PREFINAL DESIGN RCRA SUBTITLE C CAP3. Provide to protect existing facilities and adjacent properties from potential damage. 4. Locate to enable access by facility operators and property

EPA Region 5 Records Ctr.

257115

PREFINAL DESIGN RCRA SUBTITLE C CAP

MEAL'S LANDFILLMONROE COUNTY, INDIANA

Submitted By

CBS CORPORATION(formerly Westinghouse Electric Corporation)Pittsburgh, Pennsylvania

August 11,1999

Meal's Landfill Phase 2Technical Specifications01010 Summary of Work01040 Coordination01500 Construction Facilities and Temporary Controls01700 Contract Closeout01722 Health & Safety and Decontamination of Personnel and Equipment02210 Borrow Pits02215 Subgrade Preparation02220 Earthwork02246 Geotextiles02248 Geonet02271 Riprap02700 Piping02770 Polyethylene Geomembrane LLDPE02778 Clay Barrier Layer02920 Soil Preparation02930 Lawns and Grasses

CBS BLOOMINGTON 149824B.MKE

SECTION 01010SUMMARY OF WORK

PART 1 GENERAL

1.1 WORK COVERED BY CONTRACT DOCUMENTS

A. The completed Work will provide CBS with completion of closure of Neal'sLandfill and includes the items listed in this section.

B. Permanent cap system consisting of the following (from top to bottom):

a. Vegetative Materialb. Topsoilc. Vegetative Support Zoned. Geonet (drainage composite including double heatbonded

geotextile)e. LLDPE Geomembranef. Clay Liner

C. Stormwater system on and adjacent to landfill and ditching to connect toexisting storm system.

D. Piezometers through landfill cap.

1.2 WORK NOT COVERED BY CONTRACT DOCUMENTS

A. Constructing site access roads to the landfill and facility support area shown inthe Drawings.

B. Construction of interim waste grades with temporary soil cover.

C. Construction of stormwater system outside of cap area.

PART 2 PRODUCTS (NOT USED)

PART 3 EXECUTION (NOT USED)

END OF SECTION

149824.A1.PD AUGUST 9,199901010 1 SUMMARY OF WORK


SECTION 01040COORDINATION

PART 1 GENERAL

1.1 SUBMITTALS

A. Statement of Qualification (SOQ) for land surveyor or civil engineer.

B. SOQ for major subcontractors (more than 10 percent of work).

1.2 UTILITY NOTIFICATION AND COORDINATION

A. Coordinate Work with various utilities within Project limits. Notify applicableutilities prior to commencing Work, if damage occurs, or if conflicts oremergencies arise during Work. Utility contacts will be provided toCONTRACTOR upon award of contract.

1.3 FACILITY OPERATIONS

A. Continuous operation of Spring Treatment Facility is of critical importance.Schedule and conduct activities to allow continuous access to facility.

1.4 REFERENCE POINTS AND SURVEYS

A. CBS's Responsibilities: Establish horizontal reference points or coordinatesystem with bench marks and reference points for CONTRACTOR'S use asnecessary to lay out Work.

B. Location and elevation of bench marks are shown on Drawings.

C. CONTRACTOR'S Responsibilities:

1. Provide additional survey and layout required to perform the Work.2. Establish survey for final grade.3. In event of discrepancy in data provided by CBS, request clarification

before proceeding with Work.4. Retain professional land surveyor or civil engineer registered in state of

Indiana who shall perform or supervise engineering surveying necessaryfor additional construction staking and layout.

5. Maintain complete accurate log of survey Work as it progresses as aRecord Document.

6. On request of CBS REPRESENTATIVE, submit documentation.7. Provide competent employee(s), tools, stakes, and other equipment and

materials as CBS REPRESENTATIVE may require to:

149824.A1.PD AUGUST 6, 199901040 1 COORDINATION


a. Confirm initial contours are complete.b. Inspect temporary cap and repair.c. Establish control points, lines, and easement boundaries.d. Check layout, survey, and measurement Work performed by

others.e. Measure quantities for payment purposes.


PART 3 EXECUTION

END OF SECTION

149824.A1.PD AUGUST 6, 199901040 2 COORDINATION


SECTION 01500CONSTRUCTION FACILITIES AND TEMPORARY CONTROLS

PART 1 GENERAL

1.1 SUBMIT! ALS

A. Administrative Submittals: Copies of permits and approvals for constructionas required by Laws and Regulations and governing agencies.

1.2 MOBILIZATION

A. Mobilization shall include, but not be limited to, these principal items:

1. Obtaining required permits.2. Moving CONTRACTOR'S field office and equipment required for first

month operations onto site.3. Installing temporary construction power, wiring, and lighting facilities.4. Providing onsite communication facilities, including telephones.5. Providing onsite sanitary facilities and potable water facilities as

specified and as required by Laws and Regulations, and governingagencies.

6. Arranging for and erection of CONTRACTOR'S work and storage yard.A prepared staging area is available as shown on the Drawings.

7. Posting OSHA required notices and establishing safety programs andprocedures.

8. Having the CONTRACTOR'S superintendent at the site full time.

B. Use area designated staging area for CONTRACTOR'S temporary facilities asshown on Drawings.

1.3 PROTECTION OF WORK AND PROPERTY

A. Comply with CBS's safety rules while on CBS's property.

B. Keep CBS informed of all accidents on the site and related claims.

C. Use of Explosives: No blasting or use of explosives will be allowed on thesite.

149824.A1.PD AUGUST 9, 199901500 1 CONSTRUCTION FACILITIES AND

TEMPORARY CONTROLS



PART 3 EXECUTION

3.1 TEMPORARY UTILITIES

A. Power: Electric power will be available as shown at pole. Provide requiredconnections to pole including transformers, if necessary.

B. Lighting: Provide temporary lighting at least to meet all applicable safetyrequirements to allow erection, application or installation of materials andequipment, and observation or inspection of the Work.

C. Water: No construction or potable water is available at the site. Makearrangements for and bear costs of providing water required for constructionpurposes and for drinking by construction personnel during the Projectconstruction.

D. Sanitary and Personnel Facilities: Provide and maintain facilities forCONTRACTOR'S employees, Subcontractors, and all other onsite employer'semployees. Service, clean, and maintain facilities and enclosures at leastweekly. Facilities must be sufficient for all site personnel and visitors.

E. Telephone Service: Arrange and provide onsite telephone service forCONTRACTOR'S use during construction. Pay all costs of installation andmonthly bills.

F. Fire Protection: Furnish and maintain on the site adequate firefightingequipment capable of extinguishing incipient fires. Comply with applicableparts of the National Fire Prevention Standard for Safeguarding BuildingConstruction Operations (NFPA No. 241).

3.2 PROTECTION OF WORK AND PROPERTY

A. General:

1. Perform Work within rights-of-way and easements in a systematicmanner that minimizes inconvenience to property owners and thepublic.

2. No residence or business shall be cut off from vehicular traffic for aperiod exceeding 4 hours unless special arrangements have been made.

3. Schedule Work so construction will not interfere with irrigation ofcultivated lands or pasturelands. Construction may proceed during theirrigation season, provided CONTRACTOR constructs temporary


TEMPORARY CONTROLS


irrigation ditches, turnouts, and miscellaneous structures acceptable tothe property owners.

4. Provide continuous access for livestock through farm areas. Do not cutoff ready access to portions of farmlands in which livestock arepastured. Maintain existing fences required to restrain livestock. Keepgates closed and secure.

5. Maintain in continuous service all existing oil and gas pipelines,underground power, telephone or communication cable, water mains,irrigation lines, sewers, poles and overhead power, and all other utilitiesencountered along the line of work, unless other arrangementssatisfactory to owners of said utilities have been made.

6. Where completion of Work requires temporary or permanent removaland/or relocation of an existing utility, coordinate all activities withowner of said utility and perform all work to the owner's satisfaction.

7. Protect, shore, brace, support, and maintain underground pipes,conduits, drains, and other underground utility construction uncoveredor otherwise affected by construction operations.

8. Keep fire hydrants and water control valves free from obstruction andavailable for use at all times.

9. In areas where the CONTRACTOR'S operations are adjacent to or near autility such as gas, telephone, television, electric power, water, sewer, orirrigation system and such operations may cause damage orinconvenience, suspend operations until arrangements necessary forprotection thereof have been made by the CONTRACTOR.

10. Notify property owners and utility offices which may be affected by theconstruction operation at least 2 days in advance. Before exposing autility, obtain utility owner's permission. Should service of utility beinterrupted due to the CONTRACTOR'S operation, notify properauthority immediately. Cooperate with said authority in restoringservice as promptly as possible and bear costs incurred.

11. Do not impair operation of existing sewer systems. Prevent constructionmaterial, pavement, concrete, earth, volatile and corrosive wastes, andother debris from entering sewers, pump stations, or other sewerstructures.

