
46931.7
0.0
O.0 46240.2 12016.2
29
459.54
126.43
15.17
42577.7
0.0
O.O 42063.2 11097.7
30
474.62
134.20
15.00
37831.3
0.0
0.0 37462.7 10085.9
31
489.53
142.30
14.82
32716.5
0.0
0.0 32448.8 8983.3
32
504.26
150.73
14.64
27259.0
0.0
0.0 27032.3 7792.1
33
518.80
159.47
14.44
21485.3
&0
0.0 21224.4 6514.9
34
533.15
168.54
14.25
15423.5
0.0
0.0 15036.9 5154.2
35
545.14
176.45
9.73
6978.7
0.0
0.0 6583.2 2727.9
36
550.25
179.93
0.50
273.2
0.0
O.0 248.5 120.4
37
550.82
180.31
0.63
324.9
0.0
O.O 292.7 147.3
38
551.15
180.54
0.04
19.4
0.0
0.0 17.4 8.9
39
552.74
181.62
3.14
1162.8
0.0
0.0 705.4 1030.9
40
554.53
182.84
0.44
99.2
0.0
0.0 30.9 127.8
41
554.85
183.07
0.18
36.6
0.0
0.0 41.5 4.8
42
556.25
184.07
2.63
257.9
0.0
0.0 56.1 365.9

Surface No.: 10
Factor of Safety : 1.838
Circle Center X : 125.96 ft
Circle Center Y : 756.50 ft
Circle Radius: 712.68 ft
Slice X Y Width Weight Load Water Normal Shear
(ft) (ft) (ft) (lbs) (Ibs) (Ibs) (lbs) (Ibs)
1
58.74
47.01
2.42
112.4 0.0 0.0 138.2 301.3
2
59.95
46.90
0.00
0.2 0.0
0.0
0.2 0.0
3
65.05
46.47
10.20
3215.5
0.0
0.0 3500.5 3239.2
4
72.29
45.86
4.29 2574.6
&0
0.0 2672.9 1055.8
5
82.91
45.17
16.94 15126.5
0,0
0.0 15471.8 5247.3
6
99.85
44.34
16.96 22682.9
0.0
0.0 22950.8 6891.3
7
116.82
43.92
16.97
29697.2
0.0
0.0 29807.4
8398.4
8
133.79
43.91
16.97
36152.4
0.0
0.0 36047.2
9770.0
9
150.75
44.30
16.96
42033.8
0.0
0.0 41676.1
11007.2
10
167.70
45.09
16.94
47329.1
0.0
0,0 46699.8
12111.5
11
184.63
46.28
16.91
52027.9
0,0
0,0 51124.2
13084.0
12
201.52
47.88
16.87
56122.2
0.0
0.0 54955.4
13926.2
13
218.37
49.88
16.83
59606.5
0.0
0.0 58199.5
14639.2
14
235,17
52.28
16.77
62477.1
0.0
0.0 60862.9
15224.7
15
251.91
55.08
16.70
64733.0
0.0
0.0 62952.0
15683.9
16
268.57
58.28
16.63
66375.2
0.0
0.0 64473.8
16018.4
17
285.16
61.87
16.54
67407.2
0.0
0.0 65435.3
16229.7
18
301.65
65.86
16.45
67834.7
0.0
0.0 65843.7
16319.5
19
318.04
70.24
16.34
67665.6
0.0
0.0 65706.8
16289.4
20
334.33
75.01
16.23
66909,Q
0.0
0.0 65032.4
16141.2
21
350,50
80.16
16.11
65580.2
0.0
0.0 63828,9
15876.6
22
366.54
85.70
15.97
63690.8
0.0
0.0 62104.8
15497.7
23
382.44
91.62
15.83
61258.3
0.0
0.0 59869.4
15006.3
24
398.20
97.91
15.68
58301.6
0.0
0.0 57132.0
14404.6
25
413.80
104.58
15.52
54841.4
0.0
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2.2.8 Technical References
1. "Lining of Waste Impoundment and Disposal Facilities", (U.S.) Environmental
Protection Agency, March 1983.
2. "NSF International (NSF) Standard 54 Flexible Membrane Liner", The NSF Joint
Committee on FIexible Membrane Liners, 1991,
3. "Geosynthetic Design Guidance for Hazardous Waste Landfill Cells and Surface
Impoundments", S & M E Inc. for the USEPA, December 1987, pgs EPA 11I-21 to
EPA III-49.
4. James K. Mitchell, Raymond B. Seed, and H. Bolton Seed, "Kettleman Hill Waste
Landfill Slope Failure 1: Liner -System Properties" in Journal of Geotechnical
Engineering, April 1 1990, pgs 647-668.
5. Joseph E. Bowls, Foundation Analysis and Desig, 4th ed, 1988, Page 141, Table
3-4.
6. Soil Dynamics, Deep Stabilization, and Special Geotechnicai Construction,
NAVFACS, Design Manual 7.3, April 1983, Page 7.3-78.
7. Design, Construction and Monitoring of Landfills, Second Edition, Amalendu
Bagchi, Wisconsin Department of Natural Resources, Pages 178-238.
06p21.6 Permit it, Construct Pharr I CHS GgiIB _7 54

2.2.9 Applicable Location Restriction Demonstrations
All location restrictions were handled in the site study with the exception of the seismic
impact zone which is covered in the Hydrogeologic Study.
960216 Permit is Construct Phase I CHS 0911 M7

2.3 Enizineerinz Drawings
%021.5 Ptrmit to Con5t ict Phasc I CHS 08/18/97

N
m
n
v
z

SECTION 3.0
MATERIALS
AND
CONSTRUCTION
PRACTICES
96021.6 Permit is coml m" Phase I CHS OE11"7

All tests indicated in this section are described in Section 4.0 Construction Quality Assurance
Plan. Tests mentioned in this section are the same tests indicated in Section 4.0.
3.1 Construction Sequence
1. Erect silt fence as shown on engineering drawings.
2. Clear all areas necessary for construction of Riser Basins #1, #2 and #3.
3. Clear all areas necessary for construction of Sediment Basins #1 and #2.
4. Construct Sediment Basins #1 and #2
5. Construct Riser Basins #1 and #2 and #3.
6. Permanently seed all disturbed areas.
8. Clear all areas necessary for construction of Diversion Ditches # 1-# 11.
9. Construct Diversion Ditches # 1-# 11.
10. Clear all areas necessary for construction of Diversion Berms # 1-97.
11. Construct Diversion Berms #147.
12. Permanently seed all disturbed areas.
13.Install all Drop Inlets and Slope Drains..
14. Prepare Subbase.
15.Construct Base Liner System.
1 G.Construct Penetrations.
17.Construct Protective cover over the Base Liner System.
18.Excavate the Leachate Trenches.
19.Construct Leachator Pump System..
20.Construct the Sewer Line From Leachator Pump System to the Lagoon.
21.Permanently seed any disturbed areas
9G0? l b Pcrmi� en Cnns�nact Phase ! CHS 081I8/97 69

3.2 Subbase
The fill subgrade will be placed in 8" loose lifts and compacted to 6" and then tested
according to ASTM D698 for density and moisture content at one test per six inch
(6") lift for each 1200 square feet compacted. The density test shall be Standard
Proctor Test of 95% at maximum dry density of optimum moisture. If an area fails, it
shall be recompacted and retested.
Before beginning construction of the base liner system, the project engineer shall
visually inspect the exposed surface to evaluate the suitability of the subgrade and
document that the surface is properly prepared and that the elevations are consistent
with the Division approved engineering plans. The elevations will be verified from
survey data based on a 50 foot grid across the subbase.
At a minimum, the subgrade shall be proof -rolled at cut sections utilizing a fully
loaded tandem dump truck. If movement of the subbase is observed under the tires,
the section of movement will be removed and replaced with suitable fill material.
This newly placed fill material will then be tested for proper density and moisture
content.
96P2I.6 Permit is Corsi ruci Phaw I CHS 08118/97 70

3.3 Cohesive Soil Liner
3.3.1 Materials and Construction Practices
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.
The soil for the cohesive soil liner shall consist of the red, orange, clayey silt on site if
the mica content is less than 0.5 percent by weight passing the No. 200 Sieve and a
permeability of 1 x 10-7 cm./see or less is achieved. Off -site cohesive soils may be
used if approved by the Engineer and provides a permeability of 1 x 10"7 cm/sec or
lower. Wyoming bentonite or an approved equivalent may be blended with the soil to
lower the soil's permeability.
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 liner. The window is
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.
A test strip of compacted cohesive soil liner shall be prepared to create a permeability
"window" prior to general installation of the cohesive soil liner. 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 liner. 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 125 ft. The test strip shall
consist of at least four compacted 6 inch lifts of cohesive soil liner. The test strip may
be used as an integral part of the overall cohesive soil liner if it meets the required
specification for the liner.
After the test strip passes, soil will be placed to the total thickness shown on the plans
in maximum 8-inch thick loose lifts with a maximum 6" compacted lift. A sheepsfoot
roller or approved alternative may be used to compact the soil liner 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 liner shall be screened,
dished, or prepared using any other, approved method as necessary to obtain a
96021 6 par it to Conslroa Phase 1 CH5 08/18/97 71

homogeneous cohesive soil with clod sizes in a soil matrix no larger than about 1.5
inches in maximum diameter. The clay liner must be a minimum of two feet thick. 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. If the soil for the cohesive soil liner 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.
The thickness and grade of the clay liner will be verified by the engineer before
placement of the geomembrane liner. The thickness and grade will be verified by
surveying the clay at 50' grid points where the elevations of the subbase will be
checked with the top of clay liner to verify 2' of clay. The grade will then be verified
with the surveyed information. The survey will be performed by NC licensed
surveyors.
Surfaces to be lined shall be smooth and free of debris, roots, and angular or sharp
rocks larger than three -eight (318) inches in diameter to a depth of six (5) inches. The
cohesive soil liner shall have no sudden sharp or abrupt changes in grade. The
Contractor shall protect the cohesive soil liner 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
liner 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 will be replaced or reworked by the contractor to remove these defects.
The anchor trench shall be excavated by the Contractor to lengths and widths shown
on the design drawings prior to geomembrane placement. Anchor trenches excavated
in clay soils susceptible to desiccation cracks should be excavated only the distance
required for that days liner placement to minimize the potential of desiccation
cracking of the clay soils. Corners in the anchor trench shall be slightly rounded
where the geomembrane adjoins the trench to minimize sharp bends in the
geomembrane.
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 liner and the surface shall remain the
responsibility of the contractor.
96Q21.6 P"11 1n COn51MC1 Phasr 1 CHS 08/18/97 72

3.4 Flexible Membrane Liner
3.4.1 Materials and Construction Practices
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.
Ga mil High Density Polyethylene (HDPE) - National Sanitation Foundation (NSF)
Standard Number 54 is to be placed in direct contact with moist cohesive soil liner.
The leachate lagoon is double lined and will have a Textured geomembrane, while the
Landfill itself is single lined and will only have a Textured Geomembrane. The
extrusion rods and/or brads used in seaming the rolls together shall be derived from
the same base resin as the liner.
Prior to commencement of liner deployment, layout drawings shall be produced to
indicate the panel configuration and location of seams for the project. 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. 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.
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. The method and equipment used to deploy the panels must not damage
the geomembrane or the supporting subgrade surface. 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. 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. The geomembrane
will be deployed in a manner to minimize wrinkles. Any area of a panel seriously
damaged (tom, twisted, or crimped) will be marked, cut out and removed from the
work area with resulting seaming and/or repairs performed. 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.
96021 5 Pe 1L tu CM51MC[ Phase 1 CHS 08111ko n 7s

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.
The flexible membrane liner will be welded together by fusion and extrusion fillet
welding methods. 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. 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 Flexible Membrane Liner Manufacturer/Installer will rely on the experience of
the 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 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 may substantiate the decision made by the
Project Superintendent to seam on any given day. Fusion Welding is done by first
overlapping panels of geomembrane approximately four (4) inches, next 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. Next, adjust the
panels so that seams are aligned with the fewest possible number of wrinkles and
"fishmouths". A movable protective layer may be used, at the discretion of the
Flexible Geomembrane Liner System Project Superintendent, directly below the
overlap of geomembrane that is to be seamed to prevent build-up of moisture between
the panels.
9W21.5 Yam;! la Con 1nJV P1kasc i 74

Extrusion Welding is done by overlapping panels of geomembrane a minimum of
three (3) inches and temporarily bond the panels of geomembrane to be welded taking
care not to damage the geomembrane. Next 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 1/4" outside of the extrusion weld area. Clean the
seam area prior to seaming to assure the area is clean and free of moisture, dust, dirt,
and debris of any kind. Purge the extruder prior to beginning the seam to remove all
heat -degraded extrudate from the barrel. Keep welding rod clean and off the ground.
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. 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. Visually inspect the
seam for squeeze out, footprint, pressure and general appearance. Two random
samples one (1) inch wide shall be cut from the test seam. The specimens shall then
be tested in peel using a field tensiometer and shall not fail in the seam. If a specimen
fails the entire procedure shall be repeated. 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. 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, welders name,
temperature control setting and test results. Passing test results records shall be
maintained.
Seaming shall extend to the outside edge of panels to be placed in the anchor trench.
While welding a seam, monitor and maintain the proper overlap. Inspect seam area to
assure area is clean and free of moisture, dust, dirt, debris of any kind. While
welding a seam, monitor temperature gauges to assure proper settings are maintained
and that the seaming apparatus is operating properly. Align wrinkles at the seam
overlap to allow welding through the wrinkle. 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.
All crosslbutt seams between two (2)
9WI1 6 Permit to Cons"Cl Phase I CBS 0811 M7 15

rows of seamed panels shall be welded during the coolest time of the day to allow for
contraction of the geomembrane. All "T" joints shall have the overlap from the wedge
welder seam trimmed back to allow an extrusion fillet weld. Then grind two (2)
inches minimum on either side of the wedge seam, then extrusion weld all of the area
prepared by grinding.
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.
Air pressure testing will be conducted. 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. An air pump with rubber hose and sharp hollow
needle (manual or motor driven) capable of generating and sustaining a pressure
between 25 to 30 psi will be used to test the seam. 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 27 to 30 psi,
close valve, and observe initial pressure after approximately 2 minutes. For the 60 mil
IIDPE liner the seam has to have a minimum initial pressure of 27 psi and a
maximum initial pressure of 30 psi. 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 3 psi or if the pressure does not stabilize, locate faulty area and
repair. 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.
In the event of a Non -Complying Air Pressure Test, check the seam end seals and
retest seams. If non-compliance with specified maximum pressure differential
re -occurs, cut one (1) inch samples from each end of the seam and additional samples.
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. 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.
The overlap left by the wedge welder will be heat tacked in place along the entire
length of seam
96021.6 PenM to Comma Phase I CHS OVIV97 76

and the entire length of seam will be extrusion welded. Test the entire length of the
repaired seam by vacuum testing.
Vacuum testing will be conducted 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.
Vacuum box assembly consists of a rigid housing, a transparent viewing window, a
soft neoprene gasket attached to the bottom, port hole or valve assembly, 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.
The procedure for Vacuum Testing is to 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. 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. The
procedure for Non -Complying Testis to mark all areas where soap bubbles appear and
repair the marked areas. Retest repaired areas.
The procedure for 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. All destructive tests will be done according to ASTM D4437. 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 for peel ASTM D4437. Tensile strength is essentially a
measurement of the greatest tension stress a substance can bear without tearing. If the
liner tears before any part of the seam does the test is successful. If any field sample
fails to pass, it will be assumed the sample fails destructive testing. Destructive
samples will be taken every 500 ft. of seam.
%021 5 Permit to C ansttuct Phase I CH5 ❑ i I&97 77

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. All destructive seam samples sent to the
Flexible Membrane Liner Syste&s laboratory shall be numbered. 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. 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.
The 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. All other installation personnel shall, at all times,
be on the lookout for any damaged areas. Damaged areas shall be marked and
repaired.
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 Project
Superintendent. Repairs need to be made in a timely matter 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 liner such as a temporary cover. If
cohesive soil liner is damaged, it must be reworked. Procedures available for repair
are (] )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, (2) Grinding and welding - used to repair sections
of extruded seams, (3) Spot welding or seaming - used to repair small tears, pinholes
or other minor localized flaws, (4) Gapping - used to repair lengths of failed extruded
seams, (5) Removal of a bad seam and replacement with a strip of new material
seamed into place.
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.
96021.6 Pcrmii is Construct Phasc t CHS OW "7 7s

3.5 HDPE Drainage Net
3.5.1 Materials and Construction Practices
HDPE Double Bonded Drainage Net
* National Seal Company or Approved Equal.
The geonets will be handled in such a manner as to ensure the geonets are not
damaged in any way. On slopes, the geonets will be secured in the anchor trench and
then rolled down the slope in such a manner as to continually keep the geonet sheet in
tension. If necessary, the geonet will be positioned by hand after being unrolled to
minimize wrinkles. Geonets 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).
Geonets will not be welded to the geomembrane. Geonets 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 geonet that could cause
clogging of the drainage system, and or stones that could damage the adjacent
geomembrane.
Adjacent rolls of geonet 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 geonet strips are required, an extra layer of geonet will be unrolled
along the slope, on top of the previously installed geonets, from the top to bottom of
the slope.
Any holes or tears in the geonet will be repaired by placing a patch extending two feet
beyond edges of the hole or tear. The patch will be secured to the original geonet 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
geonet will be joined.
9waI 6 Pemul [o Consim" Phut I CE3S OW &/W 7y

3.6 Protective Cover
3.6.1 Materials and Construction Practices
The soil for the select site backfill shall consist of suitable site soil free of debris,
roots, rocks and organics. The soil shall contain no particles or objects greater than
314 inch in largest dimension, which has been screened. No permeability, grain size,
or other tests are required for this material. This material is not being used as a
drainage media, ieachate collection lines are installed every fifty feet and designed to
collect water flowing on top of the protective cover.
The soil for backfill shall consist of suitable site soil free of debris, roots, rocks, and
organics. There are no permeability, grain size, or any other test required for this
material. This material is not being used as a drainage media, leachate collection lines
are installed every fifty feet and designed to collect water flowing on top of the
protective cover.
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 protective cover shall be composed of select backfill and 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.
A minimum of 12 inches of cover between low ground pressure equipment such as
the Caterpillar D6H LGP, or approved equal, and the liner is required at all times.
Roadways for entering and for transporting material over slopes and floor shall have a
minimum depth of four feet. Avoid undue stress on the liner at all times. Cover
material must be pushed up side slopes, never down to help minimize wrinkles. 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. 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. Equipment operators must avoid sharp turns or quick stops that
could pinch and tear the liner. If damage does occur, report it to the Project Manager
immediately so that repairs can be performed without needless delay. Cover shall be
placed and maintained in a uniform thickness, free of ruts and irregularities. Do not
work wet cover material that cannot support equipment. Equipment operators and all
other personnel must be qualified and must exercise good judgment and common
sense at all times.
96021 6 pe min to C'mmMCI Phxsc I COS CO 18)97 8Q

