part 1 - general 1.01 scope a. the contractor shall

SECTION 02596

GEOTEXTILE FABRICS

PART 1 - GENERAL

1.01 SCOPE

A. The Contractor shall furnish all labor, materials, tools, and equipment and performall operations necessary for the installation of geotextile fabrics, as indicated on theDrawings and as specified herein.

B. The materials supplied shall be products designed and manufactured specificallyfor the purpose of this work and which have been satisfactorily demonstrated byprior use to be suitable and durable for such purposes.

C. Geotextile filter fabrics shall be used as shown on the Drawings.

1.02 RELATED WORK SPECIFIED ELSEWHERE

A. Section 02200 - Earthwork

1.03 SUBMITTALS

A. Shop Drawings shall be submitted in accordance with Section 01340.

B. Certification test results showing that the fabric meets the specifications shall besubmitted to the Owner prior to installation.

PART 2 - PRODUCTS

2.01 GEOTEXTILE FABRICS

A. The fabric shall be non-woven consisting of continuous chain polymer filaments oryams ofpolyester, formed into a stable network by needle punchig. The fabricshall be inert to commonly encountered chemicals, hydrocarbons, mildew and rotresistant, resistant to ultraviolet light exposure, insect and rodent resistant, andconform to the properties specified below.

Physical Properties

Weight (ounces per square yard)Grab Tensile Strength ASTM D4632 (lbs)Grab Strength Elongation ASTM D4632Mullen Burst Strength ASTM D3786Coeffcient of Normal Permeability- K ASTM D4491 (em/sec.)Water Flow Rate ASTM D4991 (gpm!fe)Equivalent Opening Size ASTM D475 1 (U.S. Standard Sieve No.)Trapezoid Tear Strength ASTM D4533 (lbs)

Specification

823060

3900.4812010095

1641060

8400.3970140165

02596-1

PART 3 - EXECUTION

3.01 SITE PREPARATION

A. Site grade preparation shall conform to the requirements ofthis Section, andSection 02200 - Earthwork.

B. The surface to receive geotexti1e shall be cleared of sharp objects, boulders,stumps, or any materials that may contribute to fabric punctures, shearing,rupturing or tearing.

3.02 INSTALLATION

A. The geotextile shall be placed in the manner and at the locations shown.Geotextile shall be laid smooth and free of tension, stress, folds, wrinles, orcreases.

B. During the placement of rip rap or other stone materials over the geotextile, careshall be taken so as not to damage the geotextile. Dozer blades shall not be indirect contact with the geotextile.

C. All materials located on top of geotextiles shall be deployed in such a maner as to

ensure:

1. The geotextile materials are not damaged.

2. Minimal slippage of the geotextile on underlying layers occurs.3. No excess tensile stresses occur in the geotextile.

D. If geotextile is damaged during any step of installation, a piece of geotextilematerial shall be cut and placed over the damaged area and overlap the undamagedmaterial a miimum of 3 feet in each direction.

END OF SECTION

02596-2

SECTION 02714

HDPE PIPE AND FITTINGS

PART 1 - GENERAL

1.01 DESCRIPTION OF WORK

A. The Contractor shall furnish all labor, materials, tools, supervision, transportation,and installation equipment necessary for installation of all high density polyethylene(HDPE) pipe and other plastic pipe, fittings and appurtenances in conjunction withlandfill gas extraction well and collection systems, as specified herein and as shownon the Drawings.

1.02 RELATED SECTIONS


B. Section 02250 - Landfill Gas Extraction Wells

1.03 REFERENCES

A. Latest version of the American Society for Testing and Materials (ASTM)standards:

1. ASTM D 1248, Standard Specification for Polyethylene Plastics Moldingand Extrusion Materials

2. ASTM D 1603, Standard Test Method for Carbon Black in Olefi Plastics

3. ASTM D 1693, Standard Test Method for Environmental Stress-Crackingof Ethylene Plastics

4. ASTM D2513, Thermoplastic Gas Pressure Pipe, Tubing and Fittings.

5. ASTM D 2657, Standard Practice for Heat-Joining for Polyolefi Pipe andFittings

6. ASTM D2683, Socket Type Polyethylene Fittings For Outside DiameterControlled Polyethylene Pipe and Tubing.

7. ASTM D 2837, Standard Test Method for Obtaining Hydrostatic DesignBasis for Thermoplastic Pipe Materials

8. ASTM D326l, Butt Heat Fusion Polyethylene (PE) Plastic Fittings forPolyethylene (PE) Plastic Pipe and Tubing.

9. ASTM D 3350, Standard Specification for Polyethylene Plastics Pipe andFittings Materials

02714-1

C. The polyethylene compound shall have a miimum resistance of 125 hours when

tested for environmental stress crack in accordance with requirements of ASTM D1693, Procedure B.

2.02 HIGH DENSITY POLYETHYLENE (HDPE) PIPES AND FITTINGS

A. All HDPE pipe and fittings shall comply with the ASTM F 714.

B. All HDPE pipe and fittings shall have a miimum Standard Diameter Ratio (SDR)of17.

C. HDPE pipe shall be supplied in standard laying lengths not exceeding 50 feet.

D. HDPE pipe shall be furnished perforated as indicated on the Drawings. Theperforations shall be driled into the pipe after manufacture, prior to delivery to thesite.