12. Maintain original and specified site drainage wherever possible.Contact CBS for approval if rerouting drainage is required.

B. Site Security:

1. CBS will provide security guard during daylight hours.2. Provide and maintain additional temporary security fences as necessary

to protect the Work and CONTRACTOR-furnished products not yetinstalled.


TEMPORARY CONTROLS


C. Barricades and Lights:

1. Provide as required by the Indiana Vehicle Code and in sufficientquantity to safeguard public and Work.

2. Provide as necessary to prevent unauthorized entry to construction areasand affected roads, streets, and alleyways, inside and outside of fencedarea, and as required to ensure public safety and the safety ofCONTRACTOR'S employees and subcontractors, other employer'semployees, and others who may be affected by the Work.

3. Provide to protect existing facilities and adjacent properties frompotential damage.

4. Locate to enable access by facility operators and property owners.5. Protect streets, roads, highways, and other public thoroughfares that are

closed to traffic by effective barricades with acceptable warning signs.

D. Signs and Equipment: Conform to requirements of the manual published bythe Indiana Department of Transportation.

E. Trees and Plantings: Protect from damage and preserve trees, shrubs, andother plants outside the limits of the Work and within the limits of the Workwhich are designated on the Drawings to remain undisturbed.

1. No trees, except those specifically shown on Drawings to be removed,shall be removed without written approval of the CBSREPRESENTATIVE.

2. Dispose of removed trees in a legal manner off the site.

F. Existing Structures: Where CONTRACTOR contemplates removal of smallstructures such as mailboxes, signposts, and culverts that interfere withCONTRACTOR'S operations, obtain approval of property owner and CBSREPRESENTATIVE. Replace those removed in a condition equal to or betterthan original.

G. Waterways: Keep ditches, culverts, and natural drainages continuously free ofconstruction materials, debris, and sediment. Install sediment fence and othererosion control features required around perimeter of site and maintain duringconstruction.

H. Dewatering: Construct, maintain, and operate cofferdams, channels, flumedrains, sumps, pumps, or other temporary diversion and protection works.Furnish materials required, install, maintain, and operate necessary pumpingand other equipment for the environmentally safe removal and disposal of


TEMPORARY CONTROLS


water from the various parts of the Work. Maintain the foundations and partsof the Work free from water.

3.3 TEMPORARY CONTROLS

A. Air Pollution Control:

1. Minimize air pollution from construction operations.2. Burning of waste materials, rubbish, or other debris will not be

permitted on or adjacent to the site.3. Conduct operations of dumping rock and of carrying rock away in

trucks to minimize dust. Give unpaved streets, roads, detours, or haulroads used in the construction area a dust-preventive treatment orperiodically water to prevent dust. Strictly adhere to applicableenvironmental regulations for dust prevention.

B. Noise Control: Provide acoustical barriers so noise emanating from tools orequipment will not exceed legal noise levels.

C. Water Pollution Control:

1. Comply with procedures outlined in U.S. Environmental ProtectionAgency manuals entitled, "Guidelines for Erosion and SedimentationControl Planning" and "Implementation, Processes, Procedures, andMethods to Control Pollution Resulting from All ConstructionActivity," and "Erosion and Sediment Control-Surface Mining inEastern United States."

2. Do not dispose of volatile wastes such as mineral spirits, oil, chemicals,or paint thinner in storm or sanitary drains. Disposal of wastes intostreams or waterways is prohibited. Provide acceptable containers forcollection and disposal of waste materials, debris, and rubbish.

D. Erosion, Sediment, and Flood Control:

1. Provide, maintain, and operate temporary facilities to control erosionand sediment releases, and to protect Work and existing facilities fromflooding during construction period.

149824.A1 .PD AUGUST 6, 199901500 5 CONSTRUCTION FACILITIES AND

TEMPORARY CONTROLS


3.4 VEHICULAR TRAFFIC

A. Comply with Laws and Regulations regarding closing or restricting the use ofpublic streets or highways. No public or private road shall be closed, exceptby written permission of the proper authority. Assure the least possibleobstruction to traffic and normal commercial pursuits.

B. Conduct Work to interfere as little as possible with public travel, whethervehicular or pedestrian.

C. Whenever it is necessary to cross, close, or obstruct roads, driveways, andwalks, whether public or private, provide and maintain suitable and safebridges, detours, or other temporary expedients for accommodation of publicand private travel.

D. Road Closures: Maintain satisfactory means of exit for persons residing orhaving occasion to transact business along the route of the Work. If it isnecessary to close off roadway or alley providing sole vehicular access toproperty for periods greater than 2 hours, provide written notice to each ownerso affected 3 days prior to such closure. In such cases, closings of up to4 hours may be allowed. Closures of up to 10 hours may be allowed if aweek's written notice is given and undue hardship does not result.

E. Maintenance of traffic is not required if CONTRACTOR obtains writtenpermission from owner and tenant of private property, or from the authorityhaving jurisdiction over public property involved, to obstruct traffic at thedesignated point.

F. In making street crossings, do not block more than one-half the street at atime. Whenever possible, widen the shoulder on the opposite side to facilitatetraffic flow. Provide temporary surfacing on shoulders as necessary.

G. Notify the fire department and police department before closing street orportion thereof. Notify said departments when streets are again passable foremergency vehicles. Do not block off emergency vehicle access toconsecutive arterial crossings or dead-end streets, in excess of 300 linear feet,without written permission from the fire department. Conduct operations withthe least interference to fire equipment access, and at no time prevent suchaccess. Furnish CONTRACTOR'S night emergency telephone numbers to thepolice department.

H. Move mailboxes to temporary locations accessible to postal service, and oncompletion of Work in each area replace them in their original location and ina condition equal to or better than original.

149824.A1 .PD AUGUST 6, 199901500 6 CONSTRUCTION FACILITIES AND

TEMPORARY CONTROLS


3.5 CLEANING DURING CONSTRUCTION

**"' A. In accordance with the General Conditions, as may be specified inSpecification sections, and as required herein.

B. Wet down exterior surfaces prior to sweeping to prevent blowing of dust anddebris. At least weekly, sweep all floors (basins, tunnels, platforms,walkways, roof surfaces), and pick up all debris and dispose.

C. Provide approved containers for collection and disposal of waste materials,debris, and rubbish. At least at weekly intervals, dispose of such wastematerials, debris, and rubbish offsite.

D. At least weekly, brush sweep the entry drive and roadways, and all otherstreets and walkways affected by Work and where adjacent to Work.

END OF SECTION


TEMPORARY CONTROLS


SECTION 01700CONTRACT CLOSEOUT

PART 1 GENERAL

1.1 FINAL SUBMITTALS

A. No Contract will be finalized until all of the following have been received:

1. Final survey data.2. Record drawings.


PART 3 EXECUTION

3.1 FINAL INSPECTION

A. After final cleaning and upon written notice from installing contractor thatwork is completed, CBS REPRESENTATIVE and governmental parties willmake preliminary inspection. Upon completion of preliminary inspection,CBS REPRESENTATIVE will notify CONTRACTOR in writing ofparticulars in which the completed work is defective or incomplete.

B. Upon receiving written notice from CBS REPRESENTATIVE,CONTRACTOR shall immediately undertake work required to remedydefects and complete the work to the satisfaction of CBSREPRESENTATIVE and CBS.

C. After the items as listed in CBS REPRESENTATIVE'S written notice arecorrected or completed, inform CBS REPRESENTATIVE in writing thatrequired work has been completed. Upon receipt of this notice, CBSREPRESENTATIVE, in the presence of CBS, EPA, and CONTRACTOR,will make final inspection of the project.

END OF SECTION

149824.A1.PD AUGUST 6, 199901700 1 CONTRACT CLOSEOUT


SECTION 01722HEALTH & SAFETY AND

DECONTAMINATION OF PERSONNEL AND EQUIPMENT

PART 1 GENERAL

1.1 WORK INCLUDED

A. This work will involve CONTACT with waste material or PCB contaminatedsoil and waste during excavation of gas collection piping and duringinstallation of piezometers. The CONTRACTOR should be aware of thehistory of the site and the potential for encountering contaminated material ifthe work is not controlled properly.

1.2 HEALTH & SAFETY REQUIREMENTS

A. All workers in potential contact with PCB impacted soil or waste, or workingwithin exclusion zones defined by the CBS REPRESENTATIVE or theCONTRACTOR shall meet the medical surveillance, 40-hour initial training,and 8-hour annual refresher training requirements of OSHA 29 CFR1910.120.

B. CBS will provide a Site Specific Health and Safety Plan to the selectedCONTRACTOR. The CONTRACTOR shall provide a complete andworkable Health and Safety Plan equal to or more stringent than the SiteSpecific Health and Safety Plan. This plan shall address the potential forencountering contaminated material.