3.7 Leachate Collection System
3.7.1 Materials and Construction Practices
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.
The Leachate Collection System consists of #57 stone, 4.5 oz. Non -woven Geotextile
fabric, 16.6 Non -woven Geotextile fabric, and 8" SDR 17 HDPE pipe will be used in
the construction of the Leachate Collection System.
A 2' wide by 3' deep trench will be dug out of the protective cover as indicated on the
operation drawings located in section 5 of this document. Excavation for the leachate
collection shall be done only after the three foot of protective cover has been installed
over the flexible membrane liner. Mechanical equipment can be used for the first two
and one-half feet of excavation. The remaining one-half foot or whatever protective
cover remains above the flexible membrane liner shall be excavated by hand so as to
not damage the liner. If damage occurs to the liner the Engineer or Owner shall be
notified immediately and the repair shall take place shortly thereafter.
A 16oz non -woven geotextile fabric will be placed inside the trench and in direct
contact with the 60mi1 HDPE liner. This will protect the liner from the #57 stone.
Next the 4.5oz non -woven geotextile fabric will be placed in the trench such that it
can completely surround the trench. 457 stone will be placed at a depth of 2" in the
whole length of the trench. Next the butt fused perforated SDR 17 6" or 8" HDPE
pipe will be placed on top of the 2" thick stone and then covered with the #57 stone,
After the placement of the stone the 4.5oz geotextile will be closed over top of the
trench. All the leachate collection pipe, as shown on the operation drawings, is
connected in a way such that all leachate runs to the low spot in the landfill where it
will be gravity fed into the sewer line.
Butt Fusion for HDPE pipe. Clean pipe ends inside and outside with a clean cloth to
remove dirt, water, grease and other foreign materials. Square (face) the pipe ends
using facing tool of the fusion machine. Check line-up of pipe ends in fusion machine
to see that pipe ends meet squarely and completely over the entire surface to be fused.
This is commonly referred to as "adjusting high -low". It is advisable at this point to
make sure the clamps are tight so that the pipe does not slip during the fusion process.
Insert clean heater plate between aligned ends, and bring ends firmly in contact with
plate, but do not apply pressure while achieving melt pattern. Carefully move the
pipe ends away from the heater plate and remove the plate. (If the softened material
%023.6 Pm it to construe YhaW t C"S MAW 81

sticks to the heater plate, discontinue the joint. Clean heater plate, re -square pipe
ends and start over.)
Note: One pipe end usually moves away from the heater plate first. It is good
practice to "bump" the plate away from the other side and then lift it out. Never drag
or slide it over the melted pipe end.
Bring melted ends together rapidly. Do not slam. Apply enough pressure to form a
double roll back to the body of the pipe brad around the entire circumference of the
pipe about 11$" to 311 d" wide. Pressure is necessary to cause the heated material to
flow together. Allow the joint to cool and solidify properly. This occurs when the
brad feels hard and your finger can remain comfortably on the brad. Remove the pipe
from the clamps and inspect the joint appearance.
A Knife Gate Valves will be placed in several places to control stormwater and
leachate as indicated in the operation drawings.
96flZ 1.5 Pcrmir to Contour Phase I CHS 0811 BJ97 91

3.8 Sewer Line
3.8.1 Materials and Construction Practices
The sewer line consists of a SDR 17 HDPE dual containment pipe, 8" carrier by 12"
containment, Polyethylene manholes are placed along the sewer line. The sewer line
runs to the Leachate Lagoon where it is aerated as needed, recirculated or pumped to
its appropriate location.
All Gravity Flow Pipeline shall be installed using a laser for control of vertical and
horizontal alignment. The Contractor shall follow accepted practices in the utilization
of the laser. A certified laser operator shall be present on the job at all times. Care
shall be exercised to assure that the alignment control range of the instrument is not
exceeded; but in no case, shall the range exceed 500 feet. Care shall be taken to
prevent vibration of or direct sunlight on the instrument. Where present, a blower
shall be provided to purge glue vapors from the pipe. An air velocity meter shall be
provided so that the velocity of air in the pipe will not be great enough to cause the
light beam to be distorted. The Contractor shall coordinate the work to minimize the
number of take downs and set ups at each point. Periodic checks of the laser shall be
made to assure that alignment is maintained.
Each pipe shall be laid on an even, firm bed, so that no uneven strain will come to any
part of the pipe. Before each piece of pipe is lowered into the trench, it shall be
thoroughly inspected to insure its being clean. Each piece of pipe shall be lowered
separately. No piece of pipe or fitting which is known to be defective, shall be laid or
placed in the lines. If any defective pipe or fitting shall be discovered after the pipe is
laid it shall be removed and replaced with a satisfactory pipe or fitting without
additional charge. In case a length of pipe is cut to fit in a line, it shall be so cut as to
leave a smooth end at right angles to the longitudinal axis of the pipe.
Butt Fusion for HDPE pipe. Clean pipe ends inside and outside with a clean cloth to
remove dirt, water, grease and other foreign materials. Square (face) the pipe ends
using facing tool of the fusion machine. Check line-up of pipe ends in fusion machine
to see that pipe ends meet squarely and completely over the entire surface to be fused.
This is commonly referred to as "adjusting high -low". It is advisable at this point to
make sure the clamps are tight so that the pipe does not slip during the fusion process.
Insert clean heater plate between aligned ends, and bring ends firmly in contact with
plate, but do not apply pressure while achieving melt pattern. Carefully move the
pipe ends away from the heater plate and remove the plate. (If the softened material
sticks to the heater plate, discontinue the joint. Clean heater plate, re -square pipe
ends and start over.)
96a:i.6 Permit to Comma Phase 1 CHS 08118197 83

Note: One pipe end usually moves away from the heater plate first. It is good
practice to "bump" the plate away from the other side and then lift it out. Never drag
or slide it over the melted pipe end.
Bring melted ends together rapidly. Do not slam. Apply enough pressure to form a
double roll back to the body of the pipe brad around the entire circumference of the
pipe about 1/8" to 3/16" wide. Pressure is necessary to cause the heated material to
flow together. Allow the joint to cool and solidify properly. This occurs when the
brad feels hard and your finger can remain comfortably on the brad. Remove the pipe
from the clamps and inspect the joint appearance.
HDPE Dual Containment Force main - ASTM D3354. All HDPE pipe shall be
tested at its rated working pressure. in no case shall there be any visible leakage,
nor shall there be leakage between any section of pipe.
960Z1 6 Pcrmit In Canstmcl Phase I CHS 08118M7 94

3.9 Closure Cohesive Soil Liner
3.9.1 Materials and Construction Practices
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.
The soil for the cohesive soil liner shall consist of the red, orange, clayey silt on site if
the mica content is less than 0.5 percent by weight passing the No. 200 Sieve and a
permeability of 1 x 10-5 cm/sec or less is achieved. Off -site cohesive soils may be
used if approved by the Engineer and provides a permeability of l x 10'5 cm/sec or
lower Wyoming bentonite or an approved equivalent may be blended with the soil to
lower the soil's permeability.
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 liner. The window is
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.
A test strip of compacted cohesive soil liner shall be prepared to create a permeability
"window" prior to general installation of the cohesive soil liner. 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 liner. 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 125 ft. The test strip shall
consist of at least four compacted 6 inch lifts of cohesive soil liner. The test strip may
be used as an integral part of the overall cohesive soil liner if it meets the required
specification for the liner.
After the test strip passes soil will be placed to the total thickness shown on the plans
in maximum 8-inch thick loose lifts with a maximum 6" compacted lift. A sheepsfoot
roller or approved alternative may be used to compact the soil liner 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 liner shall be screened,
disked, or prepared using any other, approved method as necessary to obtain a
9B0218 Yo IMil III CWLS l0 ftaW I CHS OR/11097 95

homogeneous cohesive soil with clod sizes in a soil matrix no larger than about 1.5
inches in maximum diameter. The clay liner must be a minimum of two feet thick. 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. If the soil for the cohesive soil liner 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 Iaboratory.
The thickness and grade of the clay liner will be verified by the engineer before
placement of the geomembrane liner. The thickness and grade will be verified by
surveying the clay at 50' grid points where the elevations of the subbase will be
checked with the top of clay liner to verify 2' of clay. The grade will then be verified
with the surveyed information. The survey will be performed by NC licensed
surveyors.
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 liner shall have no sudden sharp or abrupt changes in grade. The
Contractor shall protect the cohesive soil liner 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
liner 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 will be replaced or reworked by the contractor to remove these defects.
The anchor trench shall be excavated by the Contractor to lengths and widths shown
on the design drawings prior to geomembrane placement. Anchor trenches excavated
in clay soils susceptible to desiccation cracks should be excavated only the distance
required for that days liner placement to minimize the potential of desiccation
cracking of the clay soils. Corners in the anchor trench shall be slightly rounded
where the geomembrane adjoins the trench to minimize sharp bends in the
geomembrane.
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 liner and the surface shall remain the
responsibility of the contractor.
%021.6 Prrma 1e Canewce Phase 1 CHS 6811&V7 86

3.10 Closure Flexible Membrane Liner
3.10.1 Materials and Construction Practices
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.
60 mil High Density Polyethylene (HDPE) - National Sanitation Foundation (NSF)
Standard Number 54 is to be placed in direct contact with moist cohesive soil liner.
The leachate lagoon is double lined and will have a Textured geomembrane, while the
Landfill itself is single lined and will only have a Textured Geomembrane. The
extrusion rods and/or brads used in seaming the rolls together shall be derived from
the same base resin as the liner.
Prior to commencement of liner deployment, layout drawings shall be produced to
indicate the panel configuration and location of seams for the project. 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. 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.
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. The method and equipment used to deploy the panels must not damage
the geomembrane or the supporting subgrade surface. 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 geomerbrane. 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. The geomembrane
will be deployed in a manner to minimize wrinkles. 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. 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.
96021 6 Pomit to Comma Phase I CKS nt1 &97 97

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.
The flexible membrane liner will be welded together by fusion and extrusion fillet
welding methods. 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. 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 Flexible Membrane Liner Manufacturer/Installer will rely on the experience of
the 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 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 may substantiate the decision made by the
Project Superintendent to seam on any given day. Fusion Welding is done by first
overlapping panels of geomembrane approximately four (4) inches, next 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. Next, adjust the
panels so that seams are aligned with the fewest possible number of wrinkles and
"f shmouths". A movable protective layer may be used, at the discretion of the
Flexible Geomembrane Liner System Project Superintendent, directly below the
overlap of geomembrane that is to be seamed to prevent build-up of moisture between
the panels.
0021.5 Permit to ConsiMet Phase 1 C145 DWI8M7 88

Extrusion Welding is done by overlapping panels of geomembrane a minimum of
three (3) inches and temporarily bond the panels of geomembrane to be welded taking
care not to damage the geomembrane. Next 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 '/a" outside of the extrusion weld area. Clean the
seam area prior to seaming to assure the area is clean and free of moisture, dust, dirt,
and debris of any kind, Purge the extruder prior to beginning the seam to remove all
heat -degraded extrudate from the barrel. Keep welding rod clean and off the ground.
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. 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. Visually inspect the
seam for squeeze out, footprint, pressure and general appearance. Two random
samples one (1) inch wide shall be cut from the test seam. The specimens shall then
be tested in peel using a field tensiometer and shall not fail in the seam. If a specimen
fails the entire procedure shall be repeated. 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. 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. Passing test results records shall be
maintained.
Seaming shall extend to the outside edge of panels to be placed in the anchor trench.
While welding a seam, monitor and maintain the proper overlap. Inspect seam area to
assure area is clean and free of moisture, dust, dirt, debris of any kind. While
welding a seam, monitor temperature gauges to assure proper settings are maintained
and that the seaming apparatus is operating properly. Align wrinkles at the seam
overlap to allow welding through the wrinkle. 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.
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. All "T"
joints shall have the overlap from the wedge welder seam trimmed back to allow an
extrusion fillet weld. Then grind two (2) inches minimum on either side of the wedge
seam, then extrusion weld all of the area prepared by grinding.
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.
96021 6 Pumii to COf1 IMCI hhu I CHS MISM 99

Air pressure testing will be conducted. The welded seam created by double hot -
wedge fission 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. An air pump with rubber hose and sharp hollow
needle (manual or motor driven) capable of generating and sustaining a pressure
between 25 to 30 psi will be used to test the seam. 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 27 to 30 psi,
close valve, and observe initial pressure after approximately 2 minutes. For the 60 mil
HDPE liner the seam has to have a minimum initial pressure of 27 psi and a
maximum initial pressure of 30 psi-. 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 3 psi or if the pressure does not stabilize, locate faulty area and
repair. 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.
In the event of a Non -Complying Air Pressure Test, check the seam end seals and
retest seams. If non-compliance with specified maximum pressure differential
re -occurs, cut one (1) inch samples from each end of the seam and additional samples.
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. 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.
The overlap left by the wedge welder will be heat tacked in place along the entire
length of seam
W21 6 Vermir to Construct please I C I I S 08/18/97 1)0

and the entire length of seam will be extrusion welded. Test the entire length of the
repaired seam by vacuum testing.
Vacuum testing will be conducted 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.
Vacuum box assembly consists of a rigid housing, a transparent viewing window, a
soft neoprene gasket attached to the bottom, port hole or valve assembly, 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.
The procedure for Vacuum Testing is to 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 34 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. The
procedure for Non -Complying Testis to mark all areas where soap bubbles appear and
repair the marked areas. Retest repaired areas.
The procedure for 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. All destructive tests will be done according to ASTM D4437. 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 for peel ASTM D4437. Tensile strength is essentially a
measurement of the greatest tension stress a substance can bear without tearing. If the
liner tears before any part of the seam does the test is successful. If any field sample
fails to pass, it will be assumed the sample fails destructive testing. Destructive
samples will be taken every 500 ft. of seam.
()W21 6 Permit 10 Constmci Phase 1 CHS 09YI9 97 91

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. All destructive seam samples sent to the
Flexible Membrane Liner System's laboratory shall be numbered. 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. 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.
The 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. All other installation personnel shall, at all times,
be on the lookout for any damaged areas. Damaged areas shall be marked and
repaired.
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 Project
Superintendent. Repairs need to be made in a timely matter 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 liner such as a temporary cover. If
cohesive soil liner is damaged, it must be reworked. Procedures available for repair
are (1 )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, (2) Grinding and welding - used to repair sections
of extruded seams, (3) Spot welding or seaming - used to repair small tears, pinholes
or other minor localized flaws, (4) Capping - used to repair lengths of failed extruded
seams, (5) Removal of a bad seam and replacement with a strip of new material
seamed into place.
Every repair shall be non-destructively tested. Repairs which pass the non-destructive
test shall he 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.
96021 6 Permit I cons7ruet Phase I CH 08/18/97 q2

3.11 Closure HDPE Drainage Net
3.11.1 Materials and Construction Practices
HDPE Single Bonded Drainage Net
* National Seal Company or Approved Equal.
The geonets will be handled in such a manner as to ensure the geonets are not
damaged in any way. On slopes, the geonets will be secured in the anchor trench and
then rolled down the slope in such a manner as to continually keep the geonet sheet in
tension. If necessary, the geonet will be positioned by hand after being unrolled to
minimize wrinkles. Geonets 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).
Geonets will not be welded to the geomembrane. Geonets 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 geonet that could cause
clogging of the drainage system, and or stones that could damage the adjacent
geomembrane.
Adjacent rolls of geonet 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 geonet strips are required, an extra layer of geonet will be unrolled
along the slope, on top of the previously installed geonets, from the top to bottom of
the slope.
Any holes or tears in the geonet will be repaired by placing a patch extending two feet
beyond edges of the hole or tear. The patch will be secured to the original geonet 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
geonet will be joined.
96621.6 Pennit to Cow roet Phase I CW9 0911 gm 43

3.12 Closure Protective Cover
3.12.1 Materials and Construction Practices
The soil for the select site backfill 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. No permeability, grain size,
or other tests are required for this material.
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 protective cover shall be composed of 12" of select backfill and 12" of 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.
A minimum of 12 inches of cover between low ground pressure equipment such as
the Caterpillar DbH LGP, or approved equal, and the liner is required at all times.
Roadways for entering and for transporting material over slopes and floor shall have a
minimum depth of four feet. Avoid undue stress on the liner at all times. Cover
material must be pushed up side slopes, never down to help minimize wrinkles. 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. 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. Equipment operators must avoid sharp turns or quick stops that
could pinch and tear the liner. If damage does occur, report it to the Project Manager
immediately so that repairs can be performed without needless delay. Cover shall be
placed and maintained in a uniform thickness, free of ruts and irregularities. Do not
work wet cover material that cannot support equipment. Equipment operators and all
other personnel must be qualified and must exercise good judgment and common
sense at all times.
9W21.6 Permit to Cansi= Phase I Cfis W18197 94

3.13 Closure Methane Venting System
3.13.1 Materials and Construction Practices
The Methane Gas Venting System will consist of #57 stone, 8 oz. Geotextile fabric,
and 8" SDR 17 HDPE pipe will be used in the construction of the Gas venting system.
A 2' wide by 1' deep trench will be dug out of the internnediate cover as indicated on
the operation drawings located in section 5 of this document. An 8oz geotextile
fabric will be placed inside the trench such that it can completely surround the trench.
#57 stone will be placed solely in the whole length of the trench except for the first
1 a' in either direction of the HDPE vent, where 8" SDR 17 HDPE pipe shall be
placed and covered with the #57 stone. After the placement of the stone the 8oz
geotextile will be closed over top of the trench.
96021.6 Permit so Consimc: Phase I CHS 0811W'I 95

CO
m
n
a
z
2

SECTION 4.0
CONSTRUCTION
QUALITY ASSURANCE
PLAN
9602I.6 Permit to Conmuct Phas I CH 0811 V97

4.1 Introduction
The Division of Solid Waste Management requires that the Engineer certifies the constructed
landfill 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 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 Contractor's will provide to the Owner of the landfill and the Engineer a
completed landfill constructed by Division of Solid Waste approved plans and specifications.
The Contractor will give the Engineer a schedule for completion of the landfill including dates
for expected construction of the clay test pad, base liner system installation, installation of
protective cover, installation of leachate collection system, 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 asbuilt 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.
Qualified liner installers, seamers, and the liner foreman shall meet a minimum requirement of
1,000,004 square feet of geomembrane installation. The Liner Foreman is responsible for
coordinating the installation of the geomembrane liner. The Liner Forman will report to the
Contractors Foreman, and Engineer's Construction Observer on a daily basis. The Liner
Foreman is responsible for obtaining the geomembrane samples needed for field and laboratory
testing as indicated in the plans and specifications.
The Engineer is responsible for providing the engineering design, drawings and specifications,
contract documents and CQA needed for construction of the landfill. The Engineer is
responsible for conduction of 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 of Solid
Waste Management that the landfill 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
observation, independent laboratory soil testing to test site specific soil properties including
permeability, density, and moisture content, and independent material testing laboratories for
destructive testing of the flexible membrane liner. The Engineer will be providing Quality
Assurance by spot testing along side the contractor, who will be providing the Quality Control.
%021 6 Pu it 10 Cominul Phase I CHS OW &N7 97