E. HDPE pipes and fittings shall be homogeneous throughout and free of visiblecracks, holes (other than intentional manufactured perforations), foreigninclusions, or other deleterious effects, and shall be uniform in color, density, meltindex and other physical properties.

F. Fittings at the ends of pipes shall consists ofHDPE end caps and fused elbows asindicated on the Drawings.

G. Polyethylene fittings and joints shall be molded by means ofthermal butt-fusion.The ends of the fabricated fittings shall be tried to match the pipe section towhich they are going to be joined. All polyethylene fittings shall have the same orhigher pressure rating as the pipe when installed in accordance with the latesttechnical specifications.

H. Flanges shall be ASTM A 240, Type 304 stainless steel backing flanges with 125-pound, ANSI B 16.1 standard drilling. Flanges shall be complete with one-piece,molded polyethylene stub ends. Flanged connections shall have the same pressurerating as the pipe or greater.

1. Gaskets shall be flat ring, lI8-inch ethylene propylene rubber (EPR).

1. Bolting shall be type 304 stainless steel, ASTM A 193, Grade B8 hex head bolts;

and ASTM A 194, Grade 8 hex head nuts. Bolts shall be fabricated in accordancewith ANSI B 1 8.2 and provided with washers ofthe same material as the bolts.

K. The following shall be continuously indent printed on the pipe, or spaced atintervals not exceeding 5 feet:

1. Name and/or trademark ofthe pipe manufacturer.

2. Nomial pipe size.

3. Standard dimension ratio (SDR).

02714-3

4. The letters PE followed by the polyethylene grade per ASTM D 1248,

followed by the Hydrostatic Design basis in 100's of psi (e.g., PE 3408).

5. Manufacturing Standard Reference (e.g., ASTM F-7l4-1).

6. A production code from which the date and place of manufacture can be

determed.

2.03 BUTTERFLY VALVES

A. Provide butterfly valves at locations shown on Drawings as specified.

B. Service conditions:1. Material handled: Landfill gas (55% CH4, 40% CO2, 5% other) saturated,

corrosive.

2. Temperature gas: 100 to 150°F.

3 . Average pressure: 1 to 5 inches mercury vacuum.

4. Location: Outdoor (-20 to 100°F).

C. Valves

1. Butterfly valves of indicated sizes are to be installed at each wellhead and

at locations withi the collection system as shown on the Drawings.Exposed valves are to be hand lever activated with infiite adjustablesetting capability.

2. Valves shall have PVC bodies and polypropylene discs, be flanged, short

body type and have stainless steel shafts.

3. Valve seats shall be ofthe resilient type, mounted in the body or on the

disc. Seats and seals shall be ofTeflon(B or Viton.

2.04 VALVE HEADER BOXES

A. Valve header boxes shall be provided for each buried valve. They shall be of steelor HDPE and shall be installed as shown on the Drawings. The bottom ofthe boxsection shall enclose the stuffg box and operating nut ofthe valve but shall notrest upon the valve body or the pipe. Boxes shall have barrels of not less than 5inches in diameter or greater to allow adequate access to the valve handle.

B. Valve extension stems shall be pined to the valve operating nut. Stems shall be ofsuffcient length to place the valve handle at the grades indicated on the Drawings.

2.05 FLEXIBLE HOSE

A. Provide flexible hose at locations shown on Drawings and specified.

B. Specifications - wellhead flexible hoses:

02714-4

1. Diameter ofthe hose shall be as shown on the Drawings and shall be

constructed airight by adapters to the HDPE piping system, as approvedby the Owner.

2. Description: PVC suction hose (Kanaflex, Series 101 PS or Equal).

3. Ratings at 72 FWorking Pressure: 30 psig.Vacuum Rating: 28.0 inches ofmercury.

4. Minimum bending radius: 6.5 inches

C. Service conditions - wellhead flexible coupling:

1. Product flow: Landfill gas (approximately 55% CH4,

40% CO2, 5% other), saturated, corrosive.

2. Product temperature: 100 to 150°F.

3. Product pressure: 1 to 5 inches water vacuum.

4. Location: Exterior service.

D. Connections to flanged stub ends shall be by stainless steel hose clamp ormanufacturer's standard, as approved by Owner.

2.06 TRACER TAPE

A. The tracer tape shall be constructed of a metallc core bonded between layers ofplastic. The tape shall be a miimum 3 inches wide. The plastic shall be coatedwith the corrosion-resistant yellow color and the legend shall say "Gas Line Below

PART 3 - EXECUTION

3.01 FAMILIARIZATION

A. Prior to implementing any ofthe work described in this Section, the Contractorshall become thoroughly familiar with all portions of the work falling withi thisSection.

B. Prior to implementing any ofthe work in this Section, the Contractor shall

carefully inspect the installed work of all other Sections and verifY that all work iscomplete to the point where the installation of this section may properly commencewithout adverse impact.

3.02 HANDLING AND PLACEMENT

A. The Contractor shall exercise care when transporting, handling and placing HDPEpipe and fittings, such that they wil not be cut, kined, twisted, or otherwisedamaged.