C. Submit CONTRACTOR'S Health and Safety Plan within 20 calendar daysafter Notice of Award or a minimum of 5 days prior to mobilization,whichever occurs first. Health and Safety Plan shall include the following:

1. Qualifications/training for project personnel.2. State and Local License.3. Documentation of satisfaction of OSHA requirements.4. Report from Medical Examination for personnel.5. Location and lay out of work areas.6. Sequence of work.7. Location of decontamination zones.8. Work hours.9. Specific work methods.10. Specific decon procedures.

149824.A1.PD JUNE 15, 199901722 1 HEALTH & SAFETY AND

DECONTAMINATION OFPERSONNEL AND EQUIPMENT


11. MSDS sheets for all materials brought onsite including decontaminationsupplies.

D. The CONTRACTOR shall provide a letter with its Health and Safety Plan tothe CONTRACTOR'S full-time onsite Health and Safety Representative,signed by an authorized official of the firm, which describes the responsibilityand delegates authority to the Health and Safety Representative.

PART 2 PRODUCTS

2.1 GENERAL

A. The CONTRACTOR shall furnish all equipment and supplies necessary forthe decontamination process such as trisodium phosphate detergent, pesticidegrade isopropanol, reagent-grade deionized water, HPLC-grade water, amobile steam cleaner or hot water high pressure washer, buckets, brushes, etc.,as required by the CBS REPRESENTATIVE.

B. The CONTRACTOR shall furnish containers as required. Labeling materialsshall also be supplied by the CONTRACTOR.

PART 3 EXECUTION

3.1 GENERAL

A. The CONTRACTOR shall follow the requirements of the Health and SafetyPlan as appropriate.

END OF SECTION

149824.A1.PD JUNE 15, 199901722 2 HEALTH & SAFETY AND

DECONTAMINATION OFPERSONNEL AND EQUIPMENT


PART 1 GENERAL

1.1 SUBMITTALS

SECTION 02210BORROW PITS

A. Shop Drawings: Borrow Pit Plan, detailing development, operation, andreclamation of each pit.

1.2 WEATHER LIMITATIONS

A. Except as approved by CBS REPRESENTATIVE, do not operate borrow pitswhen ground is frozen or when borrow is too wet to achieve requiredcompaction.

1.3 SEQUENCING AND SCHEDULING

A. Stripping: Complete applicable Work specified in Section 02100, SITEPREPARATION, prior to borrow pit development.


PART 3 EXECUTION

3.1 GENERAL

A. Contractor is responsible for L-cr.^nictir.-i and maintaining access roads to the |borrow site north of Vernal Pike. Access road from site north to Vernal Pikeis available. Contractor shall maintain all existing and new access roads used.

B. Access road across creek must be constructed in accordance with Staterequirements and U.S. Army Corps of Engineers requirements. Protectfarm property during operation of borrow area.

C. Stockpile topsoil removed during borrow pit operations for restoration ofborrow site area.

3.2 BORROW PIT OPERATION

A. Review Borrow Pit Plan with CBS REPRESENTATIVE prior to excavatingfrom borrow pits. Obtain CBS REPRESENTATIVE'S approval of deviationsfrom Borrow Pit Plan prior to their implementation.

B. Always keep borrow pits neat and orderly, and work them in systematicmanner. Continuously keep borrow pits graded to drain, and take necessaryprecautions to control erosion and prevent offsite sediment releases.

149824.Al.PD AUGUST 9,1999 V |02210 1 BORROW PITS


C. Do not excavate more borrow material than required for Work. Leave surplusmaterial in place.

D. Limit excavation at borrow pits to depth which will permit completed area todrain to surrounding area after completion of Work.

3.3 OBSTRUCTIONS

A. Remove or protect as specified in Section 01500, CONSTRUCTIONFACILITIES AND TEMPORARY CONTROLS, Article PROTECTION OFWORK AND PROPERTY.

3.4 RECLAMATION

A. Grade borrow pits and replace topsoil to drain without ponding surface waterand to blend graded surfaces neatly with surrounding terrain at completion ofborrow operations.

B. Final Slopes:

1. Maximum: Four horizontal to one vertical.2. Minimum: 2 percent.

C. Do not use borrow pits for disposal, unless otherwise specified or shown.

D. Prepare topsoil as specified in Section 02920, SOIL PREPARATION, andreestablish vegetation as specified Section 02930, LAWNS AND GRASSES.

END OF SECTION

149824.A1.PD AUGUST 9, 199902210 2 BORROW PITS


SECTION 02215SUBGRADE PREPARATION

PART 1 GENERAL

1.1 GENERAL

A. This section pertains to preparation of surfaces prior to placement of materialsassociated with the Work. The term "subgrade" is a generic term applied tothe layer of existing soil prior to placement of overlying materials. Thesubgrade for the landfill cap is the temporary cover material placed by others.

1.2 REFERENCES

A. The following is a list of standards which may be referenced in this section:

1 . American Society for Testing and Materials (ASTM):a. D698, Standard Test Methods for Moisture-Density Relations of

Soils and Soil Aggregate Mixtures Using 5.5-pound (2.49 kg)Rammer and 12-inch (305 mm) Drop.

b. Dl 557, Standard Test Methods for Moisture-Density Relations ofSoils and Soil-Aggregate Mixtures Using 10-pound (4.54 kg)Rammer and 1 8-inch (457 mm) Drop.

1.3 DEFINITIONS

A. Optimum Moisture Content: As defined in Section 02220, EARTHWORK.

B. Prepared Ground Surface: Ground surface after scarification and compactionof subgrade.

C. Relative Compaction: As defined in Section 02220, EARTHWORK.

D. Relative Density: As defined in Section 02220, EARTHWORK.

E. Stripping: Removal of surface vegetation.

F. Proof-Rolling: Testing of subgrade by compactive effort to identify areas thatwill not support the future loading without excessive settlement.

1.4 QUALITY ASSURANCE

A. Notify CBS REPRESENTATIVE when subgrade is ready for compaction orproof-rolling or whenever compaction or proof-rolling is resumed after aperiod of extended inactivity.

149824.A1.PD AUGUST 9, 1999 A ' Cl "! ! |02215 1 SUBGRADE PREPARATION


1.5 ENVIRONMENTAL REQUIREMENTS

A. Prepare subgrade when unfrozen and free of ice and snow.


PART 3 EXECUTION

3.1 GENERAL

A. Keep subgrade free of water, debris, and foreign matter during compaction orproof-rolling.

B. Bring subgrade to proper grade and cross-section and uniformly compactsurface. Proper grade of temporary cover material ("Interim Final Grade" asshown on the Drawings) shall be that grade that approximates the as-builtgrades and provides drainages with slopes no greater than 25 percent and noless than 5 percent or as approved by CBS Representative.

C. Do not use sections of prepared ground surface as haul roads unless noreasonable option is available. Areas within work used for haul roads mayrequire restoration before inclusion in the Work. Protect prepared subgradefrom traffic.

D. Maintain prepared ground surface in finished condition until next course isplaced.

3.2 STRIPPING

A. Strip areas within areas requiring placement of soil to remove vegetation inentirety. Minimize removal of subgrade soil.

3.3 COMPACTION

A. Under Landfill Cap: Three passes with three wheeled power rollersheepsfoot compactor or loaded truck weighing approximately 10 tons.

B. Proof-roll subgrade with equipment specified in Article COMPACTIONto detect soft or loose subgrade or unsuitable material, as determined byCBS REPRESENTATIVE.

•—€» Compact the uppor 6 inches to no less than 5 percent below relativecompaction required to achieve required pormoability in Clay Barrier Layer.Rofor to Section 02278 CLAY BARRIER LAYER .

1 49824. A1.PD AUGUST 9, 1999A02215 2 SUBGRADE PREPARATION


3.4 MOISTURE CONDITIONING

A. Dry Subgrade: Add water, then mix to make moisture content uniformthroughout.

B. Wet Subgrade: Aerate material by blading, discing, harrowing, or othermethods, to hasten drying process.

3.5 TESTING

A. Proof-roll subgrade with equipment specified in Article COMPACTION todetect soft or loose subgrade or unsuitable material, as determined by CBSREPRESENTATIVE.

3.6 CORRECTION

A. Soft or Loose Subgrade:

1. Adjust moisture content and recompact, or2. Over excavate as directed by CBS REPRESENTATIVE, and replace

with suitable material from the excavation, as specified inSection 02220, EARTHWORK. Regrade as necessary to create evensubgrade surface.

3. If poor subgrade is due to soft or loose waste, recompact surface ofwaste and rebuild temporary cover material. Overbuild and regradetemporary cover if required to achieve suitable subgrade and as directedby CBS REPRESENTATIVE.