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. The CO will remain on
site at all times during construction activities. It is the CO's responsibility to know and interpret
the plans and specifications of the project. The Construction Observer may stop work at any time
he feels the Contractor is not following the Division approved plans and specifications. 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
seen fit by the CO.
The Contractor and Engineer will have independent Quality Assurance Laboratory testing. Each
Quality Assurance Laboratory will be responsible for testing the geomembrane according to all
ASTM American Society for Testing and Materials, and NSF National Sanitation Foundation
tests, and return all results in a 24 hour time frame.
96021.6 hermit to Consimct Ahaw I C H 5 OSI1SN7 98

4.2 Inspection Activities and Sampling Strategies
4.2.1 Base Liner System Subbase
The fill subgrade will be placed in 8" loose lifts and compacted to 6" and then tested
according to tested ASTM D698 for density and moisture content at a one test per six
inch (6") lift for each 1200 square feet compacted. The density test shall be Standard
Proctor of 95% at maximum dry density of optimum moisture. If an area fails, it shall
be recompacted with the proper moisture and retested.
Before beginning construction of the base liner system, the project engineer shall
visually inspect the exposed surface to evaluate the suitability of the subgrade and
document that the surface is properly prepared and that the elevations are consistent
with the Division approved engineering plans. The elevations will be verified from
survey data based on a 50 foot grid across the subbase.
At a minimum, the subgrade shall be proof -rolled at cut sections utilizing a fully
loaded tandem dump truck. If movement of the subbase is observed under the tires,
the section of movement will be removed and replaced with suitable fill material.
This newly placed fill material will then be tested for proper density and moisture.
96[121 6 Pnmil 10 Canslm Phase I CI15 08.+I V07 0

4.2.2 Base Liner System Cohesive Soil Liner
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 Liner Borrow Material Permeability Window
Test Name Description Test Method Engineer
Frequency
Moisture/Density
95% Standard Proctor
ASTM D698
1 per 5000 c.y.
Permeability
Laboratory Falling Head
CCE EM1110-2-1906
1 per 5000 c.y.
Atterberg Limits
ASTM D4318
l per 5000 c.y.
Visual Classification
ASTM D2488
1 per 5000 c.y.
Grain Size
For Mica Content
ASTM D422
1 per 5000 c.y.
Distribution
Cohesive Soil Liner
Test Pad Tests
Test Name
Description
Test Method
Engineer
Frequency
Moisture/Density
Permeability
Remolded Permeability
Atterberg Limits
Visual Classification
Grain Size Distribution
Test Name
Field Moisture/Density
Permeability
Atterberg Limits
Visual Classification
Grain Size Distribution
95% Standard Proctor
ASTM D698
3 per lift
Laboratory Falling Head
COE EM1110-2-1906
1 per lift
Laboratory Falling Head
COE EM1110-2-1906
1 per lift
ASTM D4318
i per lift
ASTM D2488
1 per lift
For Mica Content
ASTM D422
1 per lift
Cohesive Soil Liner Tests
Description Test Method
Nuclear Gauge
Laboratory COE EM1110-2-
Falling Head 1906
ASTM D4318
ASTM D2488
For Mica ASTM D422
Content
Contractor Engineer
Frequency Frequency
4 per lift per acre 1 per lift
4 per lift per acre 1 per lift
4 per lift per acre
1 per lift
4 per lift per acre
1 per lift
4 per lift per acre
1 per lift
96021 4 Permil to Consimn Phasc 1 CHS 0811" 1W

(a) The soil for the cohesive soil liner shall consist of the red, orange, clayey silt on
site if the mica content is less than 0.5 percent by weight passing the No. 200 Sieve
and a permeability of 1 x 10.7 cm/see or less is achieved. Off -site cohesive soils may
be used if approved by the Engineer and provides a permeability of I x 10-7 cm/sec or
lower 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 liner. 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 (I x 10-7 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 and grain size distribution shall also be conducted on the bulk
samples used to prepare the permeability window ASTM D2488, D4318, D422.
These tests can be used as indexes 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 liner shall be prepared to create a
permeability "window" prior to general installation of the cohesive soil liner. 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 liner. At a minimum, the verification will
consist of three moisture density tests, one Atterberg limits test, one grain size
distribution test (ASTM D698, ASTM D2488, D4318, and D422), and one Shelby
Tube sample for each lift constructed in the test pad. Laboratory falling head
permeability tests shall be performed on tube (Shelby or drive tubes) samples of the
cohesive soil liner after placement and compaction. The permeability must be a
maximum Of 1x10 cm/sec. Tests shall be performed in accordance with the U. S.
Army Corps of Engineers' "Permeability Testing on Sampling Tubes", EM 1110-2-
1906, Appendix VII, 30 Nov. 70, paragraph 5, page VII-16, . 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 125 ft.
96D21.6 Permit W Cansuucl Phase I CIi598MV)7 101

The test strip shall consist of at least four compacted 6 inch lifts of cohesive soil liner.
Placement and testing of the test strip shall be in conformance with the construction
specifications and requirements for general installation of the cohesive sail liner. Test
results from the test strip shall be used to guide placement and achievement of the
required maximum permeability of 1 x 10.7 cm/sec of the cohesive soil liner. The test
strip may be used as an integral part of the overall cohesive soil liner if it meets the
required specification for the liner. 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 fl-
inch thick loose lifts with a maximum 6" compacted lift compacted at a moisture
content between 0 to 3% above optimum moisture content to 95% Standard Proctor
maximum dry density (ASTM Test Designation D698). The soils for the cohesive
soil liner must be compacted wet of optimum if the desired permeability is to be
obtained. A sheepsfoot roller or approved alternative may be used to compact the soil
liner 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 liner 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 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. The Engineer will test a minimum one sample per lift for Quality
Assurance.
(f) The cohesive soil liner shall be tested to evaluate the coefficient of permeability.
The coefficient of permeability of the soil liner shall be equal to or less than 1.0 x 10-7
cm/see after placement and compaction The clay liner must be a minimum of two
feet thick.
(g) Laboratory falling head permeability tests shall be performed on tube (Shelby or
drive tubes) samples of the cohesive soil liner after placement and compaction. The
permeability must be a maximum of i x 10'7cmisec. Tests shall be performed in
accordance with the U. S. Army Corps of Engineers' "Permeability Testing on
Sampling Tubes", EM 1110-2-1906, Appendix Vll, 30 Nov. 70, paragraph 5, page
VII-16.
(h) The clay liner shall be tested a minimum of four soil samples per lift per acre for
particle size distribution analysis, Atterberg limits, triaxial cell laboratory
permeability, moisture content, percent bentonite admixed with soil if needed, and the
moisture -density -permeability relation ASTM D698, D2488, D4318, when mica
content occurs ASTM D422. All permeability testing will be on random samples
%D2I 6IICinll to Con%LMCi phase i CHS G&M97 102

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 clay it fails the required tests, the material will either be reworked or replaced.
The clay liner must remain moist at all times, if any section becomes dry, rework the
dry area and moisten.
(i) The Engineer shall test a minimum one sample per lift per acre for Quality
Assurance.
0) 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 liner 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 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. On the final lift the sample excavation
shall be repaired using bentonite.
(k) 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.
(1) As a minimum, sufficient visual classifications (ASTM Test Designation D2488)
and Atterberg limits (ASTM Test Designation D431 S) shall be conducted in
association with each permeability test to verify that the construction materials meet
specifications. Where mica content is in question, sufficient gradation analyses
(ASTM Test Designation D422) shall be conducted to verify the mica content meets
the required limit.. The minimum number of tests will be 4 per lift per acre.
(m) If the soil for the cohesive soil liner 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. Where additives are required, the soil shall be placed in
maximum 8-inch thick loose lifts and compacted between a 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.
96021.6 pdwil 10 CGFWt C Ph&k I CHS a8l18l97 1W

(n) 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 liner shall have no sudden sharp or abrupt changes in grade.
(o) The Contractor shall protect the cohesive soil liner 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
liner 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 by the contractor to remove these defects.
(p) The thickness and grade of the clay liner will be verified by the engineer before
placement of the geomembrane liner. The thickness and grade will be verified by
surveying. The clay will be surveyed at 50" grid points where the elevations of the
subbase will be checked with the top of clay liner to verify 2' of clay. The grade will
then be verified with the surveyed information. The survey will be performed by NC
licensed surveyors.
(q) The anchor trench shall be excavated by the Contractor to lengths and widths
shown on the design drawings prior to geomembrane placement. Anchor trenches
excavated in clay soils susceptible to desiccation cracks should be excavated only the
distance required for that days liner placement to minimize the potential of
desiccation cracking of the clay soils. Corners in the anchor trench shall be slightly
rounded where the geomembrane adjoins the trench to minimize sharp bends in the
geomembrane.
(r) 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 liner and the surface
shall remain the responsibility of the contractor.
1)6021 6 Permit to COASI mm Alm I CHS OVI810 104

4.2.3 Base Liner System 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.
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
Thickness Caliper Test Every Roll
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.
60 mil High Density Polyethylene (HDPF) - National Sanitation Foundation (NSF)
Standard Number 54 - Is to be placed in direct contact with moist cohesive soil liner.
The leachate lagoon is double lined and will have both Textured geomembranes,
while the Landfill itself is single lined and will only have a single Textured
Geomembrane. 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:
9&011 6 Pernm to Consi roc[ Phase I C H S 0811 P)7 M

Resin Properties
Melt Flow Index
Oxidative Induction Time
Sheet Properties
Mass Per unit Area
Thickness (Average)
Thickness (individual)
Density
Carbon Black Content
Carbon Black Dispersion
Tensile Properties
Stress at Yield (psi)
Stress at Yield (ppi)
Stress at Break (psi)
Stress at Break (ppi)
Strain at Yield
Strain at Break
Strain at Break
Dimensional Stability
Tear Resistance (ppi)
Tear Resistance (Ibs)
Puncture Resistance (ppi)
Puncture Resistance (lbs)
Constant Load ESCR
Seam Properties
Shear Strength
Peel Strength (hot wedge)
Peel Strength (fillet)
Textured 60 mil HDPE Specifications
Test Method
Units
Minimum
ASTM D 1238
g110 min.
0.50
ASTM D 3895
minutes
100
A] pan, 200°C, I atm 02
Test Method
Units
Minimum
ASTM D 5261
lbIR2
.31
ASTM D 5199
mils
60.0
ASTM D 5199
mils
57.0
ASTM D 1505
g/cm3
0.940
ASTM D 4218
percent
2.0
ASTM D 5596
rating
A 1,A2,13 1
ASTM D 638
psi
2200
ASTM D 638
ppi
132
ASTM D 638
psi
2300
ASTM D 638
ppi
138
1.3" gage length (NSF)
percent
13.0
2.0" gage or extensometer
percent
200
2.5" gage length (NSF)
percent
160
ASTM D 1204 NSF mod
percent
1 A
ASTM D 1004
ppi
750
ASTM D 1004
lbs
45
ASTM D 4833
ppi
1800
ASTM D 4833
lbs
108
ASTM D 5397 single point
hours
200
Method
Units
Minimum
ASTM D 4437, NSF mod
psi
2000
ASTM ❑ 4437, NSF mod
psi
1500
ASTM D 4437, NSF mod
psi
1300
* National Seal Company or Approved Equal.
%0? 16 pe,m„ ,n cnfl,j ,cc pYusc i CHS oan si47 1 n:,

(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 given to the construction observer. The
construction observer will inspect all certifications. If the certification does not meet
specifications, it will be rejected. The construction observer will inspect each roll for
proper thickness. A caliper will be used along a 3' wide section from the roil. Ten
tests will be taken and averaged. The thickness must meet a minimum average of
60mils. If not it will be rejected.
(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.
96021 6 Permit 10 Construct Phaw I CH DS1I SM 107

(c) Method of Deployment
(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 avers.
(5)Any damage to a panel of the geomembrane will be repaired. Any area of a
panel seriously damaged (tarn, twisted, or crimped) will be marked, cut out and
removed from the work area with resulting seaming and/or repairs performed.
(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, sea.mers, 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
9d021.6 Pcrnvl 10 Consiniu Phase i CHS 0911 SN7 108

(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 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 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 Project
Superintendent to seam on any given day.
(4) Seam Prepaatian
(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.
%071.6 Permil to CQnsimul Phase 1 CKS 68 l"7 I0v

(3) Adjus-, 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
Geomembrane Liner System 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 '/a" 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.
96021.6 PGFII4IS to Construct Phase I CHS "811 "7 110

(2)Two random samples one (1) inch wide shall be cut from the test seam. The
specimens shall then be tested in peel using a field tensiometer and shall not fail
in the seam. If a specimen fails the entire procedure shall be repeated.
(3)lf 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.
(4)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.
(5)Passing test results records shall be maintained.
(6) General Seaming Procedures
(a) Seaming shall extend to the outside edge of panels to be placed in the anchor
trench.
(b) While welding a seam, monitor and maintain the proper overlap.
(c) Inspect seam area to assure area is clean and free of moisture, dust, dirt, debris
of any kind.
(d) While welding a seam, monitor temperature gauges to assure proper settings
are maintained and that the seaming apparatus is operating properly.
(e) Align wrinkles at the seam overlap to allow welding through the wrinkle.
(f) 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.
(g) 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.
(h) All "T" joints shall have the overlap from the wedge welder seam trimmed
back to allow an extrusion fillet weld. Then grind °/4 of an inch minimum on either
side of the wedge seam, then extrusion weld all of the area prepared by grinding.
%021.6 Pc Iit is CMSS(Mcl MW I CHS OV I V47

4.2.4 Base Liner Systems 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 Testinl
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.
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. PsiMax. Psi
40
25
30
60
27
30
80
30
30
100
30
30
96021.6 Ptrmit io Construes Ahu i C145 08118M 112

* 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 - HDPE
Material Mil Pressure Diff.
40 4 psi
60 3 psi
so 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, cut
one. (I) inch samples from each end of the seam and additional samples.
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.
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.
96021.6 Permit w Ctswgmc" these " CHs OR "7 113

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. The overlap left by the wedge
welder will be heat tacked in place along the entire length of seam and the entire
length of seam will be extrusion welded.
Test the entire length of the repaired seam by vacuum testing.
(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 Testin
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.
W21 5 Pamir ro cvnsiruct P105V 1 CH5 f I M97 114

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 34 seconds, examine the geomembrane through the
viewing window for the presence of soap bubbles.
If no bubbles appear after 34 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.
(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 Testin
All Destructive tests will be done according to ASTM D4437. 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
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.
96021 6 Pcrmil to CP1l trout Phe I CHS OW1V97 115

The two (2), one (1) inch wide samples shall be tested in the field in a tensiometer
for peel ASTM D4437. Tensile strength is essentially a measurement of the
greatest tension stress a substance can bear without tearing. If the liner tears
before any part of the seam does the test is successful. If any field sample fails to
pass, it will be assumed the sample fails destructive testing.
(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.
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 Flexible Membrane Liner System's
laboratory shall be numbered.
(d) Qualit Assurance Laboratory Testing
(I)Destructive samples sent to the laboratory will be tested for "shear strength"
and "peel adhesion" (ASTM D4437 as modified by NSF). five (5) specimens
shall be tested for each test method with data recorded. Four (4) out of the five
(5) specimens must pass for each test in order for the seam to pass the destructive
test.
96021.5 Permit 1,3 construct Phase I CAS 08,1 "7 116

(2)Defects and R_ emirs
(a) The 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 Project
Superintendent. Repairs need to be made in a timely matter to protect the
moist cohesive soil Iiner and flexible membrane liner. If inclement weather is
approaching, steps need to be made to protect the cohesive soil liner such as a
temporary cover. If cohesive soil liner is damaged, it must be reworked.
Procedures available for repair:
Patching - used to repair large holes, tears and destructive sample locations.
All patches shall extend at least six (b) inches beyond the edges of the defect
and all comers of patches shall be rounded.
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.
(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.
960216 Permit 10 COMIMO Phase I CHS QR11SX? 117

4.2.5 Protective Cover for Landfill Construction
Geotextile Fabric
Geotextile fabric underlining the protective cover, covering the HDPE Drainage Net
shall be non -woven needle punched fabric with the following minimum properties:
1) Weight
2) Thickness
3) Grab Strength
4] Grab Elongation
5) Trapezoidal Tear Strength
6) Puncture Strength
7) Mullen Burst Strength
8) Permittivity
9) Permeability, 1 c
8.3 ozlyd2
105 mils
210 lbs.
50%
85 lbs. ASTM D-4533
100 lbs. ASTM D-4833
320 psi ASTM D-3786
ASTM D-3776
ASTM D-1777
ASTM D-4632
1.7 sec 1 ASTM D-4491
0.4 cm/sec ASTM D-4491
Geotextile fabric shall be manufactured by Polyfelt or approved equal.
HDPE Double Bonded Drainage Net
Property
Test Method
Units
Minimum
Roll Length (Nora.)
ft
300
Roil Width (Nom.
ft
7.54 & 14.5
Thickness
ASTM D 5199
inches
0.250
Area per roll (Nom.)
If
2262 & 4350
Weight per Roll (Nom.)
lbs
365 & 705
Mass per Unit Area
ASTM D 5261
IbslfP
0.162
Carbon Black Content
ASTM D 4218
percent
2.0
Density
ASTM ❑ 1505
glcm3
0.94
Melt Flow Index (Max.)
ASTM D 1238 Condition E
g110 min.
0.5
Tensile Strength
ASTM D 5035 Modified
lb/in.
45
Transmissivity
ASTM D 4716
M7/sec.
1 x10"3
* National Seal Company or Approved Equal.
The geonets will be handled in such a manner as to ensure the geonets are not
damaged in any way. On slopes, the geonets will be secured in the anchor trench and
then rolled down the slope in such a manner as to continually keep the geonet sheet in
tension. If necessary, the geonet will be positioned by hand after being unrolled to
minimize wrinkles. Geonets 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).
96021.6 Pemik to CQnstma Phue I C H S 0811 W97 t t5

Geonets will not be welded to the geomembrane. Geonets 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 geonet that could cause
clogging of the drainage system, and or stones that could damage the adjacent
geomembrane.
Adjacent rolls of geonet 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 geonet strips are required, an extra layer of geonet will be unrolled
along the slope, on top of the previously installed geonets, from the top to bottom of
the slope.
Any holes or tears in the geonet will be repaired by placing a patch extending two feet
beyond edges of the hole or tear. The patch will be secured to the original geonet 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
geonet will be joined.
The engineer will visually inspect the drainage layer before placement of the
protective soil, if any defects are detected they will be repaired before placement of
protective soil.
Select Backfill
The soil for the select site backfill 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. There are no permeability,
grain size, or any other test required for this material. This material is not being used
as a drainage media, leachate collection lines are installed every fifty feet and
designed to collect water flowing on top of the protective cover.
Sackfill
The soil for backfiil shall consist of suitable site soil free of debris, roots, rocks, and
organics. There are no permeability, grain size, or any other test required for this
material. This material is not being used as a drainage media, leachate collection lines
are installed every fifty feet and designed to collect water flowing on top of the
protective cover.
96021.6 remit to cons Na Phew o CHs ovi 8197 1 l9