02714-5

B. Ropes, fabric or rubber-protected slings and straps shflll be used when handlingHDPE pipe. Slings, straps, etc. shall not be positioneèl at butt-fused joints.Chains, cables or hooks shall not be inserted into the pipe ends as a means ofhandling pipe.

Pipe or fittings shall not be dropped onto rocky or unprepared ground. Under nocircumstances shall pipe or fittings be dropped into trenches, or dragged oversharp and cutting objects.

C.

D. HDPE pipe shall be stored on clean level ground, preferably turf or sand, free ofsharp objects which could damage the pipe. Stacking shall be limited to a heightthat wil not cause excessive deformation of the bottom layers of pipes underanticipated temperature conditions. Where necessary, due to ground conditions,the pipe shall be stored on wooden sleepers, spaced suitably and of such width asnot to allow deformation of the pipe at the point of contact with the sleeper orbetween supports. The pipes should be stored out of direct sunlight.

E. The maximum allowable depth of cuts, gouges or scratches on the exterior surfaceofHDPE pipe or fittings is 10 percent of the wall thickness. The interior of thepipe and fittings shall be free of cuts, gouges and scratches. Sections of pipe withexcessive cuts, gouges or scratches shall be removed and the ends of the piperejoined at no cost to the Owner.

3.03 INSTALLATION

A. General

1. All HDPE pipe and fittings shall be installed in accordance with themanufacturer's instructions.

2. The Contractor shall carefully examine all pipe and fittings for cracks,damage or defects before installation. Defective materials shall beimediately removed from the site and replaced at no cost to the Owner.

3. The interior of all pipe and fittings shall be inspected, and any foreignmaterial shall be completely removed from the pipe interior before it ismoved into fial position.

4. Field-cutting of pipes, where required, shall be made with a machinespecifically designed for cutting pipe. Cuts shall be carefully made, withoutdamage to pipe or lining, so as to leave a smooth end at right angles to theaxis of pipe. Cutter ends shall be tapered and sharp edges filed off smooth.Flame cutting will not be allowed.

B. Gas Extraction Wells

1. The Contractor shall install vertical sections ofperforated piping at each ofthe well locations shown on the Drawing. This pipe shall be set in a boringinto the waste, supported vertically and backfilled as specified.

2. The perforated pipe shall be.topped with the 8" x 6" slip coupling and 6"

solid wall pipe with blind flange, as indicated on the Drawings. The solid

02714-6

wall HDPE riser pipe shall extend from the pipe connections to a height ofsix (6) feet above the existing grade of the landfilL.

3. The Contractor shall secure the gas wells with the indicated well washer.

3.04 JOINTS AND CONNECTIONS

A. HDPE pipe, fittings and flange connections shall be joined with thermal butt-fusionjoints. Alljoints shall be made in strict compliance with ASTM D 2657 and themanufacturer's recommendations, and shall be performed by manufacturer'sauthorized, trained personneL. Pipe lengths, fittings, and flanged connections to bejoined by thermal butt-fusion shall be of the same type, grade, and class ofpolyethylene compound and supplied from the same raw material supplier.

B. Mechanical connections ofthe polyethylene pipe to auxiliary equipment such as

valves, pumps, tanks, and other piping systems shall be through flangedconnections unless noted otherwise, which shall consist ofthe following:

1. A po lyethylene "stub end" shall be thermally butt - fused to the ends 0 f thepipe.

2. Provide ASTM A 240, Type 304 stainless steel backing flange, l25-pound,ANSI B 16.1 standard. Insulating flanges shall be used where shown.

3. Bolts and nuts of suffcient length to show a miimum of three completethreads when the joint is made and tightened to the manufacturer'sstandard. Retorque the nuts after 4 hours.

4. Gaskets as specified.

C. Butt-fusion of pipes and fittings shall be performed in accordance with the pipemanufacturer's recommendations as to equipment and technique. Depending onsite conditions, butt-fusion joining shall be performed in or outside of theexcavation at the Contractor's option.

D. Each joint shall be swabbed and visually inspected inside and outside for damage,dir, or moisture inside the joint prior to fusing. All open pipe ends wil be cappedat the end of the work day to prevent foreign material from entering pipe.

E. Pipe ends shall be wiped clean and ends squared with the facing tool of the fusionmachie. Alignment shall be checked to see that the pipe ends meet squarely overthe entire surface to be fused. The heater plate shall be applied so as to achieve amelt pattern to a depth of3/16 inches. The pipe ends shall be carefully removedfrom the ends. The pipe shall be brought together under suffcient pressure toform a double roll-back bead of 3/16-inch miimum width. After the joint hascooled, the pressure shall be released and the pipe shall be removed from theclamps.

02714-7

F. Polyethylene pipe connected to heavy fittings, manholes, and rigid structures shall

be supported in such a manner that no subsequent relative movement between thepolyethylene pipe at the flanged joint and the rigid structures is possible.

3.05 PRODUCT PROTECTION

A. The Contractor shall use all means necessary to protect all prior work andmaterials and completed work of other Sections.

B. In the event of damage, the Contractor shall imediately make all repairs and

replacements necessary, to the approval of the Owner and at no additional cost toOwner.