END OF SECTION

149824.A1.PD AUGUST 9, 1999 A'02215 3 SUBGRADE PREPARATION


SECTION 02220EARTHWORK

PART 1 GENERAL

1.1 GENERAL

A. This section addresses soil and rock products that are incorporated into thework that are not included in individual specification sections. The productsinclude earthfill for use in construction of embankments and in the vegetativesupport zone and coarse aggregate.

B. This section also addresses handling waste material that will be encounteredduring excavation of gas collection system trenches and during installation ofpiezometers.

1.2 REFERENCES


1. American Society for Testing and Materials (ASTM):a. Cl 17, Standard Test Method for Materials Finer Than 75-um

(No. 200) Sieve in Mineral Aggregates by Washing.b. C136, Standard Method for Sieve Analysis of Fine and Coarse

Aggregates.c. D75, Standard Practice for Sampling Aggregates.d. D698, Standard Test Methods for Moisture-Density Relations of

Soils and Soil Aggregate Mixtures Using 5.5-pound (2.49 kg)Rammer and 12-inch (305 mm) Drop.

e. D1556, Standard Test Method for Density of Soil in Place by theSand-Cone Method.

f. D1557, Standard Test Methods for Moisture-Density Relations ofSoils and Soil-Aggregate Mixtures Using 10-pound (4.54 kg)Rammer and 18-inch (457 mm) Drop.

g. D2922, Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods.

h. D4253, Standard Test Methods for Maximum Index Density ofSoils Using a Vibratory Table,

i. D4254, Standard Test Methods for Minimum Index Density ofSoils and Calculation of Relative Density.

1.3 DEFINITIONS

A. Relative Compaction:

149824.A1.PD AUGUST 9,1999 V . '"'""02220 1 EARTHWORK


1 . Ratio, in percent, of as-compacted field dry density to laboratorymaximum dry density as determined in accordance with ASTM D1557.

2. Apply corrections for oversize material to either as-compacted field drydensity or maximum dry density, as determined by CBSREPRESENTATIVE.

B. Optimum Moisture Content:

1 . Determined in accordance with ASTM Standard (D1557) specified todetermine maximum dry density for relative compaction.

2r Determine field moisture content using nuclear methods, on basis offraction passing 3A1 inch sieve.

C. Prepared Ground Surface: Ground surface after subgrade preparation.

D. Completed Course: A course or layer that is ready for next layer or next phaseof Work.

E. Lift: Loose (uncompacted) layer of material.

F. Geosynthetics: Geotextiles, geonets, or geomembranes.

G. Well-Graded:

1. A mixture of particle sizes with no specific concentration or lack thereofof one or more sizes.

2. Does not define numerical value that must be placed on coefficient ofuniformity, coefficient of curvature, or other specific grain sizedistribution parameters.

3. Used to define material type that, when compacted, produces a strongand relatively incompressible soil mass free from detrimental voids.

H. Influence Area: Area within planes sloped downward and outward at60-degree angle from horizontal measured from:

1 . 1 -foot outside outermost edge at base of foundations or slabs.2. 1 -foot outside outermost edge at surface of roadways or shoulder.3. 0.5-foot outside exterior at spring line of pipes or culverts.

I. Borrow Material: Material from required excavations or from designatedborrow areas on or near site.

J. Selected Backfill Material: Materials available onsite that CBSREPRESENTATIVE determines to be suitable for specific use.

K. Imported Material: Materials obtained from sources offsite, suitable forspecified use.

149824.A1 .PD AUGUST 9, 1999 M02220 2 EARTHWORK


L. Embankment Material: Fill materials required to raise existing grade in areasother than under structures.

1.4 SUBMITTALS

A. Samples:

1. Imported material taken at source.

B. Quality Control Submittals:

1. Catalog and manufacturer's data sheets for compaction equipment.2. Certified test results from independent testing agency.


A. Notify CBS REPRESENTATIVE when:

1. Soft or loose subgrade materials are encountered wherever soil, rock orgeosynthetics are to be placed.

2. Material used in the Work appears to be deviating from Specifications.


A. Complete applicable Work specified in Section 02215, SUBGRADEPREPARATION, prior to placing fill or backfill.

PART 2 PRODUCTS

2.1 SOURCE QUALITY CONTROL

A. Gradation Tests:

1. As necessary to locate acceptable sources of imported material.

2.2 EARTHFILL

A. Excavated material from designated borrow sites, free from rocks larger than3 inches, from roots and other organic matter, ashes, cinders, trash, debris, andother deleterious materials.

B. Material containing more than 10 percent gravel, stones, or shale particles isunacceptable.

2.3 COARSE AGGREGATE

A. Imported 3/4-inch minus rounded natural gravel.

149824.A1.PD AUGUST 9,1999.M '02220 3 EARTHWORK


B. Free from dirt, clay balls, and organic material.

C. Well-Graded from coarse to fine and containing sufficient fines to bindmaterial when compacted, but with maximum 8 percent by weight passingNo. 200 sieve.

2.4 WATER FOR MOISTURE CONDITIONING

A. Free of hazardous or toxic contaminates, or contaminants deleterious to propercompaction.

PART 3 EXECUTION

3.1 GENERAL

A. Excavate to lines, grades, and dimensions shown and as necessary toaccomplish Work. Excavate to within tolerance of plus or minus 0.5-foot.

B. Do not overexcavate without written authorization of CBSREPRESENTATIVE.

C. Keep placement surfaces free of water, debris, and foreign material duringplacement and compaction of fill and backfill materials.

D. Place and spread fill and backfill materials in horizontal lifts of uniformthickness, in a manner that avoids segregation, and compact each lift tospecified densities prior to placing succeeding lifts. Slope lifts only wherenecessary to conform to final grades or as necessary to keep placementsurfaces drained of water.

E. Do not place fill or backfill, if fill or backfill material is frozen, or if surfaceupon which fill or backfill is to be placed is frozen.

F. Tolerances:

1 . Final Lines and Grades: Within a tolerance of 0. 1 -foot unlessdimensions or grades are shown or specified otherwise.

2. Grade to establish and maintain slopes and drainage as shown. Reverseslopes are not permitted.

3 .2 EXCAVATION AND HANDLING OF BURIED WASTE MATERIAL

A. Notify CBS REPRESENTATIVE before excavating any waste material.

B. Excavate waste material as required for construction of gas collection systempiping. Remove waste material during drilling of piezometers as necessary toconstruct piezometers.

1 49824. Al .PD AUGUST 9, 1999-̂02220 4 EARTHWORK


C. Remove portion of temporary cover material to allow replacement of wastematerial.

D. Place waste in lifts no greater than 8 inches and compact using standardcompaction equipment.

E. Replace temporary cover material and compact in accordance with Article 3.3Vegetative Support Zone and General Earthfill. Use additional earthfillmaterial as necessary to cover waste with minimum 12-inches of material andto provide appropriate grade and drainage characteristics.

F. If piezometer construction occurs after construction of clay barrier layer andreplacement of waste below temporary cover is not practical, waste cuttingsmay be disposed of offsite in accordance with local, state, and federalregulations.

3 .3 VEGETATIVE SUPPORT ZONE AND GENERAL EARTHFILL

A. Unless otherwise shown, place vegetative support zone cu:". '::":!' as follows:

1 . Allow for 6-inch thickness of topsoil where required.2. Soil material Mr.::inv.:- £ i n c h :i-.ic!i !:":.- ::::c;~i c:r :":v: !i:': which

shall be placed in accordance with Article Placing Fill OverGeosynthetics.

•* ni.. ... . . . .- I ,...,,.-.. .. - j i i .......... .. i; ,. :,i.u --T ..,.k,. .,i..,. ..,.

nnun

--r3. Dress completed embankment with allowance for topsoil, crestsurfacing, and slope protection, where applicable.

B. Place general earth fill as follows:

1. Place in 8-inch loose lifts.2. Compact to 90% relative compaction at ±4% of the optimum

moisture content determined by ASTM D1557.

3.4 COARSE AGGREGATE

A. Maximum 6-inch lifts.

B. Backfill under pipe haunches, placing backfill evenly on both sides of pipe asbackfilling progresses.

C. Backfill to lines and grades shown.

149824.A1 .PD AUGUST 9,1999 V ' '02220 5 EARTHWORK


3.5 SITE TESTING

A. Gradation:

1. Earthfill: One sample from each 10,000 cy of finished product or moreoften as determined by CBS REPRESENTATIVE, if variation ingradation is occurring, or if material appears to depart fromSpecifications.

2. Coarse Aggregate: One sample from each 3,000 cy of finished productor more often as determined by CBS REPRESENTATIVE, if variationin gradation is occurring, or if material appears to depart fromSpecifications.