Protective Soil Cover
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 protective cover shall be composed of select backfill and 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.
When installing the cover, the contractor shall adhere to the following guidelines:
(I)A minimum of 12 inches of cover between low ground pressure equipment
such as the Caterpillar D6H LGP, or approved equal, and the liner is required at
all times. Roadways for entering and for transporting material over slopes and
floor shall have a minimum depth of four feet.
(2)Avoid undue stress on the liner at all tunes. Cover material must be pushed up
side 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.
(3)If damage does occur, report it to the Project Manager immediately so that
repairs can be performed without needless delay.
(4)Cover shall be placed and maintained in a uniform thickness, free of ruts and
irregularities.
(5)Do not work wet cover material that cannot support equipment.
(6) Equipment operators and all other personnel must be qualified and must
exercise good judgment and common sense at all times.
%021.6 Vomit to Consuact Phase F CH5OVIV97 120

4.2.6 Leachate Collection 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-
(1) High Density Polyethylene Pipe
The polyethylene pipe shall be high performance, ultra -high molecular weight, high
density polyethylene pipe, conforming to ASTM D1248 (Type III, Class C, Category
5, Grade P34). Minimum cell classification values shall be 335434C as referenced in
ASTM D3350. The pipe shall be SDR 17. The pipe shall contain 2 percent carbon
black. The pipe shall be "Driscopipe," as manufactured by Phillips Products
Company, or equal.
(2) Stone Surrounding Perforated Collection Pi in
Stone for leachate collection system shall meet the requirements of NC DOT
aggregate, standard size No. 57, and shall contain no fines. Stone must pass the sieve
analysis test for No. 57 stone performed at the quarry.
(3) Geotextile Filter Fabric
Filter fabric surrounding the ballast rock/collection piping shall be non -woven needle
punched drainage fabric with the following minimum properties:
1)
Weight
4.5 oz/yd2
ASTM D-3776
2)
Thickness
60 mils
ASTM D-1777
3)
Grab Strength
125 lbs.
ASTM D-4632
4)
Grab Elongation
75%
ASTM D-4632
5)
Trapezoidal Tear Strength
60 lbs.
ASTM D-4533
6)
Puncture Strength
65 lbs.
ASTM D-3787
7)
Mullen Burst Strength
185 psi
ASTM D-3786
8)
Permittivity
3.0 sec l
ASTM D-4991
9)
Permeability,
1e 0.5 cm/see
10)
Apparent Opening Size (ADS) 0.20 mm
ASTM D-4751
(70 sieve)
Filter fabric shall be manufactured by Polyfelt or approved equal.
96021 6 PnrH4l1000MIFUcl Phase I CI IS ❑V1W97

(4) Geotextile Fabric
Geotextile fabric underlining the ballast rock/collection piping shall be non -woven
needle punched fabric with the following minimum properties:
1) Weight
2) Thickness
3) Grab Strength
4) Grab Elongation
5) Trapezoidal Tear Strength
6) Puncture Strength
7) Mullen Burst Strength
8) Permittivity
9) Permeability,
16.6 ozlyd2
170 mils
480 lbs.
100%
200 lbs. ASTM D-4533
180 lbs. ASTM D-3787
550 psi ASTM D-3786
0.9 sec -I ASTM D-3786
1 c 0.4 cm/sec ASTM D-4991
ASTM D-3776
ASTM D-1777
ASTM D-4632
Geotextile fabric shall be manufactured by Polyfelt or approved equal.
(5) Knife Gate Valves
Knife Gate Valves shall be bonnetless, wafer type made with a cast iron body, with
several support ribs for a strong flanged connection. All sizes shall have a fabricated
stainless steel liner. Standard flange holes will be drilled and tapped. Flange drilling
dimensions will meet M.S.C. SP-81 and A.N.S.I. B16.5, Class 125/150 requirements.
The raised face flange shall meet M.S.S. SP-81 face-to-face dimensions. Valves shall
have all wetted parts of stainless steel. Stainless steel liner shall extend through the
valve chest to the top of the packing gland. Both sides of the gate shall be finished
ground. The stem shall be stainless steel and shall have double pitch threads. The
yoke nut shall be acid -resisting bronze. The valve shall have a raised seat with a
relieved area around the seat to prevent jamming. The valve gate shall be suitable for
125 psi pressure differential. Packing gland shall have three (3) layers of fiber
packing with a 4th elastomer seal. Resilient seated knife gate valves shall have a
round port with a replaceable resilient seat interlocked by a metal retaining ring. The
metal ring shall act as a wiper blade to clean the gate before it passes over the seat.
The resilient seat shall be captured and locked in place on three (3) sides only
exposing one surface for sealing which prevents blowout. Knife gate valves shall be a
series 304G as manufactured by Red Valve or equal.
960216 Pcrmd in ta,mmo Phan I Cris 08118197 122

(6) Polyethylene Manholes
Polyethylene manholes shall be produced using polyethylene compounds conforming
to the requirement of Type III, Category "3", Class B, as defined and described in
ASTM D-1248. Clean reworked material or reprocessed material may be use din the
manufacture provided that the manhole components meet all the requirements of the
product specification.
Polyethylene manholes shall be produced in the rotational molding process. The
manhole will consist of an appropriate combination of base, elevation, and top section
based on project requirements. Interior access to all manholes shall be designed so
that a portable ladder or permanent step system can be supported by the installed
manhole. Manholes may be supplied with factory molded steps. Manway reducers
shall be concentric with respect to the larger portion of the manhole. The manhole
shall be designed to accept and shall be furnished with concrete filled polyethylene
manhole lids weighing not less than 190 pounds and must be compatible with a
Dewey Brothers RCR-2001 standard cast iron frame. Manhole segment joints shall
be designed to function as a full tongue and grove with the groove portion no less
than 2.75 inches in depth, and shall include water tight gaskets and/or sealing
compounds as recommended by the manufacturer.
Polyethylene manholes shall have a nominal cylinder internal diameter of 48 inches.
The manway reducer nominal inside diameter shall be 27.75 inches. Wall thickness
of all components shall be determined in accordance with ASTM D-2122 and shall be
a minimum of .330 inches.
(7) Trenching for Leachate Pi in
The Engineer shall provide on the Contract Drawings a horizontal layout for the
proposed leachate collection system along with a minimum of two (2) bench marks.
The Contractor shall be responsible for verifying the accuracy of any and all bench
marks prior to use. No claim for extra work will be allowed for alleged inaccuracy
for any bench mark. It shall be the Contractor's responsibility to protect the original
line and bench marks set by the Engineer. Should this information become destroyed
or damaged, the cost of the replacement will be borne by the Contractor.
Excavation for the leachate collection shall be done only after the three foot of
protective cover has been installed over the flexible membrane liner.
Mechanical equipment can be used for the first two and one-half feet of excavation.
The remaining one-half foot or whatever protective cover remains above the flexible
membrane liner shall be excavated by hand so as to not damage the liner. If damage
occurs to the liner the Engineer or Owner shall be notified immediately and the repair
shall take place shortly thereafter.
9071 6 Pe it to Construct Phase 1 CHS (WI U97 123

(8) Installation of Geotextile Fabric
Geotextile fabric shall be installed along the length of the trenching or as required by
Project Specifications on top of the exposed flexible membrane liner. This fabric is
intended to protect the liner from the stone that surrounds the perforated collection
piping.
(9) Installation of the Filter Fabric
Filter Fabric shall be installed along the entire length of the trench immediately above
the geotextile fabric and up the walls of the trench with enough excess at the top so
that the stone can be completely covered with filter fabric.
960216 Permit to Construct Phase I C11S 09/19/97 124

4.2.7 Sewer Line
All HDPE pipe shall be laid in conformance with the ASTM standard for installing
flexible thermoplastic pipe ASTM D2321. This specification shall be strictly
conformed with unless otherwise noted by the Project Specifications or required by
the Engineer on site because of local conditions.
All Dual Containment HDPE PIPE shall confirm to ASTM D3350.
(1) Construction Methods
All Gravity Flow Pipeline shall be installed using a laser for control of vertical and
horizontal alignment. The Contractor shall follow accepted practices in the utilization
of the laser. A certified laser operator shall be present on the job at all times. Care
shall be exercised to assure that the alignment control range of the instrument is not
exceeded; but in no case, shall the range exceed 500 feet. Care shall be taken to
prevent vibration of or direct sunlight on the instrument. Where present, a blower
shall be provided to purge glue vapors from the pipe. An air velocity meter shall be
provided so that the velocity of air in the pipe will not be great enough to cause the
light beam to be distorted. The Contractor shall coordinate the work to minimize the
number of take downs and set ups at each point. Periodic checks of the laser shall be
made to assure that alignment is maintained.
Each pipe shall be laid on an even, firm bed, so that no uneven strain will come to any
part of the pipe. Before each piece of pipe is lowered into the trench, it shall be
thoroughly inspected to insure its being clean. Each piece of pipe shall be lowered
separately. No piece of pipe or fitting which is known to be defective, shall be laid or
placed in the lines. If any defective pipe or fitting shall be discovered after the pipe is
laid it shall be removed and replaced with a satisfactory pipe or fitting without
additional charge. In case a length of pipe is cut to fit in a line, it shall be so cut as to
leave a smooth end at right angles to the longitudinal axis of the pipe.
(2) Butt Fusion for HDPE pipe
Clean pipe ends inside and outside with a clean cloth to remove dirt, water, grease
and other foreign materials.
Square (face) the pipe ends using facing tool of the fusion machine.
Chcck line-up of pipe ends in fusion machine to see that pipe ends meet squarely and
completely over the entire surface to be fused. This is commonly referred to as
"adjusting high -low". It is advisable at this point to make sure the clamps are tight so
that the pipe does not slip during the fusion process.
96o2I 6 Pcrrmut to Construe Phase I CHS OW1U197 121

Insert clean heater plate between aligned ends, and bring ends firmly in contact with
plate, but do not a 1 ressure while achieving melt pattern. Carefully move the
pipe ends away from the heater plate and remove the plate. (If the softened material
sticks to the heater plate, discontinue the joint. Clean heater plate, re -square pipe
ends and start over.)
Note: One pipe end usually moves away from the heater plate first. It is good
practice to "bump" the plate away from the other side and then lift it out. Never drag
or slide it over the melted pipe end.
Bring melted ends together rapidly. Do not slam. Apply enough pressure to form a
double roll back to the body of the pipe brad around the entire circumference of the
pipe about 118" to 3116" wide. Pressure is necessary to cause the heated material to
flow together.
Allow the joint to cool and solidify properly. This occurs when the brad feels hard
and your finger can remain comfortably on the brad. Remove the pipe from the
clamps and inspect the joint appearance.
(3) Tests
HDPE Dual Containment Force main - ASTM D3350. All HDPE pipe shall be
tested at its rated working pressure. In no case shall there be any visible leakage,
nor shall there be leakage between any section of pipe.
96021.6 Permit to Cdutmct Phase I CHS 08M 81W 16

4.2.8 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.
4.2.9 Closure Cohesive Soil Liner
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 Liner Borrow Material Permeability Window
Test Name
Description
Test Method
Moisture/Density
95% Standard Proctor
ASTM D698
Permeability
Laboratory Falling Head
COE EM1110-2-1906
Atterberg Limits
ASTM D4318
Visual Classification
ASTM D2488
Grain Size
For Mica Content
ASTM D422
Distribution
Cohesive Soil Liner Test Pad Tests
Test Name
Moisture/Density
Permeability
Remolded Permeability
Atterberg Limits
Visual Classification
Grain Size Distribution
Description
95% Standard Proctor
Laboratory Falling Head
Laboratory falling Head
For Mica Content
Test Method
ASTM D698
COE EM1110-2-1906
COE EM 1110-2-1906
ASTM D4318
ASTM D2488
ASTM D422
Engineer
Frequency
I per 5000 c.y.
1 per 5000 c.y.
1 per 5000 c.y-
1 per 5000 c.y.
I per 5000 c.y.
Engineer
Frequency
3 per lift
1 per lift
1 per lift
1 per lift
1 per lift
1 per lift
96021.6 PermiI to ConsiNtl Phasc I CHS OR,I V97 127

Cohesive Soil Liner Tests
Test Name
Description
Test Method
Contractor
Engineer
Frequency
Frequency
Field Moisture/Density
Nuclear Gauge
4 per lift per acre
1 per lift
Permeability
Laboratory
COE EM 1110-2-
4 per lift per acre
1 per lift
Falling Head
1906
Atterberg Limits
ASTM D4318
4 per lift per acre
1 per lift
Visual Classification
ASTM D2488
4 per lift per acre
1 per lift
Grain Size Distribution
For Mica
ASTM D422
4 per lift per acre
1 per lift
Content
(a) The soil for the cohesive soil liner shall consist of the red, orange, clayey silt on
site if the mica content is less than 0.5 percent by weight passing the No. 200 Sieve
and a permeability of 1 x 10-5 cm/see or less is achieved. Off -site cohesive soils may
be used if approved by the Engineer and provides a permeability of 1 x 10-5 cm/sec or
lower 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) The required borrow soil/stockpile tests are performed at 1 per 5000c.y. of
placement of soil.
(c) 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 liner. 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 x 10-5 cm/sec) at various dry densities and moisture contents. The
window is the 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.
96021.6 Permit to Comma Phswe I C115 0811 W97 128

(d) Atterberg limits and grain size distribution shall also be conducted on the bulk
samples used to prepare the permeability window ASTM D2488, D4318, D422.
These tests can be used as Indexes 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. The Engineer shall test a minimum one sample per lift
for Quality Assurance.
(e) A test strip of compacted cohesive soil liner shall be prepared to create a
permeability "window" prior to general installation of the cohesive soil liner. 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 liner. 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 falling head permeability tests shall be
performed on tube (Shelby or drive tubes) samples of the cohesive soil liner after
placement and compaction. The permeability must be a maximum of lx10-$cmisee.
Tests shall be performed in accordance with the U. S. Army Corps of Engineers'
"Permeability Testing on Sampling Tubes", EM 1110-2-1906, Appendix VII, 30 Nov.
70, paragraph 5, page VH-16, . 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 125 ft. The test strip shall consist of at
least four compacted 6 inch lifts of cohesive soil liner. Placement and testing of the
test strip shall be in conformance with the construction specifications and
requirements for general installation of the cohesive soil liner. Test results from the
test strip shall be used to guide placement and achievement of the required maximum
permeability of 1 x 10-5 cmisec of the cohesive soil liner. The test strip may be used
as an integral part of the overall cohesive soil liner if it meets the required
specification for the liner. All results shall be given to the Construction Observer.
M21 6 Pamil to Co Ul ruct Phase i CHS ow I EV97 119

(f) The soils shall be placed to the total thickness shown on the plans in maximum fl-
inch thick loose lifts with a maximum 6" compacted lift compacted at a moisture
content between 0 to 3% above optimum moisture content to 95% Standard Proctor
maximum dry density (ASTM Test Designation D698). The soils for the cohesive
soil liner must be compacted wet of optimum if the desired permeability is to be
obtained. A sheepsfoot roller or approved alternative may be used to compact the soil
liner 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 liner 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 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.
(g) The cohesive soil liner shall be tested to evaluate the coefficient of permeability.
The coefficient of permeability of the soil liner shall be equal to or less than 1.0 x 10-5
cm/sec after placement and compaction The clay liner must be a minimum of two
feet thick.
(h) Laboratory falling head permeability tests shall be performed on tube (Shelby or
drive tubes) samples of the cohesive soil liner after placement and compaction. The
permeability must be a maximum of lx l n-5cm/sec. Tests shall be performed in
accordance with the U. S. Army Corps of Engineers' "Permeability Testing on
Sampling Tubes", EM 1110-2-1906, Appendix VII, 30 Nov. 70, paragraph 5, page
V11-16.
(i) The clay liner shall be tested a minimum of four soil samples per lift per acre for
particle size distribution analysis, Atterberg limits, triaxial cell laboratory
permeability, moisture content, percent bentonite admixed with soil if needed, and the
moisture -density -permeability relation ASTM D698, D2488, D4318, when mica
content occurs ASTM D422. 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 clay it fails the required tests, the material will either be reworked or replaced.
The clay liner must remain moist at all times, if any section becomes dry, rework the
dry area and moisten.
0) The Engineer shall test a minimum one sample per lift per acre for Quality
Assurance.
960Z1.5 ?Emil IV cuflam[I Maw 1 CHS 08118M 1 }l)

(k) 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 liner 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 shall be backfilled to grade with a 54% 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. On the final lift the sample excavation
shall be repaired using bentonite.
(1) 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.
(m) As a minimum, sufficient visual classifications (ASTM Test Designation D2488)
and Atterberg limits (ASTM Test Designation D4318) shall be conducted in
association with each permeability test to verify that the construction materials meet
specifications. Where mica content is in question, sufficient gradation analyses
(ASTM Test Designation D422) shall be conducted to verify the mica content meets
the required limit. The minimum number of tests will be 4 per lift per acre.
(n) If the soil for the cohesive soil liner 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. Where additives are required, the soil shall be placed in
maximum 8-inch thick loose lifts and compacted 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.
(o) 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 liner shall have no sudden sharp or abrupt changes in grade.
(p) The Contractor shall protect the cohesive soil liner 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
liner 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 by the contractor to remove these defects.
96021.6 Perim co Construct Phase I CHS 0811807 131

(q) The thickness and grade of the clay liner will be verified by the engineer before
placement of the geomembrane liner. The thickness and grade will be verified by
surveying. The clay will be surveyed at 50' grid points where the elevations of the
subbase will be checked with the top of clay liner to verify 2' of clay. The grade will
then be verified with the surveyed information. The survey will be performed by NC
licensed surveyors.
(r) The anchor trench shall be excavated by the Contractor to lengths and widths
shown on the design drawings prior to geomembrane placement. Anchor trenches
excavated in clay soils susceptible to desiccation cracks should be excavated only the
distance required for that days liner placement to minimize the potential of
desiccation cracking of the clay soils. Corners in the anchor trench shall be slightly
rounded where the geomembrane adjoins the trench to minimize sharp bends in the
geomembrane.
(s) 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 liner and the surface
shall remain the responsibility of the contractor.
960,1.E Permit io Cana -a Phew I CHS OW S 97 132

4.2.10 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.
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
Thickness Caliper Test Every Roll
Qualified liner installers, seainers, 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
40 mil Linear Low Density Polyethylene (LLDPE). Is to be placed in direct contact
with moist cohesive soil liner. 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:
96021 6 Pamir to Construct Phase I CHS 08118197 133.