3.06 FIELD QUALITY CONTROL

A. General1. Upon completion of piping, but prior to covering concealed/buried piping,

test all piping systems.

2. Utilize pressures, media and pressure test durations as specified.

3. Isolate equipment which may be damaged by the specified pressure test

conditions.

4. Perform pressure test using calibrated pressure gages. Select each gage so

that the specified test pressure falls withi the upper half ofthe gage'srange. NotifY the Owner 24 hours prior to each test.

5. Unless otherwise specified, completely assemble and test new piping

systems prior to connection to existing pipe systems.

6. Bear the cost of all testing and inspecting, locating and remedyig ofleaks

and any necessary retesting and re-examination.

B. HDPE Collection System Testing

1. Backfilling over installed piping shall not be done until a successful

pressure test of all piping has been completed to the satisfaction of Owner.

2. All piping shall be pressure tested to 20 psig (in a complete system) in

place in the trench, for a period of 1 hour with no more than a 2.5 psigdecrease in pressure. All testing shall be done in the presence of Owner.After test approval by the Owner, the trench will be backfilled.

3. The pipeline may be tested in sections at the discretion of or with theapproval of the Owner.

4. Contractor shall furnish and install all required vents, purges, plugs and

blind flanges and make all necessary connections and all other requiredpreparations required for the tests. Contractor shall provide all

02714-8

pressurizing equipment, furnish and install temporary piping supportsrequired for the entire length of the pneumatic tests.

5. Contractor shall repair any leaks found in fusion joints which he has madecutting/removing defective joint and fusing pipe ends together using properpolyethylene fusion procedures.

6. No pipe installation wil be accepted until it meets all pressure testrequirements.

7. No pipe installation wil be accepted should there be evidence of exteriorsurface damage to the pipe, that in the opinion ofthe Owner, maycompromise the integrity ofthe system, even though it may pass thepressure test requirements.

8. Pipe with exterior surface damage greater than 10 percent of the pipediameter will not be accepted.

9. All costs associated with the pressure testing of pipe and any repair ofdamaged pipe shall be borne by the Contractor.

3.07 CLEANING

A. Clean interior of piping systems thoroughly before installing.

B. Maintain pipe in clean condition durig installation.

C. Before jointing piping, thoroughly clean and wipe joint contact surfaces and then

properly dress and make joint.

3.08 LOCATION OF CONSTRUCTED SYSTEM

A. The Contractor shall furnish an As-Built Plan showing exact horizontal and verticallocations and description of the constructed facilities. The As-Built Plan shallindicate the location of all wells, tees, connections, valves, header pipe at 50 footintervals and at elbows and any other pertinent information which will be requiredby future contractors for replacement servicing, or adjacent construction aroundany buried facility.

02714-9

TABLE 02714-1HDPE PIPE AND FITTINGS PROPERTIES

PROPERTIES UNITS SPECIFIED VALUES TEST METHOD

Density g/cm3 0.941 - 0.955 ASTM D 1505

Melt Flow gl10 min 0: 0.15 ASTM C 1238Condition E

Flex Modulus psi 110,000 - 160,000 ASTM D 790

Tensile Strength at Yield pSi 3,000 - 5,000 ASTM D 638

Environmental Stress Cracking hrs :; 5,000 ASTM D 1693Condition C

Hydrostatic Design Basis pSi 1,500 ~ 23°C ASTM D 2837

END OF SECTION

02714-10

SECTION 02715

CORRUGATED POLYETHYLENE PIPE

PART 1 - GENERAL

1.01 DESCRIPTION OF WORK

A. The Contractor shall furnish all labor, materials, tools, supervision, transportation andinstallation equipment necessary for the installation of heavy duty corrgatedpolyethylene tubing, fittings and appurtenances in conjunction with the DrainageLayer Interceptor as specified herein and as shown on the Drawings.

1.02 RELATED SECTIONS


B. Section 02210 - Sand

1.03 REFERENCES

A. Latest version of the American Society for Testing and Materials (ASTM) standards:

1. ASTM D 618

2. ASTM D 883

3. ASTM D 1248

4. ASTM D 1693

5. ASTMD2122

6. ASTM D 2412

7. ASTM F 412 D

1.04 SUBMITTALS

Method for Conditioning Plastics and ElectricalInsulating Materials for Testing

Defiition of Term Relating to Plastics

Specifications for Polyethylene Plastics Molding andExtrusion Materials

Test Method for Environmental Stress Cracking ofEthylene Plastics

Method of Determing Dimensions of ThermoplasticsPipe and Fittings

Test Method for External Loading Properties ofPlastic Pipe by Parallel-Plate Loading

Definitions of Terms Relating to Plastic PipingSystems

A. The Contractor shall submit to the Owner for approval, a list of materials to befurnished, the names of the suppliers and the results ofphysical testing performed bythe Manufacturer.

B. The Contractor shall submit to the Owner the PE pipe Manufacturer's certification ofcompliance with this Section for all materials delivered to the site, and shall comply

02715-1

with the pipe Manufacturer's recommendation for handling, storing, and installing PEpipes and fittings.

C. The Contractor shall submit to the Owner in writing the following documentationfrom the PE pipe Manufacturer on the raw materials used to manufacture the PE pipeand fittings prior to transporting any PE pipe or fittings to the site.