3. If test results indicate material does not meet Specificationrequirements, terminate material placement until corrective measuresare taken.

4. Remove material placed in Work that does not meet Specificationrequirements.

B. In-Place Density Tests: In accordance with ASTM D2922. During placementof materials, test as follows:

1. Earthfill: Every 20,000 sf per lift placed.2. Coarse Aggregate: Not required.

3.6 PLACING FILL OVER GEOSYNTHETICS

A. General:

1. Place fill over geosynthetics with sufficient care so as not to damagethem.

2. Place fill only by back dumping and spreading only.3. Dump fill only on previously placed fill.4. While operating equipment, avoid sharp turns, sudden starts or stops

that could damage geosynthetics.

B. Hauling: Operate hauling equipment on minimum of 3 feet of covering.

C. Spreading:

1. Spreading equipment shall be track mounted, low ground pressure, D-6or lighter.

2. Operate spreading equipment on minimum of 12 inches of fill overgeosynthetics.

3. Spread fill in same direction as unseamed overlaps to avoid separationof seams and joints.

4. Never push fill downslope. Spread fill over sideslopes by pushing upfrom slope bottom.

149824.Al .PD AUGUST 9,1999-^-02220 6 EARTHWORK


5. Flatten wrinkles of geotextile, ^.mJivih-Lin.;.:, in direction of spreading.Correct wrinkles in geotextile Lc.:-:n::i;'-r.:::j: as specified inSection 2246, GEOTEXTILES.

6. Correct wrinkles in composite drainage net as specified in Section02248, GEONET.

7. Correct wrinkles in geomembranes as specified in Section 02770,POLYETHYLENE GEOMEMBRANE.

8. Maintain proper overlap of unseamed geosynthetics.9. Avoid overstressing geosynthetics and seams.

D. Compaction: Compact fill only after uniformly spread to full thickness shown.

E. Geosynthetic Damage:

1. Mark punctures, tears, or other damage to geosynthetics, so repairs maybe made.

2. Clear overlying fill as necessary to repair damage.3. Repairs to geosynthetics shall be made by respective installers as

specified in respective specification section for each geosynthetic.

END OF SECTION

149824.A1 .PD AUGUST 9,1999-^-02220 7 EARTHWORK


SECTION 02246GEOTEXTILES

PART 1 GENERAL

1.1 GENERAL

A. This section applies to all geotextiles used in the Work except the geotextilethat is heat-bonded to the geonet which is specified in Section 02248GEONET.

1.2 REFERENCES


1. American Society for Testing and Materials (ASTM):a. D737, Test Method for Air Permeability of Textile Fabrics.b. D4355, Standard Test Method for Deterioration of Geotextiles

from Exposure to Ultraviolet Light and Water (Xenon-Arc TypeApparatus).

c. D4491, Standard Test Methods for Water Permeability ofGeotextiles by Permittivity.

d. D4533, Standard Test Method for Trapezoid Tearing Strength ofGeotextiles.

e. D4595, Standard Test Method for Tensile Properties ofGeotextiles by the Wide-Width Strip Method.

f. D4716, Standard Test Method for Constant Head HydraulicTransmissivity (In-Plane Flow) of Geotextiles and GeotextileRelated Products.

g. D4751, Standard Test Method for Determining Apparent OpeningSize of a Geotextile.

h. D4833, Standard Test Method for Index Puncture Resistance ofGeotextiles, Geomembranes, and Related Products.

i. D4884, Standard Test Method for Seam Strength of SewnGeotextiles.

j. D4886, Standard Test Method for Abrasion Resistance ofGeotextiles (Sand Paper/Sliding Block Method).

1.3 DEFINITIONS

A. Fabric: Geotextile, a permeable geosynthetic comprised solely of textiles.

B. Minimum Average Roll Value (MinARV): Minimum of series of average rollvalues representative of geotextile furnished.

149824. A1 .PD AUGUST 9,199902246 1 GEOTEXTILES


C. Maximum Average Roll Value (MaxARV): Maximum of series of averageroll values representative of geotextile furnished.

D. Nondestructive Sample: Sample representative of finished Work, prepared fortesting without destruction of Work.

E. Overlap: Distance measured perpendicular from overlapping edge of onesheet to underlying edge of adjacent sheet.

F. Seam Efficiency: Ratio of tensile strength across seam to strength of intactgeotextile, when tested according to ASTM D4884.

1.4 SUBMITTALS

A. Shop Drawings:

1. Manufacturer material specifications and product literature.2r. Installation drawings showing geoto?ttile sheet layout, location of seams,

direction of overlap, and sewn seams.3. Description of proposed method of geotextile deployment, sewing

equipment, sewing methods, and provisions for holding geotextiletemporarily in place until permanently secured.

B. Samples:

1. Geotextile: One-piece, minimum 18 inches long, taken across full widthof roll of each type and weight of geotextile furnished for Project. Labeleach with brand name and furnish documentation of lot and roll numberfrom which each Sample was obtained.

2. Field Sewn Seam: 5 feet length of seam, 12 inches wide with seamalong center, for each type and weight of geotextile.

C. Quality Control Submittals:

1. Certifications from each geotextile manufacturer that furnished productshave specified property values. Certified property values shall be eitherminimum or maximum average roll values, as appropriate, forgeotextiles furnished.

2. Field seam efficiency test results.

1.5 DELIVERY, STORAGE, AND HANDLING

A. Deliver each roll with sufficient information attached to identify it forinventory and quality control.

B. Handle products in manner that maintains undamaged condition.

149824.A1 .PD AUGUST 9, 199902246 2 GEOTEXTILES


C. Do not store products directly on ground. Ship and store geotextile withsuitable wrapping for protection against moisture and ultraviolet exposure.Store geotextile in a way that protects it from elements. If stored outdoors,elevate and protect geotextile with waterproof cover.

1.6 SCHEDULING AND SEQUENCING

AT Notify CBS REPRESENTATIVE whenever geotextiles are to be placed. Donot place gootextile without CBS REPRESENTATIVE'S approval ofunderlying materials.

PART 2 PRODUCTS

2.1 NONWOYEN GEOTEXTILE

A. Pervious sheet of polyester, polypropylene, or polyethylene fabricated intostable network of fibers that retain their relative position with respect to eachother. Nonwoven geotextile shall be composed of continuous or discontinuous(staple) fibers held together through needle-punching, spun-bonding, orthermal-bonding, or resin-bonding.

B. Geotextile Edges: Selvaged or otherwise finished to prevent outer materialfrom pulling away from geotextile.

C. Unseamed Sheet Width: Minimum 6 feet.

D. Nominal Weight per Square Yard: 6 ounces.

E. Physical Properties: Conform to requirements in Table No. 1

TABLE NO. 1PHYSICAL PROPERTY REQUIREMENTS FOR NONWOVEN

GEOTEXTILE

Property

Water Permittivity

Apparent Opening Size(AOS)

Puncture Strength

Trapezoid Tear Strength

Grab Tensile/Elongation

Requirement

1.5 sec.'1, MinARV

70 U.S. Standard SieveSize

90 Ib, MinARV

65 Ib, MinARV

160 Ib/ 50 percent

Test Method

ASTMD4491(Falling Head)

ASTMD4751

ASTM D4833

ASTM D4533

ASTM D4632

149824.A1.PD02246

AUGUST 9, 1999GEOTEXTILES


J-^2.2 SEWING THREAD

A. Polypropylene, polyester, or Kevlar thread.

B. Durability: Equal to or greater than durability of geotextile sewn.

2.3 SECURING PINS

A. Securing pins are not allowed.

PART 3 EXECUTION

3.1 LAYING GEOTEXTILE

A. Lay and maintain geotextile smooth and free of tension, folds, wrinkles, orcreases.

3.2 SHEET ORIENTATION ON SLOPES

A. In general, orient geotextile with long dimension of each sheet parallel todirection of slope.

3.3 JOINTS

A. Unseamed Joints:

1. Overlapped.2. Overlap, unless otherwise shown: Minimum 18 inches

B. Sewn Seams: Made wherever stress transfer from one geotextile sheet toanother is necessary. Sewn seams, as approved by CBS REPRESENTATIVE,also may be used instead of overlap at joints for applications that do notrequire stress transfer.

1. Seam Efficiency:a. Minimum 70 percent.b. Verified by preparing and testing minimum of one set of

nondestructive samples per acre of each type and weight ofgeotextile installed.

c. Tested according to ASTM D4884.2. Types:

a. Preferred: "J" type seams.b. Acceptable: Flat or butterfly seams.

3. Stitch Count: Minimum 3 to maximum 7 stitches per inch.4. Stitch Type: Double-thread chainstitch, Type 401, Federal Standard

No. 75la.5. Sewing Machines: Capable of penetrating four layers of geotextile.