Smooth 40 mil LLDPE Specifications
Resin Properties
Test Method
Units
Minimum
Melt Flow Index
ASTM D I238
g110 min.
1.0
Resin Density
ASTM D 1505
glcm3
0.92
Al pan, 200°C, 1 atm 02
Sheet Properties
Test Method
Units
Minimum
Thickness (Average)
ASTM D 5199
mils
40.0
Thickness (Individual)
ASTM D 5199
mils
36,0
Density
ASTM D 1505
9lcm3
0.935
Carbon Black Content
ASTM D 4218
percent
2.0
Carbon Black Dispersion
ASTM D 5596
rating
A1,A2,BI
Tensile Properties
100% Secant Modulus (psi)
ASTM D 638
psi
1500
100% Secant Modulus (ppi)
ASTM D 638
ppi
60
Stress at Break (psi)
ASTM D 638
psi
3800
Stress at Break (ppi)
ASTM D 638
ppi
152
Strain at Break
2.0" gage or extensometer
percent
850
Strain at Break
2.5" gage length (NSF)
percent
680
Dimensional Stability
ASTM D 1204 NSF mod
percent
3.0
Tear Resistance (ppi)
ASTM D 1004
ppi
630
Tear Resistance (lbs)
ASTM D 1004
lips
25
Puncture Resistance (ppi)
ASTM D 4833
ppi
1800
Puncture Resistance (lbs)
ASTM D 4833
lbs
72
Seam Properties
Method
Units
Minimum
Shear Strength
ASTM D 4437, NSF mod
psi
1500
Peel Strength (hot wedge)
ASTM D 4437, NSF mod
psi
1325
Peel Strength (fillet)
ASTM D 4437, NSF mod
psi
1135
* National Seal Company or Approved Equal.
96U21 6 ?c 11 10 Conslr t Phase I C}d511VW97 B4

(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 given to the construction observer. The
construction observer will inspect all certifications. If the certification does not meet
specifications, it will be rejected. The construction observer will inspect each roll for
proper thickness. A caliper will be used along a 3' wide section from the roll. Ten
tests will be taken and averaged. The thickness must meet a minimum average of
40mils. If not it will be rejected.
(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.
9M21.6 PCFAlit [* C011SC Mct PhWC t CHS QW18197 115

(c) Method of Deployment
(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.
(S)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.
(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 trade 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
M21.6 Pcrmh to Consvuc[ Phacc I CHS 0811W97 136

(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 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 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 Project
Superintendent to seam on any given day.
(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.
96021 0 Permit to Constmet Phase I CHS W19/97 137

(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
Geomembrane Liner System 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
(I)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 1/4" 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
(I)Visually inspect the seam for squeeze out, footprint, pressure and general
appearance.
96021.6 Pen 6l to CoMtFVIci Pll I CH 08/18/97 138

(2)Two random samples one (1) inch wide shall be out from the test seam. The
specimens shall then be tested in peel using a field tensiometer and shall not fail
in the seam. If a specimen fails the entire procedure shall be repeated,
(3)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.
(4)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.
(S)Passing test results records shall be maintained.
(6) General Seaming Procedures
(a) Seaming shall extend to the outside edge of panels to be placed in the anchor
trench.
(b) While welding a seam, monitor and maintain the proper overlap.
(c) Inspect seam area to assure area is clean and free of moisture, dust, dirt, debris
of any kind.
(d) While welding a seam, monitor temperature gauges to assure proper settings
are maintained and that the seaming apparatus is operating properly.
(e) Align wrinkles at the seam overlap to allow welding through the wrinkle.
(f) 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.
(g) All crossibun 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.
(h) All "T" joints shall have the overlap from the wedge welder seam trimmed
back to allow an extrusion fillet weld. Then grind 114 of an inch minimum on either
side of the wedge seam, then extrusion weld all of the area prepared by grinding.
96011 b Permit In Conss MCI Pbaw I CHS 08/107 119

4.2.11 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.
(I) Equipment for Air Testin
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.
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 Testin
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. PsiMax. Psi
40
25
30
50
27
30
s0
30
30
100
30
30
96021.6 Permit to Conslru[t Phase I CHS OBII "1 140

* 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, cut
one (1) inch samples from each end of the seam and additional samples.
Perform destructive peel tests on the samples using the Feld tensiometer.
If all samples pass destructive testing, remove the overlap left by the wedge
welder and vacuum test the entire length of seam.
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.
W21 6 Pcrmic to Cooslruct Phase 1 CI iS 0911 V97 141

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. The overlap left by the wedge
welder will be heat tacked in place along the entire length of seam and the entire
length of seam will be extrusion welded.
Test the entire length of the repaired seam by vacuum testing.
(b) Vacuum Testin
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)Equip_ment for Vacuum Testin
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 Testin
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.
96021.6 Nona to Conmwl Plm I CI-HS 0911 &M7 142

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 34 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.
(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 Testin
All Destructive tests will be done according to ASTM D4437. 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
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.
96021.6 Pcrnm so Cons=t Pharr V CHS 0811 BN? M

The two (2), one (1) inch wide samples shall be tested in the field in a tensiometer
for peel ASTM D4437. Tensile strength is essentially a measurement of the
greatest tension stress a substance can bear without tearing. If the liner tears
before any part of the seam does the test is successful. If any field sample fails to
pass, it will be assumed the sample fails destructive testing.
(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.
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 Flexible Membrane Liner System's
laboratory shall be numbered.
(d) Quali Assurance Laboratory Testing
(I )Destructive samples sent to the laboratory will be tested for "shear strength"
and "peel adhesion" (ASTM D4437 as modified by NSF). Five (5) specimens
shall be tested for each test method with data recorded. Four (4) out of the five
(5) specimens must pass for each test in order for the seam to pass the destructive
test.
960? 1 6 Permit w COn5TMC1 Phase 1 CHS 48118197 144

(2)Defects and Repairs
(a) The Project Superintendent shall conduct a detailed walk through and
visually check all seams and non -seam areas of the geomembra.ne 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 Project
Superintendent. Repairs need to be made in a timely matter 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 liner such as a
temporary cover. If cohesive soil liner is damaged, it must be reworked.
Procedures available for 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.
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.
(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.
9&0, 1.6 Ycrmn to Cansl mtc Phas I C H S O8118197 145

4.2.12 Closure Protective Cover
(1) Geotextile Fabric
Geotextile fabric underlining the protective cover, covering the HDPE Drainage Net
shall be non -woven needle punched fabric with the following minimum properties:
1) Weight
2) Thickness
3) Grab Strength
4) Grab Elongation
5) Trapezoidal Tear Strength
6) Puncture Strength
7) Mullen Burst Strength
8) Permittivity
9) Permeability, lc
8.3 oz/yd2
105 mils
210 lbs.
50%
85 lbs. ASTM D-4533
100 lbs. ASTM D-4833
320 psi ASTM D-3786
1.7 sec7l ASTM D-4491
0.4 cm/sec ASTM D-4491
ASTM D-3776
ASTM D-1777
ASTM D-4632
Geotextile fabric shall be manufactured by Polyfelt or approved equal.
(2) HDPE Single Bond Drainage Net
Property
Test Method
Units
Minimum
Roll Length (Nora.)
ft
300
Roll Width (Nom.
ft
7.54 & 14.5
Thickness
ASTM D 5199
inches
0.200
Area per roil (Nom.)
8
2262 & 4350
Weight per Doll (Nom.)
lbs
365 & 705
Mass per Unit Area
ASTM D 5261
lbs/ftz
0.162
Carbon Black Content
ASTM D 4218
percent
2.0
Density
ASTM D 1505
g/cm3
0.94
Melt Flow Index (Max.)
ASTM ❑ 1238 Condition E
g/10 min.
0.5
Tensile Strength
ASTM D 5035 Modified
lb/in.
45
Transmissivity
ASTM D 4716
mz/sec.
lx101
* National. Seal Company or Approved. Equal.
The geonets will be handled in such a manner as to ensure the geonets are not
damaged in any way. On slopes, the geonets will be secured in the anchor trench and
then rolled down the slope in such a manner as to continually keep the geonet sheet in
tension. If necessary, the geonet will be positioned by hand after being unrolled to
minimize wrinkles. Geonets 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).
9607.1.6 Pcrmit to Construct Phase I CH 08/18/97 146

Geonets will not be welded to the geomembrane. Geonets 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 geonet that could cause
clogging of the drainage system, and or stones that could damage the adjacent
geomembrane.
Adjacent rolls of geonet 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 geonet strips are required, an extra layer of geonet will be unrolled
along the slope, on top of the previously installed gonets, from the top to bottom of
the slope.
Any holes or tears in the geonet will be repaired by placing a patch extending two feet
beyond edges of the hole or tear. The patch will be secured to the original geonet by
tying every twelve inches. if the hole or tear width across the roll is more than 54%
the width of the roll, the damaged area will be cut out and the two portions of the
geonet will be joined.
The engineer will visually inspect the drainage layer before placement of the
protective soil, if any defects are detected they will be repaired before placement of
protective soil.
(3) Vegetative Layer
Native vegetation will be used as approved by the Erosion Control Plan.
(4) Protective Soil Cover
The soil for the protective cover shall consist of suitable site soil free of debris, roots,
rocks and organics. The soil shall contain no particles or objects greater than three
fourths inches (314") in largest dimension, which has been screened. The protective
cover will be the first twelve inches (12") placed on the flexible membrane liner. The
remaining twenty four (24") can be select backfill free of debris, roots, rocks and
organics.
The cover shall be installed using low ground pressure equipment such as a
Caterpillar DbH LGP, or approved equal, with ground pressure not exceeding 4.71 psi
until the depth of cover exceeds three feet.
When installing the cover, the contractor shall adhere to the following guidelines:
96021 t Permit to connnict I'h.. c I ck1S OV14 )177 147

(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 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
side 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.
(d) Cover shall be placed and maintained in a uniform thickness, free of ruts and
irregularities.
(e) Do not work wet cover material that cannot support equipment.
(f) Equipment operators and all other personnel must be qualified and must
exercise good judgment and common sense at all times.
96021.6 Pe it 10 conslnct rhaw i CHS nsn "7 148

4.2.13 Closure Methane Venting System
Gas Venting System
#57 stone, Geotextile fabric, and 8" SDR 17 HDPE pipe will be used in the
construction of the Gas venting system.
(1) Stone Surrounding Perforated Collection Pi in
Stone for methane collection system shall meet the requirements of NC DDT
aggregate, standard size No. 57, and shall contain no fines. Stone must pass the sieve
analysis test for No. 57 stone performed at the quarry.
(2) Geotextile Fabric
Geotextile fabric underlining the protective cover, covering the HDPE Drainage Net
shall be non -woven needle punched fabric with the following minimum properties:
1) Weight
2) Thickness
3) Grab Strength
4) Grab Elongation
5) Trapezoidal Tear Strength
6) Puncture Strength
7) Mullen Burst Strength
8) Permittivity
9) Permeability, 1 c
8.3 ozlyd2
105 mils
210 lbs.
50%
85 lbs. ASTM D-4533
100 lbs. ASTM D-4833
320 psi ASTM D-3786
1.7 sec 1 ASTM D-4491
0.4 cm/sec ASTM D-4491
ASTM D-3776
ASTM D-1777
ASTM ❑-4632
Geotextile fabric shall be manufactured by Polyfelt or approved equal.
(3) HighhDDensity Polyethylene Pipe
The polyethylene pipe shall be high performance, ultra -high molecular weight, high
density polyethylene pipe, conforming to ASTM D 124 8 (Type 111, Class C, Category
5, Grade P34). Minimum cell classification values shall be 335434C as referenced in
ASTM D3350. The pipe shall be SDR 17. The pipe shall contain 2 percent carbon
black. The pipe shall be "Driscopipe," as manufactured by Phillips Products
Company, or equal.
%021 5 Pamir to Consimcr Phase 1 CI]S 08119.97 S49

4.3 Documentation
At the completion of the contract, it is the Engineer's responsibility to provide to the
Owner and eventually to the Division of Solid Waste Management the following:
1. As -built drawings of the subgrade, liner system,
leachate collection, removal and storage;
2. Documentation of all Subbase Standard Proctor
tests.
3. Documentation of all Cohesive soil liner tests
including test pads, permeability, Standard Proctor,
Atterberg limits, and mica tests as indicated.
4. Documentation of all destructive and non-
destructive tests, methods and results and repairs;
5. Geomembrane panel layout with test locations and
repairs illustrated; and
6. Comprehensive narrative from the Project Engineer
7. Any other pertinent documentation.
The CQA report shall be sealed by the Project Engineer and a certification that
construction was completed an 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.
Snoy 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.
On a daily basis, the contractor will meet with the Construction Observer. All meetings;
troubleshooting, daily, and monthly, will be documented and sent in as part of the CQA
report.
96021.6 Pemut 10 CO"AmU Phu l CBS 08118l97 150

RA NE CERTIFICATE OF ANALYSIS
Customer: Number of Rolls Shipped:
Project: Number of Rolls Tested:
Order #:
Nominal Thickness:
The geomembrane referenced above was tested for thickness, tensile properties, carbon black
dispersional stability. Thickness was tested according to ASTM D 1593, Paragraph 9.1.3.
Tensile properties were tested according to ASTM D 638 using a type IV dumbbell specimen, a
strain rate of two inches per minute and grip movement for strain determinations. Carbon black
dispersion slides were prepared according to ASTM D 3015 and rated according to the ASTM
D2663 classification chart when viewed under 100X magnification. Dimensional stability was
determined according to ASTM D 1024 at 100 degrees C for 15 minutes. The average test
results are reported below.
Roil Number:
Thickness (mils):
Stress at Yield (psi) MD:
Stress at Yield (psi) TD:
Stress at Break (psi) MD:
Stress at Break (psi) TD:
Strain. at Yield (%) MD:
Strain at Yield (%) TD:
Strain at Break (%) MD:
Strain at Break (%) TD:
Carbon Black Dispersion:
Dimensional Stability MD:
Dimensional Stability TD:
96921 6 Pnmit to Con%ma I'hasc 1 CHS M19197 151

GEDMEMBRANE CERTIFICATION
Customer: Number of Rolls Shipped:
Project: Number of Rolls Tested:
Order #: Nominal Thickness:
We hereby certify that the above identified shipment of polyethylene geomembrane was
produced with 100% virgin resin and that both the resin and geomembrane meets or exceeds
specifications, attached, and NSF Standard 54 specifications for HDPE geomembrane. The tests
listed below in the resin specifications have been performed on each batch of resin. The tests
listed below in the geomembrane specifications have been performed at least every 10,000
pounds of geomembrane.
Resin Specifications
Melt Flow Index:
Density:
Carbon Black Content:
Moisture Content:
Geomemhrane Specifications
Thickness:
Stress at Yield:
Stress at Break:
Strain at Yield:
Strain at Break:
Carbon Black Dispersion:
960216 pa jt to Consuvct Phase i CH 08118/97 152 1

Project Name Project Number
SEAM TESTING
Superintendent
NSC
F1ELD
SEAM
NO.
SEAM
DATE
SHOP
DWGN
SEAM
Na.
WELDER
AND
SEAMER
ID. NO.
TEST
DATE
START
END
AIR
TEST
RESULTS
COMMENTS
REPAIR
DATE
WELDERL
AND
GUN ID.(INITIAL}
NO.
SEAM
DATE
T
Page of
96021 6 Permit to fonstmct Phase I CKS 08/19/97 153

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Customer:
Project:
Order #:
POLYETHYLENE CERTIFICATE OFANALYSIS
Resin Type:
The polyethylene resin referenced above was tested for melt flow index, density, carbon black
content and moisture content. Melt flow index was determined according to ASTM D1238.
Density was determined according to ASTM D 1505. Carbon Black Content was determined
according to ASTM D 1503. Moisture Content was determined using an air circulating oven set
at 100 Degrees C. The average test results are reported below.
Resin Blend Number:
Melt Flow Index (g110 min.):
Density (glcm3):
Carbon Black Content (%):
Moisture Content (%):
96021.6 Permit to canslMCI Ph2SC I CHS 08!1 W7 157

SECTION 5.0
OPERATION
PLAN
960216 Pennit to Construct Phase i CHS 08/18197 158

5.1 Introduction
City of Albemarle Landfill will only accept Municipal Solid Wastes (MSW) from Stanly City.
City of Albemarle will construct a 16.0 acre Municipal Solid Waste Landfill (Phase 1) according
to Subtitle D requirements. The facility will be constructed with 24 inches of cohesive soil
(permeability of 1 x 10-7 cm/sec), 60 mil High Density Polyethylene liner (HDPE), 36 inches of
protective cover over the liner and a leachate collection system which has a leachator pump
system and is pumped to the leachate lagoon.
The perimeter of the lined area will be marked off by 3 inch PVC pipe that will be 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. The lined area will be divided by a berm that will segregate area for solid waste and where
stormwater is to be diverted as runoff.
The diversion of stormwater is accomplished by the installation of a 60 mil HDPE liner
connected to the Base Liner next to the main leachate collection lines. This liner acts as its own
lagoon and the rain that falls onto the unused portion of the landfill is discharged through a
penetration as stormwater. The HDPE stormwater flap keeps leachate from migrating to the cell
that is only producing stormwater. This stormwater flap is located inside each cell such that the
leachate line separating the cell is located outside the current cell. Each one of these leachate
lines has an individual valve. If the valve is left open the stormwater leaves the cell through a
penetration. This water never comes in contact with solid waste. When solid waste is placed
within a cell the valve is closed and the leachate is sent to the lagoon. Phase 1 is broken up into
six cells, divided by these main leachate collection lines.
All stormwater that comes in contact with solid waste will be handled as leachate. The leachate
is collected and held in the leachate lagoon. The leachate is gravity fed from the landfill.
Feeding into an HDPE manhole, then to the lagoon.
Leachate will be treated at the Albemarle Waste Water Treatment Plant. The leachate will have
to be tested according to the pretreatment conditions outlined in the pre-treatment agreement.
Tanker trucks will transport to the treatment plant. In the future there may be a force main
constructed to pump the leachate to the treatment plant.
The leachate will be pumped out of the leachate lagoon into either tanker trucks or recirculated
into the working face of the landfill. The pumping of leachate will be on an as needed basis.
During wet weather, the pump and hauling may have to be done 24 hours a day for several days
or until the leachate lagoon levels have been reduced. On the other hand, during dry weather,
leachate may not have to be hauled for several days at a time.
Leachate will be recirculated. (See Appendix 1V)
Daily cover will be the combination of soil and synthetic cover. The synthetic cover will be used
on days that the next days fill will be placed directly an top of the fill. Soil cover will be used
%021 6 Pe it So Construct Phew I C H S 08118?97 159

when the next day's waste will not be placed directly on top or the synthetic cover is not large
enough to cover the entire area. Soil cover will be placed at least once a week. (See cover
requirements under operational requirements).
The City has implemented 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 have been trained to recognize
hazardous and liquid wastes. Records will be kept on the training and the inspections. (See
Appendix 1).
The City of Albemarle will monitor for explosive gases at landfill structures and the perimeter of
the landfill. 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. (See
Appendix III) If methane gas is found to exceed the acceptable limits at either the property
boundary or landfill structures, it is the City's responsibility to do the following:
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 Solid 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 gas releases,
place a copy of the plan in the operating record, and notify the Division of Solid
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 da s or 120 calendar days upon completion of any phase of landfill
development.
96021.6 Per io Consimci Phase 1 CHS OVIV97 160