1. Certificate stating the specific resin, its source and the information required

by ASTM D 1248.

2. Certification that no recycled compound has been added to the resin except

that generated in the Manufacturer's own plant from resin of the samespecification from the same raw materiaL.

PART 2 - PRODUCTS

2.01 POLYETHYLENE (PE) COMPOUND

A. The PE pipe and fittings shall be made ofvirgin PE compound which conform withthe requirements of Type III, Category 4 or 5, Grade P33, Class C or Grade P34Class C as described in ASTM D 1248.

2.02 CORRUGATED POLYETHYLENE (PE) PIPE AND FITTINGS

A. All corrgated PE pipe and fittings shall comply with ASTM F 405.

B. All corrgated PE pipe and fittings shall have a nominal inside diameter of four (4)inches and shall be rated for heavy duty commercial use.

C. Corrgated PE pipe shall be supplied in standard layig lengths which facilitatehandling and placement and miimize joint connections.

D. Corrgated PE pipe shall be furnished in perforated and non-perforated sections.

1. Perforations shall be cleanly cut so as not to restrict the inflow of water anduniformly spaced along the length and circumference of the pipe.

2. Circular perforations shall not exceed 3/16 inch in diameter. Width of slots

shall not exceed 1/8 inch. The length of individual slots shall not exceed 10percent of the pipe inside nominal circumference.

3. Slots shall be centered in the valleys of the corrgation. The water inlet areashall be a minimum of 1 square inch per linear foot of piping.

E. PE fittings shall not reduce or impair the overall integrity or function ofthe pipe. Allinline fittings, such as couplings shall be "spin-on" type. All other assembly fittingssuch as tees, wye's and end caps shall be "snap-on" type. All fittings shall provide fora strong connection to the main piping and shall be resistant to pull-out.

02715-2

2.03 PIPING PROTECTIVE WRAP

A. All corrgated perforated PE piping shall be wrapped with geotextile fabric to prevent

the movement of fie soil particles and clogging of the pipe.

B. Geotextile pipe wrap shall be installed by the pipe manufacturer prior to shipment to

the site.

C. Geotextile pipe wrap shall conform to the following criteria:

Physical Properties Nominal Values

Weight, Oz. Per Sq. Yd. (ASTM D 3776)

Fiber Size, Denier Per Filament

Burst Strength, PSI (ASTM D 3786)

Air Permeability CFM Per Sq. Ft.(ASTM D 737)

Equivalent Opening Size (EOS)(U.S. Standard Sieve Size)

2.5 to 3.5

100 to 200

100 to 135

700

30 to 40

PART 3 - EXECUTION

3.01 DRAINAGE LAYER SUBDRAINA. Four (4) inch inside diameter, heavy duty, perforated, corrgated polyethylene piping

with a geotextile wrap shall be installed around the perimeter of the landfill. Theintent of this piping is to intercept stormwater which has infiltrated the topsoil layerof the landfill cap into the sand drainage layer and to provide discharge of this waterto the adjacent drainage channel network.

B. The perforated interceptor piping shall be fitted with solid wall outlet tees andextension piping at the locations shown on the Drawings.

C. All piping connections shall be made in accordance with manufacturer'srecommendations and shall be secure and resistant to separation.

D. All piping and appurtenances are intended for placement on top of the impermeableHDPE geomembrane layer of the landfill cap, as shown on the Drawings. The twelveinch (12") sand drainage layer and eight inch (8") topsoil layers will be placed abovethe impermeable layer.

E. The Contractor shall protect and maintain the integrity of the impermeable layerduring all construction activities.

F. The Contractor shall be responsible for developing a construction sequence andprocedure that will ensure the protection ofthe lateral drainage interceptor pipingsystem during the placement of subsequent soil layers against pipe crushig orbuckling.

02715-3

G. The open ends ofthe interceptor outlet piping shall be fitted with polyethylene meshscreens to prevent rodent access.

H. Small crushed stone aprons shall be constructed at each outlet pipe for erosionprotection.

END OF SECTION

02715-4

UNEINORCED EMBANKENTS AN MECHANICALLY STABILIZED EARTH (MSE) BERMCONSTRUCTION

PART 1 - GENERAL

1.01 DESCRIPTION

A. Provide the penmeter berm shown on the drawings by constructing Unreinforced and

Mechanically Stabilized Earth (MSE) berms in accordance with these specifications and thedrawings:

1. Perform all necessary foundation preparation including the removal of unsuitablematena1s from within areas of proposed berm construction. These areas include thewesterly side of the landfill beyond the base of the existing berm where the slope wil beextended at a 1.5:1 slope and areas along the south side of the landfill where bermconstruction is to be performed.

2. Construct the unreinforced berm, initially along the westerly side of the landfill, utilizingrock fill andlor inorganic soils that meet this specification following the proceduresdescribed herein.

3. Construct stone buttresses at the locations and in accordance with the details shown on

the drawings concurrent with the construction of the unreinforced berm on the westerlyand northerly sides of the landfiL. Buttress construction is integral to the work required toreduce the slope of the existing penmeter berm from its current configuration to therequired 1.5: 1 slope.