149824.A1 .PD AUGUST 9, 199902246 4 GEOTEXTILES


6. Stitch Location: 2 inches from geotextile sheet edges, or more, ifnecessary to develop required seam strength.

3.4 SECURING GEOTEXTILE

1. Secure geotextile during installation as necessary with sand bags, orother means approved by CBS REPRESENTATIVE.

3.5 PLACING PRODUCTS OVER GEOTEXTILE

A. Before placing material over geotextile, notify CBS REPRESENTATIVE. Donot cover installed geotextile until after CBS REPRESENTATIVE providesauthorization to proceed.

B. If tears, punctures, or other geotextile damage occurs during placement ofoverlying products, remove overlying products as necessary to exposedamaged geotextile. Repair damage as specified in Article REPAIRINGGEOTEXTILE.

3.6 REPAIRING GEOTEXTILE

A. Repair or replace torn, punctured, flawed, deteriorated, or otherwise damagedgeotextile. Repair damaged geotextile by placing patch of undamagedgeotextile over damaged area and at least 18 inches in all directions beyonddamaged area. Remove interfering material as necessary to expose damagedgeotextile for repair. Sew patches or secure them with heat fusion tacking orwith pins and washers, as specified above in Article SECURINGGEOTEXTILE, or by other means approved by CBS REPRESENTATIVE.

3.7 REPLACING CONTAMINATED GEOTEXTILE

A. Protect geotextile from sediment contamination that would interfere, in CBSREPRESENTATIVE'S opinion, with its intended function. Remove andreplace contaminated geotextile with clean geotextile.

END OF SECTION

149824.A1.PD AUGUST 9, 199902246 5 GEOTEXTILES


PART 1 GENERAL

1.1 GENERAL

SECTION 02248GEONET

A. The term "GEONET" as used in this project refers to a composite drainage netconsisting of a geogrid with a nonwoven geotextile heat-bonded on both sides.

1.2 REFERENCES


1. American Society for Testing and Materials (ASTM):a. D1505, Standard Test Method for Density of Plastics by the

Density-Gradient Technique.b. D1621, Test Method for Compressive Properties of Rigid Cellular

Plastics.c. D3776, Standard Test Methods for Mass Per Unit Area (Weight)

of Woven Fabric.d. D3786, Standard Test Method for Hydraulic Bursting Strength of

Knitted Goods and Nonwoven Fabrics—Diaphragm BurstingStrength Tester Method.

e. D4491, Standard Test Methods for Water Permeability ofGeotextiles by Permittivity.

f. D4632, Standard Test Method for Grab Breaking Load andElongation of Geotextiles.

g. D4716, Standard Test Method for Constant Head HydraulicTransmissivity (In-Plane Flow) of Geotextiles and GeotextileRelated Products.

h. D5199, Standard Test Method for Measuring Nominal Thicknessof Geotextiles and Geomembranes.

i. F904, Standard Test Method for Comparison of Bond Strength orPly Adhesion of Similar Laminates Made from Flexible Materials.

1.3 DEFINITIONS

A. Minimum Average Roll Value (MinARV): Minimum of a series of averageroll values representative of the product furnished.

B. Maximum Average Roll Value (MaxARV): Maximum of a series of averageroll values representative of the product furnished.

C. Overlap: Distance measured perpendicular from overlapping edge of onesheet to underlying edge of adjacent sheet.

149824.Al.PD AUGUST 9,1999V X ' ! :""•'02248 1 GEONET


1.4 SUBMITTALS

A. Shop Drawings:

1. Material specifications, descriptive drawings, and literature.2. Description of method of tying or joining Geonet materials.3. Layout and installation drawings. Note: Actual layout may be adjusted

in the field if necessary and as approved by CBS REPRESENTATIVE.

B. Samples: Sewn or heat seamed joints of geotextile.


1. Manufacturer's Certificate of Compliance.2. Installation procedures.3. Report of geonet testing performed and reported in accordance with

ASTM D4716 showing tested transmissivity.4. Mill Certificate or Affidavit:

a. Signed by a legally authorized official from the companymanufacturing the materials.

b. Attest that the geosynthetic materials for the project meet thechemical, physical, and manufacturing requirements stated in thisSpecification.

1.5 PREINSTALLATION MEETING

A. A preinstallation meeting shall be held prior to placement of any Geonet. At aminimum, the CONTRACTOR, the Geonet installer, and the CBSREPRESENTATIVE shall be in attendance. Agenda for such meeting shallconsist of the schedule for beginning and completing the Work, the projectedcrew size, details of panel layout and joining, and any recognized potentialproblems associated with the installation.


A. Deliver marked or tagged with the following:

1. Manufacturer's name.2. Product identification.3. Lot number.4. Roll number.5. Roll dimensions.

B. Materials shall be wrapped in original, unopened packaging during shipmentand storage.

C. Unload and store materials with minimum handling.

149824. A1 .PD AUGUST 9,1999^4-02248 2 GEONET


D. Store materials on pallets such that the rolls or panels are protected fromequipment, mud, soil, dust, debris, and the direct rays of the sun.

PART 2 PRODUCTS

2.1 MANUFACTURERS

A. Geonet shall be the end product of one manufacturer in order to achievestandardization for performance, appearance, maintenance, and replacement.

4^2.2 MATERIALS

A. Geonet:

1. General:a. Domestic polyethylene resin extruded ribs manufactured to form a

porous net of uniform pattern with distinct openings.b. Add approximately 2 percent carbon black to the resin for

ultraviolet light resistance.c. Minimum Roll Width: 6-foot.d. Minimum Thickness: 0.22 inches per ASTM D5199.e. Maximum Aperture Size (Center to Center of Ribs): 0.39 inches.f. Polyethylene Specific Gravity: 0.94 per ASTM D1505.

2. Geonet for Drainage:a. Minimum Transmissivity (Measured Between Plates),

Gradient 1.0, Load 1,000 psf, per ASTM D4716: 10.0 gallons perminute per foot.

b. Manufacturer/Product (or approved equal):1) Tensar Corp., Morrow, GA; NS1606.2) Gundle Lining Systems, Inc., Houston, TX;

GundnetXL-14.3) Fluid Systems, Inc., Cincinnati, OH; PN4000.

B. Nonwoven Geotextile:

1. Pervious sheet of polypropylene or polyester filaments oriented into astable network so that the filaments retain their relative position withrespect to each other.

2. Composed of continuous filaments held together by needle-punching.3. The edges of the geotextile shall be selvaged or otherwise finished to

prevent the outer material from pulling away.4. Weight: 6.0 ounces per square yard (MinARV) per ASTM D3776.5. Water Permitivity (Falling Head): 1.5 sec"1 (MinARV) per

ASTMD4491.6. Grab Tensile Strength: 145 pounds (MinARV) per ASTM D4632.7. Grab Elongation: 50 to 90% (MaxARV) per ASTM D4632.8. Mullen Burst Strength: 220 psi (MinARV) per ASTM D3786.

149824.A1.PD AUGUST 9, 199902248 3 GEONET


9. Manufacturer/Product (or approved equal):a. Mirafi, Pendergrass, GA; 160N.

'"""••' b. National Seal Co./Fluid Systems, Aurora, IL; Trevira 011/250.

^2.3 FABRICATION

A. Factory bond nonwoven geotextile to each side of geonet.

B. Extend geotextile minimum 3 inches beyond each edge of geonet.

C. Laminate Bond Strength (between geonet and geotextile): 1 pound per inch,measured in accordance with ASTM F904.

D. Bonding shall provide full physical joining of the planar surfaces withoutintroducing adhesives or other foreign products.

4̂2.4 SOURCE QUALITY CONTROL

A. Provide Certification of Compliance in accordance with Section 01300,SUBMITTALS, showing test results for all physical properties specified forall materials at a minimum frequency of one test per 100,000 square feet.

PART 3 EXECUTION

3.1 EXAMINATION'W

A. Prior to installation, Geonet shall be rejected if it is found to have ribs, holes,flaws, deterioration, or damage.

3.2 INSTALLATION

A. Install in a shingle fashion, with the long dimensions downslope, and thepanel upslope overlying the panel downslope.

B. Install smooth and free of tensions, stress, folds, wrinkles, or creases.

C. Overlap geonet minimum width of 4 inches at each joint.

D. Overlap excess geotextile to obtain a smooth surface, free of wrinkles andopenings, across the overlapped panels of geonet.

E. Joints:

1. Tie at 5-foot intervals using a method approved by the CBSREPRESENTATIVE.

2. Plastic ties or tying materials shall be of contrasting color to the Geonetpanels for inspection.

3. Metallic connectors shall not be allowed..„_,,

149824.A1 .PD AUGUST 9,1999A02248 4 GEONET


F. Seam geotextile so that no slack material remains between seams.

G. Use leakproof bags of sand to secure Geonet during installation. Securing pinsshall not be used.

H. Protect Geonet at all times from sediment contamination by surface runoff.Replace contaminated Geonet.

I. Geotextile Repairs:

1. Repair torn or punctured geotextile with geotextile patch extendingminimum of 6 inches in all directions beyond the damaged area.