The City of Albemarle 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, 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 Solid 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 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.
If the City of Albemarle 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 City will, within 14 days of the finding, report to the Division
of Solid Waste and place a notice in the operating record indicating which constituents have
shown statistically significant changes from background levels. The City will establish an
assessment monitoring program within 90 days. The City 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 Solid Waste. 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 City may continue detection monitoring. If after 90 days, a
successful demonstration is not made, the City will initiate an assessment monitoring program.
96071.5 Permit io COn tMO Phase 1 CHS OSI18197 161

5.2 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. City of Albemarle will notify the Division within
24 hours of attempted disposal of any waste the landfill is not permitted to
receive. Signs are placed at both entrances 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. Asbestos waste will be accepted. The waste will be put in a hole dug out of the
existing waste and buried immediately. A 24 hour notice will be given to the
Landfill before any asbestos arrives, records will be kept as to whom and type of
asbestos buried.
915011.6 Permkt to Constma Phase i CHS 09118197 162

e. Wastewater treatment sludges may be accepted either as a sail 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.
f. City of Albemarle will continue a program at the Landfill for detecting and
preventing the disposal of hazardous and liquid wastes. (Appendix I) This
program will include, at a minimum:
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. Development of a contingency plan to properly manage any identified
hazardous and liquid wastes. The plan must address identification,
removal, storage and final deposition of the waste.
g. Waste placement will be within the areal limits of the base liner system and in
a manner consistent with the effective permit.
2. Cover material requirements.
a. Except as in Part (b), City of Albemarle 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 materials such as synthetic cover may be used as daily cover on the
working face or until it is necessary to cover with earthen material. The
alternative material must be approved by the Division of Solid Waste and applied
according to manufacturers recommendations. At a minimum soil cover will be
used once a week. (Appendix II)
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.
%021 4 Permit to Conmm,:i Phase 1 CMS 0911 SN7 1 °'

3. Disease vector control
a. City of Albemarle 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. City of Albemarle must ensure that:
i. The concentration of methane gas generated by the landfill does not
exceed 25 percent of the lower explosive limit for methane in landfill
structures (excluding gas control or recovery system components); and
ii. The concentration of methane gas does not exceed 140 percent of the
lower explosive limit for methane at the landfill property boundary.
b. City of Albemarle will implement a routine methane monitoring program to
ensure that the standards of 4 (a) are met. (Appendix 111)
i. The type and frequency of monitoring must be determined based on the
following factors:
I. Soil conditions;
H. 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 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 Solid Waste Management.
9d021.� Prnvi io Cvnsirut Phnsc I CHS 0911 $19 7 164

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 50 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 Solid 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. City of Albemarle 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
Solid Waste Management.
C. Equipment will be provided to control accidental fires or arrangements will be
made with the local fire protection agency to immediately provide fire -fighting
services when needed.
d. Fires that occur at the landfill will be reported to the Division of Solid Waste
Management within 24 hours and written notification will be submitted within 15
days.
90216 Fr 11 is Constm,t Pharr 1 CFis o&livw IHS

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 Solid 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 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 City will use any reasonable means necessary to reduce it. At a
minimum the City 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 City
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 30 working days or 120 calendar dam upon completion of
any phase of landfill development.
96o21 6 N mi[ to Constnic, Phasc I CHS WnN7 16e,

8. Drainage Control and Water Protection Requirements
a. Surface water will be diverted from the operational area.
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.
90216 Permii in COnstTuC1 Phase 1 DIS MI"? 167

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 Method 9095 (Paint Filter Liquids Test), S. W. 846.
d. Test for free liquids:
Sludges or other wastes may be tested for free liquids after previous screening
tests have shown that the waster 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 Test method 9095. 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.
96021.6 Permit to Constmcl Phase 1 CHS 0911W97 16S

(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. Recordkeeping Requirements
a. City of Albemarle MSWLF will record and retain at the facility, or an alternative
location near the facility approved by the Division of Solid 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;
(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 Solid Waste Management or be made available at all reasonable
times for inspection by the Division.
C. City of Albemarle will maintain a copy of the operation plan at the landfill.
11. Spreading and Compacting Requirements
a. The initial lift of solid waste will be placed over cell 1 that is bounded by the
leachate collection ditch. This lift will be covered with six (6) inches of daily
cover. This lift will absorb the rain water and allow some of it to evaporate prior
to reaching the leachate collection system. When a heavy rain does occur, the
impact on the leachate collection system will not be immediate. Prior to
placement of solid waste over any leachate pipe, the geotextile fabric that is
covering the stone will be folded back so that solid waste will be in direct contact
9W21.( Permit to construct Phw l CHS 08/18/97 169

with the stone. This method will not allow biological growth to develop on the
geotextile which could eventually clog the system.
b. The initial lift of solid waste will be placed loosely at a depth of 4 feet. As this lift
is being placed, a spotter should be placed in the landfill to assure that the
compactor does not drive any long, sharp objects through the protective cover into
the liner system. If an object were to penetrate the liner system, the protective
cover must be removed and the penetration repaired. The subsequent lifts can be
placed up to final grades or until the diversion berm needs to be moved to cell 2
which will allow for more horizontal space. Heavy landfill equipment including
articulating dump trucks, and compactor will only be allowed on areas that have a
minimum of 4' of solid waste. Only low pressure equipment such as a D6 LGP
Catapillar will be allowed on the protective cover.
C. The landfill will restrict solid waste into the smallest area feasible, typically 60' x
75' area.
d. 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.
e. 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. City of Albemarle will periodically maintain the leachate collection system.
b. City of Albemarle will maintain records for the amount of leachate collected.
C. City of Albemarle will quality sample their leachate bi-annually for 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.
d. The leachate is being treated by the City of Albemarle Waste Water Treatment
Plant.
e. Under extreme operational conditions Albemarle has the option of shutting down
the flow of leachate to the lagoon by use of a shut off valve. 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 Solid Waste will be notified immediately
followed by written communication.
'"21 6 PeFMgl io CMS1MCI Pharr I CHSOVI8M 170

Leachate will be recirculated. (See Appendix IV)
96021.6Pemut to Constma Phase I CHS OB118197 l71

5.3 Appendix I
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.
gam 1.a pe ii so canstmct rhx i CHS asi 1WO 172

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 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.
9662i .6 Permn la Cvnslru[! Phasc I CHS M18197 173

T:C.L.P. CONSTITUENTS & REGULATORY LEVELS (mg/L)
CONSTITUENT
REG LEVEL
CONSTITUENT
REG LEVEL
Arsenic
5.0
Hexachlorobenzene
OA 3
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
Trichloroethyiene
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
TABLE T
W 1.6 Pew4 lO Cnns(mck Phase I CHS OSII W97 174

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. These items are not the 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
96023 6 P° 111 Iv CQW51fti Cl TIMM 1 CH5 0&118197 05

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.
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.
96021 6 permit to Construct Phase 1 CHS 0911 V97 176

Loads should be inspected prior to actual disposal of the waste at the working face of the
landfill unit to provide the City the opportunity to refuse or accept the wastes.
Inspections can be conducted on a tipping floor located near the facility scale house,
inside the site entrance, or near, or adjacent to, the working face of the landfill unit.
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 Solid Waste 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.
City of Albemarle 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.
If the wastes temporarily stored at the site are determined to be hazardous, City of
Albemarle is responsible for the management of the waste. If the wastes are to be
9f.021.1) Fmmit to Construct Phase I C115 OV1207 177

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.
9(A21.6Permit [a Con51MC1 Please 1 CH5 0Al1 V92 179

SIMPLE WASTE SCREENING PAD
FOR SANITARY LANDFILLS
MINIMUM SIZE PAD 35 FT. x 35 FT.
DEPTH OF PAD 7 5 FT_ TO 2.a FT.
r PAD CONSTRUCTED OF CLAY COVER MATERAI _
TEMPORARY CONSTRUCTION USING COVER SOILS
UPON DISCOVERY OF UNACCEPTABLE MATERIAL.
REMOVE WASTE AND THAT PORTION ❑F THE PAD
1M -[NCH HAS BECOME CONTAMINATED SY THE UNACCEPTABLE.
FIGURE I
96021 6 Pemm to Construe( Phase I Clis 98118M?

Waste inspected by Personnel Trained
to Recognize Hazardous Wastes Prior II
to Delivery at Working Face
Waste is identified as
Waste is net Readily
Waste is Identified as a
Non -Hazardous
ldentiftable
Hazardous Waste
Isolate Wastes by
Deliver to
Working Face
F_
Moving to Temporary
Refuse Waste
Storage Area
Have Wastes Tested
Record
Record
Inspection
including Unidenlifcd
Inspection
Containerized Wastes
Waste Determined to
Waste Determined to
F_
be Non -Hazardous
be Hazardous
Manifest and Transport Wastes to a Facility
Return to Working
Face and Dispose
Permitted to Handle the Hazardous Waste [e.g.
A Facility with a RCRA Permit or Interim Status
Record Record lnspectioi
Inspection and Notify State
Director
Figure Z
Hazardous Waste Inspection Decision Tree
Inspection Prior to Working Face
96021 6 Permit to Construct Phase I CHS 08)1 V97 190

(WASTE SCREENING CHECK LIST YES NO
CONTAINERS
FULL....................................
PARTIALLY FULL......... .................
EMPTY ...................................
CRUSHED ...............................
PUNCTURED .............................
POWDERS/DUSTS
IDENTIFIED ..........................
UNKNOWN .:...............................
ISATURATION..................................
RLABEL/HAZARDOUS .............................
ODOR/FUMES
STRONG ..................................
FAINT ...................................
HEAT........................................
ITEMS FOUND
IIBATTERIES...................................
IIOIL.........................................
IBIOMEDICAL..................................
IRADIOACTIVE.................................
HASHES/RESIDUE...............................
JSOD/SOIL....................................
ILIQUID......................................
HAZARDOUS ...................................
PCB'S.......................................
CHECK ALL THAT APPLY
96021.6 Femit to consvuct Phw I CH 108118M o a i

DETAILED SCREENING REPORT
WASTE SOURCE
ADDRESS
PROBABLE[ ]
WASTE HAULER
ADDRESS
SUSPECTED[ ] CONFIRMED[ ]
DRIVER'S NAME
DETAIL
NOTIFIED:
WASTE SOURCE [ ]HAULING MANAGEMENT [ ] SITE MANAGEMENT [ ]
STATE[ ] FEDERAL [ ]
NAME
WITNESS (IF ANY)
DATE
TIME AM PM
ACTION REQUIRED
%O0 1 6 Pcmiit to Con4imcq Please V CHS 08/18/97 i 82

5.4 Appendix II
CITY OF ALBEMARLE SYNTHETIC COVER OPERATION PLAN
1. Determine the size of the area to be covered. Be sure to allow for five to ten feet extra on
each measurement to ensure that the refuse is completely covered.
2. The synthetic cover is shipped to the landfill site with panels folded accordion -type, then
rolled up. Unroll the cover along the working face (depending upon operations), and
attach the leading edge of the unrolled panel to existing landfill equipment with ropes(i.e.,
to the top of the blade).
3. Pull the sewn panels of cover across the compacted trash. The synthetic cover maybe
pulled from any direction, which may vary from day to day. Keep the leading edge
between the two machines (or people) as high as possible to eliminate drag.
4. Anchor the edges of synthetic cover every 20 feet with tires or sandbags to hold the
synthetic cover in place. If it is windy, more anchoring may be required. Make sure a
large enough panel has been ordered to completely cover the refuse (base this on the
heaviest day to the week). If complete coverage is not possible, cover the exposed refuse
with soil; but take care not to place too much dirt on the synthetic cover if it is to be re-
used.
5. On the next day of operations, remove the tires and/or sandbags. Simply pull the
synthetic cover across itself (to reduce drag) and off the refuse to an area that is inactive.
Anchor the edges again to prevent wind from lifting the blanket. At the end of the day,
pull the synthetic cover back across the refuse by repeating steps 3 and 4 until a new
panel is needed.
Synthetic Cover is designed to be used as landfill daily cover on a working face. For best results,
it is recommended that the area to be covered be kept as close to a square shape as possible not to
exceed 75' X 75' in size. Not only does this procedure allow for easier coverage, it allows for
better management of the working face and saves time at the end of the working day.
City of Albemarle will use a panel of synthetic cover that is pulled over the working face on a
daily basis by two pieces of landfill equipment. At the end of the working day, the panel will be
secured in place. This is attained by one of two methods -- the panel may be heavy enough to
hold itself in place due to accumulation of soil and is left in that manner; or tires are placed on
the panel to secure it in place_
The working face is operated in this manner, brought to an intermediate grade and then covered
with the required six (6) inches of soil. The process will continue until a lift is completed. The
process is then started over on the next lift until the landfill is filled to final grade and a section is
closed. At a minimum 6" of soil cover will be used once a week.
9021 6 PcrmiS w O nslNct Phase I CHS 11811 "7 183

TIPS TO REMEMBER
1. Always pull the fabric across itself during installation and removal to make each panel
last as long as possible.
2. Avoid driving on the panel(s); this may cause punctures and tears.
3. Tie the panel(s) to the top of the dozer blade and raise the blade to minimize
dragging on refuse.
4. Use tires or sandbags to hold the panel(s) down overnight. Soil can be used if you
plan to leave panels) in place and cover with refuse.
5. Minimize stress between dozer/compactors while pulling on the panel(s).
96021 6 Permit to Consfr t Phase I CHS WHI97 I a4

5.5 Appendix III
EXPLOSIVE GAS CONTROL PLAN FOR - CITY OF ALBEMARLE
Quarterly the City of Albemarle landfill will monitor the explosive gas at the landfill structures
and at or near the landfill boundary. The permanent probes will consist of a plastic stand pipe
similar to a piezometer used for groundwater detection. A typical permanent methane probe is
detailed in the operation drawings. The permanent probe will be constructed at a depth of six (6)
feet. A 6" diameter hole will contain a one (1) inch slotted PVC pipe. The bottom two (2) feet
will be backfilled with non -carbonate pea gravel with a bentonite seal one (1) foot thick above it.
The remaining three (3) feet will be backfilled with in -situ soils. The one (1) inch PVC pipe will
be approximately three (3) feet above the existing grade. The PVC pipe will be capped with a
one (1) inch PVC cap, one quarter (114) inch NPT hose barb, and 1" tubing, plugged or capped.
The location and spacing of the methane monitoring probes is somewhat arbitrary. The locations
were determined by the relationship of solid waste with property lines and landfill structures. The
spacing of the monitoring probes is between 240 and 400 feet. The migration of methane gas is
induced by pressure gradients. The methane will move from areas of high pressure to those of
low pressure following the path of least resistance. The methane will migrate vertically until it
reaches the landfill cap, where it will begin to flow horizontally. This occurs until it finds a
pathway out, either by the installed methane collection trenches or migration through the
permeable in -situ soils. Since methane is lighter than air, it wants to escape into the atmosphere.
It has been our experience that whenever gas is migrating no matter what the spacing or depth of
the monitoring probes, the gas will fill the void created by the monitoring point and an explosive
meter will monitor the level. The six foot depth of the monitoring probes is to ensure a stable
monitoring point. The only time a shallow monitoring point has not worked is in a very heavy,
impermeable clay layer that acts as a seal to the migration of the gas. If a clay layer is
encountered during the construction of the monitoring points, it will either be moved beyond the
clay or excavated to a depth that is in the conductive zone below the clay.
The permanent probes will surround phase 1. City of Albemarle's landfill is designed with a base
liner system and cap system, there should be no migration of methane in the permeable in -situ
soils.
The gas can be detected by use of an instrument that reports the percent of lower explosive limit.
The instrument being used is the Gas Tech GP 204.
96021.6 Pamir is Cansinitl Phase 1 CHS D8118f97 185

Quarterly, a City employee will visit each monitoring point either the temporary or permanent.
The monitoring points consist of all methane probes and leachate collection system cleanouts.
Using the detection instrument, he will determine if methane gas has filled the probes. If the
probe is near the property line and methane gas is detected at or beyond the lower explosive limit
(100% LEL), it must then be determined if the gas is migrating across the landfill boundary. If
the probe is on the boundary or methane gas has migrated beyond the boundary , a remediation
plan must be completed by City of Albemarle.
Other points of monitoring will be the landfill structures. Each structure will be monitored for
methane using the following methods:
1. All crawl spaces will be monitored;
2. All corners in the structure will be monitored;
3. Any holes, cracks and pipes through the foundation will be monitored
If methane gas is detected beyond 25% of its lower explosive limit in any structure, check the
calibration of the monitor and resample. If the reading is still above 25%, evacuate the building
and try to find the source of gas. If the source is found try to remove the source. If this fails a
remediation plan is stated in the operational requirements.
960216 Permit t6 Construct Phase I CHS 09JI S197 186

5.6 Appendix IV
CITY OF ALBEMARLE'S RECIRCULATION PLAN
City of Albemarle does not intend to utilize recirculation as the final disposal of their leachate.
The intention is to utilize recirculation as a method by which some relief can be given to the
pumping and hauling. This relief will come in the form of evaporation and retention of water
within the solid waste. The remaining leachate will be hauled to the Albemarle Waste Water
Treatment Plant for disposal. City of Albemarle must obtain a permit from the Division of Solid
Waste before leachate recirculation can begin.
No water that comes in contact with the present surface of solid waste runs off any where other
than the leachate collection system.
The City will spread the leachate over the surface of the solid waste, that is at a minimum five
feet (8') deep, within the landfill. The spreading will be accomplished by one of two methods.
The first method is by simply backing their leachate hauling truck into the landfill. A spreader
hose will then be attached to the leachate tank and City of Albemarle personnel will manually
discharge the leachate over the solid waste. The second method will utilize the tank truck except
the leachate will be used to wet down solid waste that is piled up from being dumped from a
truck or trucks. Once this pile is wet, it will be spread around the working face by the trash
compactor.
At a later date, a pump system may be incorporated into the system. The pump system will pump
directly from the leachate lagoon and the leachate spread in a manner as it was from the tank
truck.
Monthly monitoring will be performed to measure the leachate head at the leachate head
detection well and analyze the leachate for BOD, COD, temperature and pH.
The following conditions will be met by City of Albemarle:
• A rain gauge and thermometer will be placed on site
• A base line sampling of leachate has been performed (See Attachment 1)
■ A brief description of the equipment and its associated specifications is submitted (see
Attachment 2)
• Weekly record of leachate head measurements (see Attachment 3)
• Weekly record of leachate recirculated and leachate disposed (see
Attachment 4)
• Weekly record of visual monitoring log (see Attachment 5)
• Weekly record of rainfall and lagoon depth (see Attachment 6)
• Records will be kept on a weekly basis
■ No leachate will be applied on less than one lift (8 feet) of waste
■ No leachate will be recirculated when it is raining, or when the waste is too wet
• No run off or side seepage will be allowed
9021 n Pr l to Lonslfticl Phrse 1 CHS OV V97 187