4. Coordinate the installation of the indicated geosynthetic matenals with the placement andcompaction of the reinforced backfill, and the Landfill Waste, and landfill cover materialsto create the MSE berms indicated on the drawings.

5. Place the geosynthetic reinforcement matenals as indicated in section 3.03.

6. The CQA Consultant must observe and approve the placement of each primarygeosynthetic reinforcement layer pnor to covenng with a lift of reinforced backfillmatenaL.

7. Construct the MSE berm facing using Asphalt grindings and the specified face wrapmatenals to construct the wall face configuration shown on the drawings.

B. The work of this section includes, but is not limited to:

1. Furnishing all labor, matenals, equipment, and incidentals required to perform all worknecessary for the construction of the MSE berms as indicated on the drawings. Workincludes furnishing and installing: (a) geosynthetic reinforcing matenals; (b)geosynthetic face wrap matenals; (c) reinforced backfill matenals.

2. As indicated on the project drawings, the MSE berm facing extends from the bottom of

the first wrapped lift to the top of the berm.

2008 ApnlMSE Perimeter Berm

Page 1 Crow Lane LandfillNewburyport, Massachusetts

1.02 REFERENCE STANARS

Reference standards for geosynthetic reinforcement matenals include:ASTM D 4354 - Practice of Sampling Geosynthetic Matena1s for Testing

ASTM D 4595 - Test Method for Tensile Properties ofGeotextiles by the Wide-Width StnpMethod (modified for geogrids)

ASTM D 5262 - Test Method for Evaluating the Unconfined Creep Behavior of Geosynthetics

ASTM D 1505 - Specific gravity (HDPE only)

ASTM D 1238 - Melt Flow Index (PP&HDPE)

ASTM D 4603 - Intrinsic Viscosity (pET only)

ASTM D4355 - Deterioration ofGeotextiles from Exposure to Ultraviolet Light and Water

ASTM D2455 - Carboxyl End Group (pET Only)

GRI GG-1: Single Rib Geogrid Tensile Strength (Quality Control only)

GRI GG-4 (a): Determination of the Long-Term Design Strength of Stiff Geognds

GRI GG-4 (b): Determination of the Long-Term Design Strength of Flexible Geognds

GRI GG-5: Geognd Pullout

GRI GT-6: Geotextile Pullout

GRI GG-7: Determining Carboxyl End Groups in Polyethylene Terephthalate (PET)Geotextiles and Geognds

GRI GG-8: Determining the Average Molecular Weight Based on a Relative Viscosity Value.

1.03 DEFINITIONS

A. ASTM: Amencan Society for Testing and Matenals.

B. GRI: Geosynthetics Research Institute.

1.04 SUBMITTALS

A. Within thirty (30) days after receiving Notice to Proceed, Contractor shall submit to theEngineer for review a plan that descnbes the following:

1. A detailed construction sequence plan for constructing the unreinforced berm and

installing the MSE berms indicating the limits of work, sequence of work, andprocedures. .



B. All manufacturer's QC data and certifications for geosynthetic reinforcement, to confirm thatthe proposed matenals meet all the requirements of Section 2.0 of this specification.

PART 2 - PRODUCTS

2.01 INTERMEDIATE FACE REINORCEMENT.

Shall be a non-woven geotextile fabnc, AMOCO 4551 or equivalent, Separation fabric shall beplaced between the Reinforced Backfill and Rock Facing Backfill as shown on the Plans.

2.02 PRIMARY GEOSYNTHETIC REINORCEMENT MATERIAL

A. Geosynthetic Reinforcement Matenal shall consist of geognds manufactured for soilreinforcement applications, and shall be manufactured from high density polyethylene or hightenacity polyester yarn.

High density polyethylene matenal shall conform to the requirements of ASTM Designation: D1248. High tenacity polyester yarn matenal shall be manufactured from high tenacity polyesteryarn as determined by the requirements of ASTM Designation: D 629, and shall beencapsulated in an acrylic latex or polyvinyl chlonde materiaL.

All geosynthetic reinforcements shall be from the same manufacturer and of the same type,manufactunng process, and polymer.

The type, properties and placement location requirements of the reinforcing geosynthetic shallbe as shown on the plans and stated in this Section.

B. Required Properties: Test data and reports by the manufacturer's QC laboratory and projectconformance testing shall demonstrate that the selected geosynthetic reinforcement(s) have thefollowing minimum properties for backfill matenals similar to the Low Permeability Soilspecified in Section 2.04:

Strength Properties Units Test Method Min. Required Value

Ultimate Reinforcement Ibslft ASTMD6637 Polyester grids = 2500Tensile Strength - T u Polyethylene gnds = 4500

Geogrid Junction Ibs. GRIGG-2 25Strength

The manufacturer of each geosynthetic reinforcement matenal shall provide the minimumultimate strength (Tu) based on ASTM D 4595 (modified for geognd) and minimum averageroll values.