2. Secure by sewing or bonding as approved by the CBSREPRESENTATIVE.

4^3.3 PLACEMENT OF SOIL ON GEONET

A. Place soil materials as specified in Section 02220, EARTHWORK.

B. If damage occurs to the Geonet during the spreading operation, clear soil fromdamaged area and repair as specified.

C. Spread soil material in the direction of Geonet overlap.

3 A FIELD QUALITY CONTROL

A. Furnish CBS REPRESENTATIVE, upon request, 2 square yards of geotextilefrom each shipment for verification and testing.

END OF SECTION

149824.A1.PD AUGUST 9, 1999 '02248 5 GEONET


SECTION 02700PIPING

PART 1 GENERAL

1.1 REFERENCES

A. The following is a list of standards which may be referenced in this sectionand any supplemental Data Sheets:

1. American Society for Testing and Materials (ASTM):a. D1248, Standard Specification for Polyethylene Plastics Moldings

and Extrusion Materials.b. Dl 784, Standard Specification for Rigid Poly(Vinyl Chloride)

(PVC) Compounds and Chlorinated Poly(Vinyl Chloride) (CPVC)Compounds

c. D2412, Standard Test Method for Determination of ExternalLoading Characteristics of Plastic Pipe by Parallel-Plate Loading.

d. D3034-89, Standard Specification for Type PSM Poly (VinylChloride) (PVC) Sewer Pipe and Fittings.

e. D3212, Standard Specification for Joints for Drain and SewerPlastic Pipes Using Flexible Elastomeric Seals.

f. F477, Standard Specification for Elastomeric Seals (Gaskets) forJoining Plastic Pipe.

g. F679, Standard Specification for Poly(Vinyl Chloride) (PVC)Large-Diameter Plastic Gravity Sewer Pipe and Fittings

h. F794, Standard Specification for Poly(Vinyl Chloride) (PVC)Profile Gravity Sewer Pipe and Fittings Based on ControlledInside Diameter

i. F894, Standard Specification for Polyethylene (PE) LargeDiameter Profile Wall Sewer and Drain Pipe.

1.2 SUBMITTALS

A. Quality Control Submittals: Manufacturer's Certification of Compliance.

PART 2 PRODUCTS

2.1 PIPE AND FITTINGS

A. As specified in the Data Sheets following "END OF SECTION."

149824.A1.PD AUGUST 6, 199902700 1 PIPING


PART 3 EXECUTION

3.1 INSTALLATION OF PIPE, FITTINGS, AND APPURTENANCES

A. General:

1. Pipe laying shall proceed upgrade with spigot ends pointing in directionof flow.

2. Excavate bell holes at each joint to permit correct assembly andinspection of entire joint.

3. Pipe invert may deviate from line or grade up to 1/2 -inch for line and1/4-inch for grade, provided that finished pipe line will present auniform bore, and such variation does not result in a level or reversesloping invert, or less than minimum slope shown.

4. Pipe bedding shall form a continuous and uniform bearing and supportfor the pipe barrel between joints. Pipe shall not rest directly on the bellor pipe joint.

5. Prevent entry of foreign material into gasketed joints.6. Plug or close off pipes which are stubbed off for manhole, concrete

structure, or for connection by others, with temporary watertight plugs.

B. Square-End Underdrains: Cover top and sides of the joints with a strip ofasphalt-saturated 30 pound roofing felt.

C. Perforated Underdrain: Lay with open joints and with perforations down.

3.2 SUPPLEMENTS

A. Data Sheets.

Number Title

-14 High Density Polyethylene (HOPE) Profile Wall Pipe andFittings

END OF SECTION

149824.A1.PD AUGUST 6, 199902700 2 PIPING


SECTION 02700-06POLYVINYL CHLORIDE (PVC) PIPE AND FITTINGS

Pipe: 1 5-inch diameterand under

Joints

Gaskets

Fittings

Plugs

Source Quality ControlTesting

ASTM D3034: Standard dimension ratio less than 35, exceptthat the cell classification shall be 12454-B or 12454-C asdefined in ASTM D 1784.

ASTM D3212 rubber gasketed.

ASTM F477.

Lubricants: As approved by manufacturer.

PVC, gasketed. Provide plug when service piping is notrequired.

Removable. Removal shall provide a socket suitable fora flexible jointed lateral connection or extension.

making

In accordance with specified ASTM.

END OF SECTION

149824.A1.PD02700-06

AUGUST 6, 1999DATA SHEET

POLYVINYL CHLORIDE (PVC)PIPE AND FITTINGS


SECTION 02700-14HIGH DENSITY POLYETHYLENE (HDPE) PIPE AND FITTINGS

Pipe

Materials

Joints

Fittings

Factory Testing

ASTMF714, SDR 21.

ASTM D1248, Class C and D3350.

ASTM F405.

ASTM F405.

Pipe lengths used for deflection testing shall be destroyed aftertesting.

END OF SECTION

149824.A1.PD02700-14

AUGUST 6, 1999DATA SHEET

POLYETHYLENE (PE) PROFILEWALL PIPE AND FITTINGS

SECTION 02770POLYETHYLENE GEOMEMBRANE LLDPE

PART 1 GENERAL

1.1 REFERENCES


1 . American Society for Testing and Materials (ASTM):a. A193, Standard Specification for Alloy-Steel and Stainless Steel

Bolting Materials for High-Temperature Service.b. A194, Standard Specification for Carbon and Alloy Steel Nuts for

Bolts for High-Pressure and High-Temperature Service.c. A276, Standard Specification for Stainless and Heat-Resisting

Steel Bars and Shapes.d. B21 1, Standard Specification for Aluminum and Aluminum- Alloy

Bar, Rod, and Wire.e. C881, Standard Specification for Epoxy-Resin-Base Bonding

Systems for Concrete.f. D4 1 3 , Standard Test Methods for Rubber Property- Adhesion to

Flexible Substrate.g. D570, Standard Test Method for Water Absorption of Plastics.h. D638, Standard Test Method for Tensile Properties of Plastics.i. D696, Standard Test Method for Coefficient of Linear Thermal

Expansion of Plastics.j. D746, Standard Test Method for Brittleness Temperature of

Plastics and Elastomers by Impact.k. D75 1 , Standard Test Methods for Coated Fabrics.1. D792, Standard Test Methods for Specific Gravity (Relative

Density) and Density of Plastics by Displacement.m. D882, Standard Test Methods for Tensile Properties of Thin

Plastic Sheeting.n. D1004, Standard Test Method for Initial Tear Resistance of

Plastic Film and Sheeting.o. D1693, Standard Test Method for Environmental Stress-Cracking

of Ethylene Plastics.p. D2240, Standard Test Method for Rubber Property-Durometer

Harness.q. D4437, Standard Practice for Determining the Integrity of Field

Seams Used in Joining Flexible Polymeric Sheet Geomembranes.r. D4833, Standard Test Method for Index Puncture Resistance

of Geotextiles, Geomembranes, and Related Products.

149824.A1.PD AUGUST 9,1999 -1- |02770 1 POLYETHYLENE GEOMEMBRANE

LLDPE

rrs. D5321, Standard Test Method for Determining theCoefficient of Soil and Geosynthetic or Geosynthetic andGeosynthetic Friction by the Direct Shear Method.

trt. D5641, Standard Practice for Geomembrane SeamEvaluation by Vacuum Chamber.

2. Federal Specification: Federal Test Method Standard No. 101CMethod 2065 Puncture Resistance.

1.2 DEFINITIONS

A. Boot: Watertight collar fabricated from geomembrane sheet for sealinggeomembrane to pipes and other objects that penetrate geomembrane.

B. Film Tearing Bond: A failure in the ductile mode of one of the bonded sheets!";• r::".i !'..:. pi ' i . -r '.:'. ivm;:!^ .VL ,::;;•:.: i : ' : . c f : \ ~ i - :'. :'.i:::i aiv;.with no more than10% disbond of the weld.

C. Geomembrane: An essentially impermeable geosynthetic composed of one ormore layers of polyolefin materials fusion bonded into single ply integralsheet.

D. Panel: A single Apiece of geomembrane not including patches or repairs

E. Sheet: Seamless piece of geomembrane.

F. Watertight: Geomembrane installation free of flaws and defects that will allowpassage of water and gases, liquids, and solids to be contained underanticipated service conditions.