• Odors will be controlled
• Leachate depth will be monitored in the leachate head detection well to ensure
that the head on the liner does not exceed one foot for more than 24 hours.
• The application system will be properly maintained and documented
• Leachate will be tested every 30 days and a progress report will be submitted
annually.
96W 1.6 Permit to Construct Pha 1 CHS 9811 V97 188

ATTACHMENT 1
BASELINE DATA
TO BE ADDED IN THE FUTURE
9W71.6 Petmit to Constnxt Phase I CHS 08/18/97 139

AW;(W6 FACE
LEACHA W
AFPLICA RLW
LEACHAIC REC.o WLATFON 18"
tC4CHAFE APFJCAIKV
ATTACHMENT 2
� � IRC/CA•
NOR" FACE
LEACHAIE APPRaWN

ATTACHMENT 3
CITY OF ALBEMARLE LEACHATE HEAD READINGS
DATE I DEPTH AT HEAD TEST WELL
96021.6 Pcr it is ConstwCc Ph3sc 1 CHS 08/18/97 191

ATTACHMENT 4
CITY OF ALBEMARLE LEACHATE RECIRCULATION DATA
DATE VOLUME
RECIRCULATED
RECIRCULATION
AREA
rSection of LandlilP
VOLUME HAULED
FOR DISPOSAL
96021.6 Permit to Con mck Phan I CHS 0811 "7 192

ATTACHMENT 5
CITY OF ALBEMARLE VISUAL MONITORING LOG
INDIVIDUAL
DATE MONITORING OBSERVATIONS
96021.6 Permit sa Consuucl Phase I CHS 08/19/97 M

ATTACHMENT 6
CITY OF ALBEMARLE RAINFALL AND LAGOON DEPTH LOG
DATE RAINFALL INCHES LAGOON DEPTH (FEET)
96G3 1.6 PCwit to Cons(FUU Phase 1 ClIS 08/18/97 194

5.7 Operation Drawings
W21 6 Permit 19 Consj + t Phase I C H S OVI8M 195

N
m
n
0
z

SECTION 6.0
CLOSURE
PLAN
96021.6 Permit to Construct Phase I CHS 08118197 206

6.1 Introduction
City of Albemarle 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 soil
liner with a permeability no greater than 1 x 10-5 cm/sec, 40mi1 Linear Low Density
Polyethylene (LLDPE), drainage layer, 24 inches of protective/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 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 ever
needing closure will be 7.0 acres. The maximum inventory of waste on -site is approximately
4,500,000 cubic yards.
Prior to beginning closure, City of Albemarle shall notify the Division of Solid Waste 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 Solid Waste 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 Solid Waste 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 record a notation on the deed to the landfill
property and notify the Division of Solid Waste 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 Solid Waste. The County may
request permission from the Division to remove the notation from the deed if all waste are
removed from the landfill.
6.2 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.
96021 5 Pr A io Comma phase I Div OSIi 8197 Zii7

6.3 Cohesive Soil Liner
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 Liner Borrow Material Permeability Window
Test Name Description Test Method Engineer
Frequency
Moisture/Density
95% Standard Proctor ASTM D698
1 per 5000 c.y.
Permeability
Laboratory Falling Head COE EMI110-2-1906
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
For Mica Content ASTM D422
I per 5000 e.y.
Distribution
Cohesive Soil Liner Test Pad Tests
Test Name
Moisture/Density
Permeability
Remolded Permeability
Atterberg Limits
Visual Classification
Grain Size Distribution
Test Name
Field Moisture/Density
Permeability
Atterberg Limits
Visual Classification
Grain Size Distribution
Description
95% Standard Proctor
Laboratory Falling Head
Laboratory Falling Head
For Mica Content
Test Method
ASTM D698
COE EM1110-2-1906
COE EM 1110-2-1906
ASTM D4318
ASTM D2488
ASTM D422
Cohesive Soil Liner Tests
Description Test Method
Nuclear Gauge
Laboratory
COE EM 1110-2-
Falling Head
1906
ASTM D4318
ASTM D2488
For Mica
ASTM D422
Content
Contractor
Frequency
Engineer
Frequency
4 per lift per acre
4 per lift per acre
4 per lift per acre
4 per lift per acre
4 per lift per acre
3 per lift
1 per lift
1 per lift
l per lift
1 per lift
1 per lift
Engineer
Frequency
1 per lift
1 per lift
1 per lift
I per lift
I per lift
96021.6 Pcrmij io Consima Phase I CHS 01VIBJ97 '_i18

(a) The soil for the cohesive soil liner shall consist of the red, orange, clayey silt on site if
the mica content is less than 0.5 percent by weight passing the No. 200 Sieve and a
permeability of 1 x 10-5 cmisec or less is achieved. Off -site cohesive soils may be used if
approved by the Engineer and provides a permeability of 1 x 10'5 cm/sec or lower 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) The required borrow soillstockpile tests are performed at 1 per 5000c.y. of placement of
soil.
(c) 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 liner. 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 x 10'5 cm/sec) at various
dry densities and moisture contents. The window is the 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.
(d) Atterberg limits and grain size distribution shall also be conducted on the bulk samples
used to prepare the permeability window ASTM D2488, D4318, D422. These tests can be
used as indexes 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. The
Engineer shall test a minimum one sample per lift for Quality Assurance.
96021 6 Pc o 10 Constmv Pharr I CHS 0& 1810 209

(e) A test strip of compacted cohesive soil liner shall be prepared to create a permeability
"window" prior to general installation of the cohesive soil liner. 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 liner. 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
falling head permeability tests shall be performed on tube (Shelby or drive tubes) samples
of the cohesive soil liner after placement and compaction. The permeability must be a
maximum of 1x10'5cmisec. Tests shall be performed in accordance with the U. S. Army
Corps of Engineers' "Permeability Testing on Sampling Tubes", EM 1110-2-1906,
Appendix VU, 30 Nov. 70, paragraph 5, page VII-16, . 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 125 ft. The test strip
shall consist of at least four compacted 6 inch lifts of cohesive soil liner. Placement and
testing of the test strip shall be in conformance with the construction specifications and
requirements for general installation of the cohesive soil liner. Test results from the test
strip shall be used to guide placement and achievement of the required maximum
permeability of 1 x 10"5 cm/sec of the cohesive soil liner. The test strip may be used as an
integral part of the overall cohesive soil liner if it meets the required specification for the
liner. All results shall be given to the Construction Observer.
(f) 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 at a moisture content
between 0 to 3% above optimum moisture content to 95% Standard Proctor maximum dry
density (ASTM Test Designation D698). The soils for the cohesive soil liner must be
compacted wet of optimum if the desired permeability is to be obtained. A sheepsfoot
roller or approved alternative may be used to compact the soil liner 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 liner 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 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.
(g) The cohesive soil liner shall be tested to evaluate the coefficient of permeability. The
coefficient of permeability of the soil liner shall be equal to or less than 1.0 x 10`5 cm/sec
after placement and compaction The clay liner must be a minimum of two feet thick.
9h021 o Pnmi1 10 Consl m,, Pham 1 CHS W/18197 210

(h) Laboratory falling head permeability tests shall be performed on tube (Shelby or drive
tubes) samples of the cohesive soil liner after placement and compaction. The permeability
must be a maximum of 1 x 10-5
cm/sec. Tests shall be performed in accordance with the U. S. Army Corps of Engineers'
"Permeability Testing on Sampling Tubes", EM 1110-2-1906, Appendix VII, 30 Nov. 70,
paragraph 5, page VII-16.
(i) The clay liner shall be tested a minimum of four soil samples per lift per acre for particle
size distribution analysis, Atterberg limits, triaxial cell laboratory permeability, moisture
content, percent bentonite admixed with soil if needed, and the moisture -density -
permeability relation ASTM D698, D2488, D4318, when mica content occurs ASTM
D422. 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 clay it fails the required tests, the
material will either be reworked or replaced. The clay liner must remain moist at all times,
if any section becomes dry, rework the dry area and moisten.
V) The Engineer shall test a minimum one sample per lift per acre for Quality Assurance.
(k) 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 liner
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 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. On the final lift the sample
excavation shall be repaired using bentonite.
(1) 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.
(m) As a minimum, sufficient visual classifications (ASTM Test Designation D2488) and
Atterberg limits (ASTM Test Designation D4318) shall be conducted in association with
each permeability test to verify that the construction materials meet specifications. Where
mica content is in question, sufficient gradation analyses (ASTM Test Designation D422)
shall be conducted to verify the mica content meets the required limit. The minimum
number of tests will be 4 per lift per acre.
%021 6 Prrmii to Cbn5lmcl PhW I CHS 08i t")7

(n) If the soil for the cohesive soil liner 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.
Where additives are required, the soil shall be placed in maximum 8-inch thick loose lifts
and compacted 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.
(o) 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 liner shall have no sudden sharp or abrupt changes in grade.
(p) The Contractor shall protect the cohesive soil liner 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 liner 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 by the contractor to remove these defects.
(q) The thickness and grade of the clay liner will be verified by the engineer before
placement of the geomembrane liner. The thickness and grade will be verified by surveying.
The clay will be surveyed at 50' grid points where the elevations of the subbase will be
checked with the top of clay liner to verify 2' of clay. The grade will then be verified with
the surveyed information. The survey will be performed by NC licensed surveyors.
(r) The anchor trench shall be excavated by the Contractor to lengths and widths shown on
the design drawings prior to geomembrane placement. Anchor trenches excavated in clay
soils susceptible to desiccation cracks should be excavated only the distance required for
that days liner placement to minimize the potential of desiccation cracking of the clay soils.
Corners in the anchor trench shall be slightly rounded where the geomembrane adjoins the
trench to minimize sharp bends in the geomembrane.
(s) 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 liner and the surface shall remain the
responsibility of the contractor.
9W21.fi FCnMt LO CnM1-a Ph— 1 CHS U8118N7

6.4 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.
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 Sod' of seam
Thickness Caliper Test Every Roll
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
40 mil Linear Low Density Polyethylene (LLDPE). Is to be placed in direct contact with
moist cohesive soil liner. 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:
96021.6 Permit to Cumuuwt phase 1 Cris M 19197 213

Smooth 40 mil LLDPE Specifications
Resin Properties
Test Method
Units
Minimum
Melt Flow Index
ASTM D 1238
g110 min.
1.0
Resin Density
ASTM ❑ 1505
glcm'
0.92
Al pan, 200°C, 1 atrn 02
Sheet Properties
Test Method
Units
Minimum
Thickness (Average)
ASTM D 5199
mils
40.0
Thickness (Individual)
ASTM D 5199
mils
36.0
Density
ASTM D 1505
9lcm3
0.935
Carbon Black Content
ASTM D 4218
percent
2.0
Carbon Black Dispersion
ASTM D 5596
rating
A1,A2,B1
Tensile Properties
100% Secant Modulus (psi)
ASTM D 638
psi
1500
100% Secant Modulus (ppi)
ASTM D 638
ppi
60
Stress at Break (psi)
ASTM D 638
psi
3800
Stress at Break (ppi)
ASTM D 638
ppi
152
Strain at Break
2.0" gage or extensometer
percent
850
Strain at Break
2.5" gage length (NSF)
percent
680
Dimensional Stability
ASTM D 1204 NSF mod
percent
3.0
Tear Resistance (ppi)
ASTM D 1004
ppi
630
Tear Resistance (lbs)
ASTM D 1004
lbs
25
Puncture Resistance (ppi)
ASTM D 4833
ppi
1800
Puncture Resistance (lbs)
ASTM D 4833
lbs
72
Seam Properties
Method
Units
Minimum
Shear Strength
ASTM D 4437, NSF mod
psi
1500
Peel Strength (hot wedge)
ASTM D 4437, NSF mod
psi
1325
Peel Strength (fillet)
ASTM D 4437, NSF mod
psi
1135
* National Seal Company or Approved Equal.
96021.6 Puma to Construct Phase i CHS 09/18/47 214

(1) Preparation ation for Geomembrane Deplpyment
(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 given to the construction observer. The
construction observer will inspect all certifications. If the certification does not meet
specifications, it will be rejected. The construction observer will inspect each roll for
proper thickness. A caliper will be used along a 3' wide section from the roll. Ten
tests will be taken and averaged. The thickness must meet a minimum average of
40mils. if not it will be rejected.
(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.
960216 Permil to C9"S1-C% ROW I CH OV1 HN7 215

(c) Method of Deployment
(I)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.
(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.
(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
4)W21.6 rGmu to Comlmcc Phew i CHs 0II V97 216

(c) Equipment
(I)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 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 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 Project
Superintendent to seam on any given day.
(4) Seam Predation
(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.
96021 6 Permil In CanslrUCL Phaw I CHS 0VIS197 217

(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
Geomembrane Liner System 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
(I)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 V4" 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
(I)Visually inspect the seam for squeeze out, footprint, pressure and general
appearance.
96021 h PcMit to Construct P}" I CH 0811 V97 21x

(2)Two random samples one (1) inch wide shall be cut from the test seam. The
specimens shall then be tested in peel using a field tensiometer and shall not fail
in the seam. If a specimen fails the entire procedure shall be repeated.
(3)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.
(4)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.
(5)Passing test results records shall be maintained.
(6) General Seamin Procedures
(a) Seaming shall extend to the outside edge of panels to be placed in the anchor
trench.
(b) While welding a seam, monitor and maintain the proper overlap.
(c) Inspect seam area to assure area is clean and free of moisture, dust, dirt, debris
of any kind.
(d) While welding a seam, monitor temperature gauges to assure proper settings
are maintained and that the seaming apparatus is operating properly.
(e) Align wrinkles at the seam overlap to allow welding through the wrinkle.
(f) 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 (b) inches beyond the cut in all directions.
(g) 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.
(h) All "T" joints shall have the overlap from the wedge welder seam trimmed
back to allow an extrusion fillet weld. Then grind '/4 of an inch minimum on either
side of the wedge seam, then extrusion weld aH of the area prepared by grinding.
960211Pcmm t to COH51FUCt Phew 1 CHS OVI RO47 219

6.5 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)Eguinment 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.
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 Te_ stinn
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. PsiMax. Psi
40
25
30
60
27
30
80
30
30
100
30
30
96011 6 Permit to Construct Phase 1 C115 08118r97 220

* 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 {Mib 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 he followed:
Check seam end seals and retest seams.
If non-compliance with specified maximum pressure differential re -occurs, cut
one (1) inch samples from each end of the seam and additional samples.
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.
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.
"021 6 Pcrmic 10 Cooslrus Phaw I Cl IS 0VI &9? 221

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. The overlap left by the wedge
welder will be heat tacked in place along the entire length of seam and the entire
length of seam will be extrusion welded.
Test the entire length of the repaired seam by vacuum testing.
(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 Testin
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.
96021.6 p.a la eo wrucl Phase 1 CHS 08118M '-12

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.
(3)Procedure for Non -Complying Test
Mark all areas where soap bubbles appear and repair the marked areas.
Retest repaired areas.
(c) Destructive Testin
(1)Concgp
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 ASTM D4437. 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
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.
96611 6 Pc q to Cam MCI Phan I CH M H/97 223

The two (2), one (1) inch wide samples shall be tested in the field in a tensiometer
for peel ASTM D4437. Tensile strength is essentially a measurement of the
greatest tension stress a substance can bear without tearing. If the liner tears
before any part of the seam does the test is successful. If any field sample fails to
pass, it will be assumed the sample fails destructive testing.
(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 seamy should be reconstructed.
All passing seams must be bounded by two (2) locations from which samples
passing laboratory destructive tests have been taken.
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 Flexible Membrane Liner System's
laboratory shall be numbered.
(d) Qualily Assurance Laboratory Te� s
(1)Destructive samples sent to the laboratory will be tested for "shear strength"
and "peel adhesion" (ASTM D4437 as modified by NSF). Five (5) specimens
shall be tested for each test method with data recorded. Four (4) out of the five
(5) specimens must pass for each test in order for the seam to pass the destructive
test.
76021d Permit to COR'(mCt Phase 1 CHS OVI SN7 224

(2)Defects and Repairs
(a) The 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 Project
Superintendent. Repairs need to be made in a timely matter 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 liner such as a
temporary cover. If cohesive soil liner is damaged, it must be reworked.
Procedures available for 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.
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.
(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.
96o21 6 Pe"t to Commmcl Phesc I CHS 0&019/97 225

6.6 Protective Cover
(1) Geotextile Fabric
Geotextile fabric underlining the protective cover, covering the HDPE Drainage Net
shall be non -woven needle punched fabric with the following minimum properties:
1) Weight
2) Thickness
3) Grab Strength
4) Grab Elongation
5) Trapezoidal Tear Strength
6) Puncture Strength
7) Mullen Burst Strength
8) Permittivity
9) Permeability, 1 c
8.3 ozlyd2 ASTM D-3776
105 mils ASTM D-1777
210 lbs. ASTM D-4632
50%
85 lbs. ASTM D-4533
100 lbs. ASTM D-4933
320 psi ASTM D-3786
1.7 sec-1 ASTM D-4491
0.4 cm/sec ASTM D-4491
Geotextile fabric shall be manufactured by Polyfelt or approved equal.
(2) HDPE Single Bond Drainage Net
Property
Roll Length (Noma
Roll Width (Nom.
Thickness
Area per roll (Nom.)
Weight per Roll (Nora.)
Mass per Unit Area
Carbon Black Content
Density
Melt Flow Index (Max.)
Tensile Strength
Transmissivity
Test Method
Units
Minimum
ft
300
ft
7.54 & 14.5
ASTM D 5199
inches
0.200
ft2
2262 & 4350
lbs
365 & 705
ASTM D 5261
Ibs1W
0.162
ASTM D 4218
percent
2.0
ASTM D 1505
glcm3
0.94
ASTM D 1238 Condition E
g110 min.
0.5
ASTM D 5035 Modified
lb/in.
45
ASTM D 4716
m2lsec.
1 x 10-1
* National Seal Company or Approved Equal.
The geonets will be handled in such a manner as to ensure the geonets are not
damaged in any way. On slopes, the geonets will be secured in the anchor trench and
then rolled down the slope in such a manner as to continually keep the geonet sheet in
tension. If necessary, the geonet will be positioned by hand after being unrolled to
minimize wrinkles. Geonets 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).
%021 5 permit to COH51MU [ Phew i CfIS W1&97 22f�

Geonets will not he welded to the geomembrane. Geonets 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 geonet that could cause
clogging of the drainage system, and or stones that could damage the adjacent
geomembrane.
Adjacent rolls of geonet 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 geonet strips are required, an extra layer of geonet will be unrolled
along the slope, on top of the previously installed geonets, from the top to bottom of
the slope.
Any holes or tears in the geonet will be repaired by placing a patch extending two feet
beyond edges of the hole or tear. The patch will be secured to the original geonet by
tying every twelve inches. If the hole or tear width across the roll is more than 50%
the width of the roil, the damaged area will be cut out and the two portions of the
geonet will be joined.
The engineer will visually inspect the drainage layer before placement of the
protective soil, if any defects are detected they will be repaired before placement of
protective soil. The Drainage net will be tied together to form a uniform layer and
anchored into the anchor trench.
(3) Vegetative Layer
Native vegetation will be used as approved by the Erosion Control Plan.
(4) Protective Soil Cover
The soil for the protective cover shall consist of suitable site soil free of debris, roots,
rocks and organics. The soil shall contain no particles or objects greater than three
fourths inches (314") in largest dimension, which has been screened. The protective
cover will be the first six inches (12") placed on the flexible membrane liner. The
remaining twelve inches (12") can be select backfill free of debris, roots, rocks and
organics.
The cover shall be installed using low ground pressure equipment such as a
Caterpillar D5H LGP, or approved equal, with ground pressure not exceeding 4.71 psi
until the depth of cover exceeds three feet.
960216 Permit C* CunitrUCI Phm I C.EIS OM 807 227

When installing the cover, the contractor shall adhere to the following guidelines:
(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 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
side 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.
(d) Cover shall be placed and maintained in a uniform thickness, free of ruts and
irregularities.
(e) Do not work wet cover material that cannot support equipment.
(f) Equipment operators and all other personnel must be qualified and must
exercise good judgment and common sense at all times.
9fi0?i G Permit 10 Conswcl Pdase l C1iS 0811 ENT »g

6.7 Methane Venting System
Gas Venting System
#57 stone, Geotextile fabric, and 8" SDR 17 HDPE pipe will be used in the
construction of the Gas venting system.
(1) Stone Surrounding Perforated Collection Pi in
Stone for methane collection system shall meet the requirements of NC DOT
aggregate, standard size No. 57, and shall contain no fines. Stone must pass the sieve
analysis test for No. 57 stone performed at the quarry.
(2) Geotextile Fabric
Geotextile fabric underlining the protective cover, covering the HDPE Drainage Net
shall be non -woven needle punched fabric with the following minimum properties:
1) Weight
2) Thickness
3) Grab Strength
4) Grab Elongation
5) Trapezoidal Tear Strength
6) Puncture Strength
7) Mullen Burst Strength
8) Permittivity
9) Permeability, 1 c
8.3 ozlyd2
105 mils
210 lbs.
50%
ASTM D-3776
ASTM D-1777
ASTM D-4632
85 tbs.
ASTM D-4533
100 lbs. ASTM
D-4833
320 psi
ASTM D-3786
1.7 sec-1
ASTM D-4491
0.4 cm/sec
ASTM D-4491
Geotextile fabric shall be manufactured by Polyfelt or approved equal.
(3) High Density Polyethylene Pipe
The polyethylene pipe shall be high performance, ultra -high molecular weight, high
density polyethylene pipe, conforming to ASTM D1248 (Type III, Class C, Category
5, Grade P34). Minimum cell classification values shall be 335434C as referenced in
ASTM D3350. The pipe shall be SDR 17. The pipe shall contain 2 percent carbon
black. The pipe shall be "Driscopipe," as manufactured by Phillips Products
Company, or equal.
95021 6 Fmnit 10 Cans ma Phase i C H S V8118197 21-

2' WE x 2' G1`EP PERMANENT OfWF- ION
7RP4CW I0TH 8" PERFORATED P]C PFE
ENCASE TRDXM MTTH /57 STOW AND
SMOM KITH 8 ar. GEOTEXIU FABRIC
SEE PERMAWNY UVERSOV WeiCH OETAIL
VEGETATION SE EROSION CONTROL S+#fl
5% WL SAFE
4:1 YAx
. ,• li4llp ®qo;l�
E?:YSTNC PEitLANpf % ANC7fAR T1�7YL7I �.�:. T �� w w • g0 mJ•}IOPESFLE7a8CE•-
fTun �f• l4Ylil'11L GiYI IY! _ ..� y.l
TYPICAL CLOSURE DETAIL AT EMYAKNT ANCHOR TRENCH
N. r S.
24' ER09W LAYER
r $ ot. GEOTEME FABRIC
HOPE ORMIAGE NET
40 M+ LLOPE L&ER
PEFLIIAMMi COVER-
W CONESIVE SOIL LWER
(1xt0 cm/sec. PERWABILITr),
12' 1NTFRvEIMA TE COVER
COkPACTED TRASH.
Etas w
PROTECPVF SOL COVER.
EMSTIHO
18' SUCT BACKFU
PROTECTIVE SAP. COVER.
Q

24" ER09W LAYER
8 or. GEOTEViLE FABRIC
HOPE DRAINAGE NET —
40 mil LLDPE LWER —
PERMANENT COVER.
18' COHES;VE SOIL VWR
(Ix)V cm/sec. PERMEABILITY).
j57 STONE
COMPACTED TRASH.
TTON SEE EROSION CONTROL SHEET
8 oz. CEOTEX71LE FABRIC
COMPLETELY SURROUND
2' KDE x I' DEEP
STONE TRENCH
HOPE PfPE FOR GAS iVEJP TTNC
(BOOT WLDED PENETRATION)
�8' PERFORA TED HOPE PIPE
IN DIRECT CONTACT HTTN
CEO TEXTILE FABRIC
10' LONG PIPE
(TMCAQ
TYPICAL METHANE GAS COLLECTION TRENCH DETAIL
N. T. S.
157 STONE

6.8 Closure Costs
The largest area to be closed within the permitted life will be 16.0 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. 1811 of 1 x 10-5 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; and
8. Stone for methane gas collection.
9. Geotextile for methane gas collection.
10. Vent pipes for methane gas collection.
11. Engineering Costs and QAIQC of the Composite liner and certification of closure.
Estimate of Probable Costs:
1. 18" of 1x10-5 em/see. soil cover for 16.0 acres:
Total yardage + 15% = 44,528 yd3 @ a cost of $3.001yd3
.'. Cost = $133,600.00
2. 40 Mil LLDPE Liner and Drainage net for 16.0 acres
Total Footage + 15% = 801,504 ft2 @ a cost of .601ft2
... Cost = $481,000.00
3. Erosion Control devices
Estimated costs @ $40,000.00
Cost = $40,000.00
45021.5 Fr it to COMIruct Phan 1 CI Is 0811 V97 732

4.24" Erosive soil layer for 16.0 acres.
Total yardage + 15% = 59,371 yd3 @ a cost of $2.251yd3
.'. Cost = $133,600.00
5.5eeding and Mulching for 16.0 acres.
Estimated cost of $1,500.001acre
Cost = $24,000.00
6. Mobilization/Demobilization.
Estimated cost of $15,000.00.
7. Labor Costs.
Estimated cost of $80,000.00
Cost = $80,000.00
8.5tone for methane gas collection.
Total estimated linear feet = 2,200 ft.
Total estimated volume for a 2'x 1' trench = 4,000 f(3
with a density of 120lbs1ft3 total weight = 264 tons @ a cost of $15.00/ton
.•. Cost = $4,000.00
9. Geotextile for methane gas collection.
Total estimated linear feet = 2,200 ft.
Total estimated perimeter for a 2'x1' trench = 6 ft @ a cost of $0.171 ft2
Cost = $2,300.00
10. Vent pipes for methane gas collection.
Estimated cost @ $500.00 each.
Cost = $1000.00
11. Engineering Costs and QAIQC of the Composite liner and certification of closure.
Estimated cost = $ l 00,000,00
.'. Cost = $100,000.00
W21.5 Permit w Consl MLr Phase I CFI$ OV113,")3 =33

Total of Estimated Probable Costs:
1, $
133,600.00
IS
481,000.00
3. $
40,000.00
4. $
133,600.00
5. $
24,000.00
6. $
15,000.00
7. $
80,000.00
8. $
4,000.00
9. $
2,300.00
103
1,000.00
11.$
100,000.00
Total: $1,014,500.00
96021 6 Pe it w Conslfuct Phase i CMS 0811SI97 234

N
m
n
v
a
c

SECTION 7.0
POST -CLOSURE
PLAN
%021.6 Pe mil to CamtmCl Phase l CHS 08f 1S/W 215

7.1 Introduction
CONTACTS:
Name:
Title:
Phone No.:
Address:
DESCRIPTION OF USE:
James Coble
Public Works Director
[phone]
City Warehouse
704 Arlington Ave.
Albemarle NC 28002
City of Albemarle has no future use planned for their landfill at this time.
DESCRIPTION OF MAINTENANCE ACTIVITIES:
The City of Albemarle 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. Annually in
the Spring, the vegetative cover will be monitored to assure a good stand of vegetation,
and where needed, it will be reseeded. These maintenance activities will take place over
the entire post closure period of thirty years.
The leachate collection system will be monitored annually and flushed out if necessary.
Leachate will be collected and treated until the generation of leachate has stopped due to
capping.
DESCRIPTION OF MONITORING ACTIVITIES:
The City of Albemarle Landfill will monitor and analyze ground and surface water semi-
annually for (Subtitle D Appendix 1) constituents for a period of thirty years. The City
will also monitor methane gas at landfall structures and the boundary quarterly for the
thirty-year period.
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 Solid Waste 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.
9W21 6 Prrmit w CvnVmct Ph3w 1 CN508118197 216

CLOSURE OF LEACHATE STORAGE FACILITIES
City of Albemarle 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 ground water surrounding the impoundment
is contaminated, other corrective actions to remediate a contaminant plume may be
required by the Department. If the ground water 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.
95021.6 PCrrrllr W COrIWVCC Phase I C1IS 08/18/97 237

7.2 Post Closure Costs
The largest area to be closed within the permitted life will be 16.0 acres. Past Closure will be 30
years after closure.
Post Closure Costs:
Methane gas and ground and surface will be monitored for 30 years after closure. The cap
will also have to he monitored for the 30 year period. All costs include reports, data analysis,
and certifications.
1. Ground and Surface Water monitoring semiannually for 30 years for
appendix I constituents and statistical analysis.
Estimated cost/sample = $700.001sample
Total annual samples = 201 wells + 3 surface) = 28 samples/year
Estimated cost = 30 years x 28 samples/year x $700.001sample
$588,000.00
.. Cost = $588,000.00
2. Methane Gas monitoring quarterly for 30 years.
Estimate $500.001quarter = $2,000.001year
Estimated cost = 30 year x $2,000.00 = $60,000.00
.•. Cost = $60,000.00
3. Cap Monitoring and repairing any problems.
Estimate $100,000.00 for the 30 years.
Cost = $100,000.00
4. Closure of sedimentation and erosion control devices.
Estimate $20,000.00 for closure
.•. Cost = $20,000.00
5. Leachate Management.
Estimate $250.000.00 for the 30 years.
Cost = $250,000.00
%021.6 Pemit 10 Consvutl Pha I CjJ5 0&119N+7 23H

6. Closure of leachate lagoon.
Estimate $24,000.00 for Closure.
Total of Estimated Post Closure Costs:
1. $588,000.00
2. $ 60,000.00
3. $100,000.00
4. $ 20,000.00
5. $ 24,000.00
6. $250,000.00
Total $1,042,000.00
96021 6 Permit to COn51 M(.( Phase I CHS 0811 SM 239

N
m
0
1
D
z

SECTION 8.0
FINANCIAL
ASSURANCES
96021.6 Permit to CO11.ftnlct Phase I CHS (AIM97 m

T4 BE SUBMITTED AT A LATER DATE
96021.6 Permit to Coulmd Phase I C H S 09/18/97 241

1
■
OWNERN
CITY OF ALB
�4 ? '��fa�Y-'u+{S ' `'�a _• i A ?T` # R; .fo �i ' c? %,i.:'A i]jA' -A
O� G96021',w6
PROJECT N
MAYOR
Robert F. Snyder
CITY COUNCIL
Troy E. Alexander
Jane E. Hartley
Judy U. Holcomb
Jimmy D. Napier
Jack. F. Neel
T. Ed Underwood
Tim E. White
CITY MANAGER
Raymond 1. Allen
DIRECTOR OF PUBLIC WORKS
James Coble
MARLS
Engineer
Municipal Engineering Services Company,, P.A.
Garner, N.C. 0= , N.C.
y
b
Pro
Engineer
ti
DATE.-

INDEX
SHEET
NO,
DRAWING
NO.
DESCRIPTION
01
Tl
TITLE SHEET
02
T2
INDEX SHEET
03
Fl
EXISTING QLQLTIONS
04
F2
PROPOSE—D BASE GRAQLS
05
F3
LEA CUA T L C0LLE!2TION S'(S TEM.
06
F4
PROPOSED FILLPL N
-A
Lt-
P,
SCALE-. NTS
DATE- 6-20-97
DPWN. BY- C. SEYMOUR
CHKD. COY W. SULUVAN
PROJECT NUMBER
DRAYM, NO.
T2 2 of 6

i
. r
1. i - t - }
.
1
NOTES
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'
LEGEND
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- Z>>
', , ;5
.
...
.%. I
,
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1. ARCHAEOLOGICAL SITE 31 S T7 62 WILL NOT BE DISTURBED.
-1I .+ I
+
r + t�,
'+ , - /
_- r____.____ EXISTING CON TCIURS
.
m
I 4
/
+ IL'; ;
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EXISTING CON TOURS
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OWNERE
MAYOR
Robert F. Snyder
CITY COUNCIL
Troy E. Alexander
Jane E. Hartley
Judy U. Holcomb
Jimmy D. Napier
Jack F. Neel
T. Ed Underwood
Tim E. White
CITY MANAGER
Raymond L Allen
DIRECTOR OF PUBLIC WORKS
James Coble
CITY OF ALBEMARLE
PROJECT NO. G96021n6
Engineer
Municipal Engineering Services Company, P.A.
Garner, N.C. Boone, N.C.
by
V12
Professional Engineer

Lit
06 E4 PHAE 1 TOP OF PRCTIV Z—fQ—VER
07 E5 PHASE 1 LEACHATE COLLECTION SYSTEM
08 E6 PHA1 LINER SYSTEM DETAILS
09 E7 PHASE --Q—SS. 2EC TlQtl S
10 ECI PHA 5E 1 EQSION CON T ROL,PLAN
11 EC2 PHAS1- MOSION CQNTROL. DETAILS
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- - 450 - - - EXISTING CONTOURS
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E.XISI TING ROAD
WA TER
Q EXISTING PROBE LOCATION
m MENEM CLOSED MSWLF SANITARY UNIT
i i i ri i Imew EXISTING MSWLF SANITARY UNIT
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VR:AWING NO. I ,SWEET NO.
E2 4 of 11

LEGEND
—_ 450 --- EXISTING CONTOURS
— — • — PROPERTY LINE
EXIST TING ROAD
WA TER
- - -- CLOSED MSWLF SANITARY UNIT
— ' — EXISTING MSWLF SANITARY UNIT
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DRAWING N0. 94EET N0.
E3 1 5of11

v-
LEGEND
- - - 450 -- EXISTING CONTOURS
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= = EXISITING ROAD
WA TER
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— — EXISTINGMSWLF SANITARY UNIT
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DATE. 6-20-97
DRWN BY C. SEYAMR
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PROJECT NUMBER
G96021.6
DRAWNG NO, I SHEET N0.
E4 6of11

X
LEGEND
asc --- EXISTING CONTOURS
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CLOSED MSWLF SANITARY UNIT 11 \ `, 11 v - - �I �� II 1 '�/ `v 1" v `v �• 1
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1
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NOTES
1. CID, RECYCLABLES, WHITE GOODS, AND TIRES WILL BE HANDLED A i HE EXISTING FACILITY. `
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DATE 6-20-97
DRWN. BY- C. SEYMOUR
CHKD. BY W SULUVAN
PROJECT NUMBER
G96021.6
DRAWING NO. 9ii E£T NO
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PROCTOR DENSITY COMPACTION ('1xIQ' cm/sec. PERAiEAQALITY -'
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SUBBASE GRADE
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KNIFE MATE VALVE AND CHECK VALVE BOX WITH COVER
f-- 8• DUAL CONTAWMENT HDPE SDR 17
E
12^ SELECT BACKFILL
PROTECTIVE SOIL COWR.
266' -0'
402.0 INVERT IN 399.0' 16 oz./S.Y. NON WOVEN GEOTEXTILE
` WITH UV PROTECTION ON TOP AND IN DIRECT CONTACT
WITH 60 MIL TEXTURED HOPE MEMBRANE LINER 24" SELECT BACKFILL MATERIAL
390.0' 1% SLOPE
.` PERMANENT ANCHOR TRENCH
SOIL COMPACTED TO 95%
MAXIMUM DRY DENSITY
1' WIDE BY 4' DEEP
TEXTURED 60 MIL. HDPE GEOMEMBRANE
LEACHATE LAGOON DETAIL
NOT TO SCALE
BACKFILL TO 95% MAX. -- ---�
PROCTOR DENSITY COMPACTION
SUNLESS NOTED OTHERWISEY, (UNLESS NOTED OTHERWI'
FINISinHED GRADE LINE
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PROTECTIVE SOIL COVER
20' ACCESS ROAD
DOUBLE BONDED HDPE DRAINAGE NET
180 SELECT BACKFILL
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MEMBRANE LINER
8" NON -PERFORATED HOPE DUAL CONTAINMENT SDR 17 PIPE
8" PERFORATED HOPE SDR 17
HEADER . PIPE
LINER PENETRATION FOR
STORYWA TER DETAIL
24" COHESIVE SOIL LINER
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0x10-' cm/sec. PERMEABILITY
OR LESS IN DIRECT CONTACT
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GRAVEL DETAIL
12' SELECT BACKFILL
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PROTECTIVE SOIL COVER. — E
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INVERT OUT 386,06'
EXTEND PENETRATION 3'
INTO SELECT BACKFILL
WITH PERFORATIONS AND
CAP NTH 16 OZ GEOTEXTILE
1�
INVERT OUT 388a06'
388, 06'
24' COHESIVE SOIL LINER
1xIO' cm/sic. PERMEABILITY
R LESS IN DIRECT CONTACT
WITH FLEXIBLE MEMBRANE LINER),
402 0'
DUAL CONTAINMENT HEFE SDR 17
8" CARRIER PIPE WITH 12- CONTAINVE
8` DUAL CONTAINMENT HDPE SDR 17
8" CARRIER PIPE WITH 12" CONTAINMENT PIPE
INVERT IN 385.06'
6' DIAMETER HDPE MANHOLE INVERT IN 382.82'
TOP ELEVATION 404.0'
BOTTOM ELEVATION 380.0' 4' DIAWETER HDPE MANHOLE
TOP ELEVATION 404,0'
BOTTOM ELEVATION 378,0'
XWFE GATE VALVEBOX MATH COVER
AWL :rV R VTE COy 7r_AA'
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24 COHESIVE SOIL LINER
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SCALE: N75
DATE, 6-20-97
GRADE
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PL YWOOD.
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1282