Interaction Properties Test Method Min. Required ValueCoefficient ofInteraction - C¡ GRIGG-5 & 0.7

GG-6Coeffcient of Interface Fnction ASTM D 5321 0.5between Soil and GeosyntheticReinforcement - cp, where peak soilfriction angle is greater than 36degrees

C. Minimum Durability Requirements:

Geosynthetic Property Test Method RequirementPolyethylene UV Oxidation ASTMD4355 Min. 70% strength

Resistance retained after 500 hrs.Polyester Hydrolysis Intnnsic Viscosity Method Min. Number (Mn)

Resistance (ASTM D 4603) with Molecular weight of

Correlation or Determine 25,000Directly Using Gel

permeation Chromatography

Polyester Hydrolysis GRIGG-7 Max. Carboxyl EndResistance Group Number of 30

All Survivability Weight per Unit Area Min. 270 g/m2

ASTMD 5261 (8oz/sy)All % Post Consumer Certification of material Maximum 0%

Recycled Matenal usedby Weight

D. Certification:

1. The contractor shall submit a manufacturer's certification that the geosynthetics supplied

meet the respective cntena in this specification, measured in full accordance with all testmethods and standards specified and as set forth in these specifications.

2. The manufacturer's certificate shall state that the furnished geosynthetic meets therequirements of the specifications as evaluated by the manufacturer's quality controlprogram. The certificates shall be attested to by a person having legal authonty to bondthe manufacturer. In case of dispute over validity of values, the Owner's Engineer canrequire the Contractor to supply test data from a laboratory accredited by theGeosynthetic Accreditation Institute (GAl) to support the certified values submitted.

3. The quality control certificate shall include:a. Roll numbers and identification.

b. Sampling procedures.

c. Result of quality control tests, including a descnption of test methods used.



E. Manufactunng Quality Control:

The geosynthetic reinforcement shall be manufactured with a high degree of quality control.The Manufacturer is responsible for establishing and maintaining a quality control program toensure compliance with the requirements of the specification.

Conformance testing shall be performed as part of the manufactunng process and may vary foreach type of product. As a minimum the following index tests shall be considered as applicablefor an acceptable QNQC program.

Property Test Procedure

Specific Gravity (HDPE only) ASTMD 1505Wide Width Tensile ASTM D 4595; GRI:GG 1Melt Flow (HDPE and PP only) ASTMD 1238Intnnsic Viscosity (PET only) GRIGG8Carboxyl End Group (pET only) GRIGG7

F. Sampling, Testing and Acceptance:

Sampling and conformance testing shall be in accordance with ASTM D 4354. The Owner'sEngineer wil sample the geosynthetic reinforcement at selected intervals dunng constructionand test samples for venfication of the manufacturer's factor for installation damage.

Geosynthetic product acceptance shall be based on ASTM D 4759.

2.03 REINORCED BACKFILL

A. All reinforced backfill matenal used in the MSE berm shall consist of matenals, which are freefrom organic or other unsuitable or deletenous matenal. The matenal shall be non-plastic. Thematenal shall conform to the gradation requirements listed below:

. 100 percent passing a 6-in. sieve

. 100 to 80 percent passing a 3-in sieve

. 30 to 65 percent passing a NO.4 sieve

. 15 to 35 percent passing a No. 40 sieve

. 0 to 15 percent passing a No. 200 sieve

B. The material shall exhibit an angle of internal friction of not less than 40 degrees, as determinedby the direct shear test ASTM D3080, utilizing as sample of the matenal compacted to 90% ofASTM D1557, at optimum moisture content.

C. The material shall have an organic content no greater than 1 % (AASHTO T-267-86)

D. The frequency of sampling the reinforced backfill necessary to assure the above -mentionedrequirement shall be directed by the Owner's Engineer

2.04 UNINORCED BACKFILL



A. All unreinforced backfill material used in the berm shall consist of matena1s that are free fromorganic or other unsuitable or deletenous matenal. The materials to be utilized in theconstruction of the unreinforced berm shall be comprised of rock fill or other inert matenal,such as broken concrete or brick, earthen matenals or a combination of these components.Earthen matenals proposed for use shall have no greater than 15% by weight passing the #200sieve.

B. The material shall exhibit an angle of internal friction of not less than 40 degrees, as determinedby the direct shear test ASTM D3080, utilizing as sample of the matenal compacted to 95% ofASTM D1557, at optimum moisture content.

C. The material shall have an organic content no greater than 1 % (AASHTO T-267-86)

D. The frequency of sampling the unreinforced backfill necessary to assure the above -mentionedrequirement shall be directed by the Owner's Engineer

2.05 ROCK BUTRESS ROCK

A. Furnish hard, durable rock that is angular in shape, resistant to weathenng, and graded in a well-balanced range conforming to the following gradation:

Gradation for Mechanically-placed Rock

Percent of RockMass Equivalent

Fragments by(pounds)

Cubic DimensionMass (inches)

50 Greater than 2000 Larger than 28

50 90 to 2000 10 to 28

2.06 RIP-RA ROCK

A. Furnish hard, durable, angular rock that is resistant to weathenng and water action and free oforganic or other unsuitable matenal The material shall conform to the gradation requirementslisted below:

Gradation Requirements for Riprap

Percent of Mass ApproximateCubic Dimension(Rock by Mass (pounds)

(inches)

20 22 to 33 6 to 8

30 11 to 22 5 to 6

40 i to 11 2 to 5

10 o to 1 o to 2



PART 3 - EXECUTION

3.01 GENERAL REQUIRMENTS

The Contractor shall provide all matenals, equipment and labor necessary to perform subgradepreparation activities necessary for modifications to the existing penmeter berm in order toreduce its outer slope from its current configuration to no more than a 1.5: 1 slope.

The Contractor shall determine exact configurations, lengths, sizes and quantities of allgeosynthetic matenals, reinforced backfill, and associated and ancilary construction itemsrequired by this section. The Contractor shall be responsible for layout, elevation, length,quantity and quality of each work item required by this section and request Engineer approval ofunderlying matenals before proceeding with construction of succeeding MSE Berm activities.The Engineer wil monitor the Contractor's MSE berm construction, operations and installationof all geosynthetic matenals.

3.02 FOUNATION PREPARTION

The MSE Berm wil be founded on the existing unreinforced berm located along the westerlyside of the landfill and on the unreinforced berm to be constructed along the entire southerly(Crow Lane) side of the landfiL. The foundation preparation includes the removal of unsuitablematenals beyond the base of the existing berm within the areas that it wil be extended andalong the southerly side of the landfill in order to achieve firm foundations for the placement ofadditional fill. Foundation preparation also includes the fine grading and compaction of theexisting and to be constructed unreinforced berm surface in preparation for MSE Bermconstruction.

3.03 MSE BERM CONSTRUCTION

A. The Contractor shall use the face wrap to develop the specified wall face and batter. Thepnmary and intermediate geosynthetic reinforcement, and reinforced backfill materials shall beplaced in successive lifts.

B. Wall Face Construction

1. The pnmary geosynthetic reinforcement shall be draped over the face with suffcientlength to provide a face wrap with a minimum 3 foot embedment in the layer above asshown on the construction drawings.

2. Compaction near the face wil be monitored by the Engineer during fill placement. TheContractor shall employ compaction equipment and procedures that wil not result inexcessive deformation of the face.

3. The layers shall be placed in 9 inch compacted layers. On top of the intermediate layer, a4 foot wide roll of nonwoven geotextile shall be placed adjacent and parallel with theface.

C. Primary Geosynthetic Reinforcement



tracked vehicles over the geosynthetic reinforcement. Turning of tracked vehicles shouldbe kept to a minimum to prevent displacing the fill and damaging or moving thegeosynthetic reinforcement.

3. Rubber-tired equipment will not be allowed to pass over the geosynthetic reinforcement,unless it is performed in accordance with the manufacturer's recommendations and fieldtests are performed to demonstrate the geosynthetic reinforcement wil not be damagedmore than the geosynthetic manufacturer's installation damage reduction factor wouldindicate. If allowed, all equipment shall operate at speeds less than 10 mph. Suddenbraking and sharp turning is prohibited.

4. At the end of each day's operation, the Contractor shall slope the last lift of reinforcedbackfill away from the wall facing, to direct runoff of rainwater away from the wall face. Inaddition, the Contractor shall not allow surface runoff from adjacent areas to enter the wallconstruction site.

3.04 UNEINORCED BERM CONSTRUCTION

A. After the subgrade foundation has been prepared as herein before specified, the fill materialshall be placed thereon and built up in successive layers until it has reached the requiredslope and elevation. If earhen materials are being utilized in this construction, layers shallnot exceed 12 inches in thickness (loose) and shall be compacted to at least 95 percent ofthe maximum dry density as determined by ASTM D1557, Method D. The layers shall beslightly dished toward the inward. If rock fill or other approved inert matenal is beingutilized in this construction, the layer thickness may be increased as determined appropnateby the CQA Consultant and Design Engineer.

B. Each layer of earthen matenal shall be compacted by the use of vibratory compactionequipment, rollers or other mechanical means to achieve at least 95 percent of maximumdry density as determined by ASTM D1557, Method D. At such points as cannot bereached by mobile mechanical equipment, the materials shall be thoroughly compacted bythe use of suitable power-driven tampers.

C. The limits of fill placement shall be established in the field based on the design drawingswith consideration for the np rap surface treatment that is to be applied to the outer slopeupon completion of filling.

3.05 STONE BUTRESS CONSTRUCTION

A. Stone Buttress construction shall be completed at the locations and in accordance with thedetails provided on the design drawings. Stone buttresses shall be constructed on a suitablyprepared subgrade foundation.

B. Place the rock in a stable onentation with minimal voids. Offset the rock to produce a randompattern. Use spalls smaller than the minimum rock size to chock the larger rock solidly inposition and to fill voids between the large rocks.

C. Construct the exposed face of the rock mass reasonably uniform with no projections beyond theline of the slope that are more than 12 inches.

2008 AprilMSE Perimeter Berm


3.06 RIP-RA CONSTRUCTION

A. Place nprap to its full thickness in one operation to avoid displacing the underlying materiaL.Do not place nprap material by methods that cause segregation or damage to the preparedsurface. Place or rearrange individual rocks by mechanical or hand methods to obtain a denseuniform blanket with a reasonably smooth surface

END OF SECTION



EXHIBIT A

CORRCTIVE ACTION DESIGN

PLAN SHEETS

Index of Plan Sheets

Plan Sheets 1 - 15

S-1 Construction Sequence Plan Sheet

part 1 - general 1.01 scope a. the contractor shall

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