1.3 SUBMITTALS

A. Administrative Submittals: Production dates for geomembrane.

B. Shop Drawings:

1 . Manufacturer's specifications, and literature for each geomembranefurnished, and all products used to complete the installation.

2. Compensation allowance calculation and numerical values fortemperature induced geomembrane expansion and contraction.

3. Polymer Resin: Product identification and Supplier.4. Geomembrane sheet layout with proposed size, number, position, and

sequence of sheet placement, and location of field seams.


1 . Quality Assurance Program(s): Written description of geomembranemanufacturer's and installer's formal programs for manufacturing,

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fabricating, handling, installing, seaming, testing, and repairinggeomembrane.

2. Manufacturer's certification of compliance for geomembrane.3. Factory test results.4. Rough-Surface Geomembrane Coefficient of Interface Friction Test

Results.5. Laboratory Testing Equipment: Certified calibrations, manufacturer's

product data, and test procedures.

D. Contract Closeout Submittals:

1. Geomembrane installer's certification of subsurface acceptability.2. Record Documents: Include panel and sheet numbers, seaming

equipment and operator identification, temperature and speed setting ofequipment, date seamed, identity and location of each repair, cap strip,penetrationr boot, and sample taken from installed geomembrane fortesting.

3. Copies of all material and seam test results.4. Special guarantee(s).

1.4 QUALIFICATIONS

A. Independent Testing Agency: 5 years' experience in the field of geomembranetesting required for this Project. Calibrated instruments and equipment, anddocumented standard procedures for performing specified testing.

B. Manufacturer and Fabricator: Successfully manufactured minimum of10 million square feet of each type of geomembrane material specified forapplications similar to Project.

C. Installer: Successfully installed minimum of 10 million square feet of eachtype of geomembrane product specified in applications similar to Project.

1.5 COORDINATION MEETINGS

A. Meet at least once prior to commencing each of the following activities:Submission of Submittals, !c;b;'i:u:i.v-, .•: ';\n'.. ' .: :.;• j \ : . • • • • [ : • . and installation of |geomembranes.

B. Attendees: CONTRACTOR'S designated quality control representative, CBSREPRESENTATIVE, representatives of geomembrane installer, and othersrequested by CBS REPRESENTATIVE.

C. Topics:

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1. Specifications and Drawings, Submittal requirements and procedures,schedule for beginning and completing geomembrane installation,training for installation personnel, and installation crew size.

2. Establishing geomembrane marking system, to include sheetidentification, defects, and satisfactory repairs, to be used throughoutWork.

1.6 QUALITY CONTROL

A. CBS shall -^provide services of independent:. J:: c J.::.construction quality assurance firm and laboratory with experience inlandfill cap construction .r


A. Protect each roll of geomembrane from damage during shipment. Mark eachpackage with identification of material type, size and weight.

1.8 ENVIRONMENTAL REQUIREMENTS

A. Do not install geomembrane or perform seaming when:

1. Air temperature is less than 32 degrees F :.••.>:! iLc;1.:•.:•:".- or more than105 degrees F.

2. Relative humidity is more than 90 percent.3. Raining or snowing, or frost is in ground, or wind is excessive.4. Unless CONTRACTOR can demonstrate successful performance and

test results showing the seams meet strength specifications.

B. Do not place soil materials in any manner that will cause wrinkles to fold overor become confined to form a vertical ridge.

C. Place soil materials when the liner is cool and contracted and wrinkles areminimized, if practical.


A. Factory test results must be acceptable to CBS REPRESENTATIVE prior toshipment of geomembrane.

B. Before placing geomembrane on soil surfaces, prepare subgrade as specifiedin Section 02778, CLAY BARRIER LAYER, Section 3.5K "::::.

1.10 SPECIAL GUARANTEE

A. Provide manufacturer's extended guarantee or warranty, with CBS named asbeneficiary, in writing, as special guarantee. Special guarantee shall provide

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LLDPE

for correction, or at the option of the CBS, removal and replacement of Workspecified in this Specification section found defective during periods below,commencing on the date of Substantial Completion. Duties and obligations forcorrection or removal and replacement of defective Work as specified in theGeneral Conditions.

'-„,>'

1. Guaranty geomembrane against manufacturing defects, deterioration ofgeomembrane due to ozone, ultraviolet, and other exposure to theelements for a period of 5 years on a pro rata basis.

2. Guaranty geomembrane against defects in material and factory seamsfor a period of 2 years.

3. Guaranty geomembrane against defects resulting from installation for aperiod of 2 years.

PART 2 PRODUCTS

2.1 MANUFACTURERS AND FABRICATORS

A. Geomembrane:

1. G.S.E. Lining Technology, Inc., Houston, TX.2. Poly-America Inc., Grand Prairie, TX.3. National Seal Co., Galesburg, IL.4. Serrot Corporation, Henderson, NV.

2.2 LLDPE GEOMEMBRANE

"<tmi/ A. Use smooth LLDPE on slopes less than or equal to 10 percent; use textured-surfaced LLDPE on slopes greater than 10 percent.

B. Composition: Linear Low Density Polyethylene (LLDPE) containing noplasticizers, fillers, extenders, reclaimed polymers, or chemical additives,except following:

1. Approximately 2 percent by weight of carbon black to resin forultraviolet resistance.

2. Antioxidants and heat stabilizers, not to exceed 1.5 percent total BYWEIGHT, may be added as required for manufacturing.

C. Furnish in rolled single-ply continuous sheets with no factory seams.

D. Sheet Thickness: Minimum values determined in accordance withASTM 5199 and shall not include ridges of Textured-Surface LLDPEGeomembrane 40 mils.

E. Sheet Width: Minimum 22 feet.

F. Roll Length: Longest that will be manageable and reduce field seams.

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G. Rough-Surfaced LLDPE Geomembrane: Manufactured so that surfaceirregularities that produce specified friction are adequately fused into sheet orare extruded with sheet, on both sides of sheet. Texture is to be in addition tobase thickness specified for sheet.

H. Meet manufacturer's most recent published specifications and requiredminimum values in this table.

Property

Specific Gravity

Required Value

0.941 to 0.936, g/cc; not morethan 15% greater than baseresin density

Test Method

ASTM D792, Method A-l

Smooth-Surface, Minimum Properties, Each Direction

Tensile Stress at Yield

Elongation at Yield

Thickness, Nominal, plus orminus 5%

Puncture Resistance

Tear Resistance

Modulus of Elasticity

Bonded Seam Strengthin Shear

Bonded Seam Strengthin Peel

2.2 Ib/in. -width/mil thickness

12% plus or minus 3%

40 mil

1.25 Ib/mil thickness


90,000 Ib/sq in

2 Ib/in. -width/mil thickness,min. and F.T.B.

1.2 Ib/in.-width/mil thickness,min. and F.T.B.

ASTM D638

ASTM D5 199

FTMS 1 01 C, Method 2065

ASTM D 1004, Die C

ASTM D882, Method A

ASTM D4437/D882 Method A,modified by N.S.F. Standard 54, Part 3

ASTM D4437/D413 Method A,modified by N.S.F. Standard 54, Part 5

Textured-Surface, Minimum Properties, Each Direction

Thickness, min., for thinnerareas of textured sheet

Tensile Stress at Yield, min.

Elongation at Yield

Puncture Resistance

Tear Resistance

Angle of friction betweentextured-surface LLDPE, &soil or geotextile

Brittleness Temperature

Coefficient of Linear ThermalExpansion

Hydrostatic Resistance

Environmental Stress Crack

Bonded Seam Strength in Shear

Bonded Seam Strength in Peel

Water Absorption, WeightChange/Adap.

38 mil

2 Ib/mil thickness

1 2% plus or minus 3%

1 Ib/mil thickness


25 degrees, min. (Note 1)

Minus 70° F, no cracks

1.2x IQ-'in./in./degreeC

7.5 Ib/sq in/mil thickness

1,500 hours

2 Ib/in-width/mil thickness,min. & F.T.B.

1 .2 Ib/in-width/mil thickness,min. & F.T.B.

0.085% max.

ASTM D5199, Modified Note 2.

ASTM D638

FTMS 101 C, Method 2065

ASTM D 1004, Die C

ASTM D5321, state conditions of test.

ASTM D746 (Proc. B)

ASTM D696

ASTM D751, Method A

ASTM D1693, Condition B (50° C) and10%Igepal Solution

ASTM D4437/D882, Method A,Modified by N.S.F. Standard 54, Part 3

ASTM D4437/D413, Method A,modified by N.S.F. Standard 54, Part 5

ASTM D570

NOTES

1 . Provide certified results for angle or coefficient of friction tests between textured-surface LLDPE and actualsoils and geotextiles to be used. Perform tests on Samples of similar length and width of 0.8 to 1 square footminimum area. Submit test results to CBS REPRESENTATIVE for review prior to shipment of textured-surface LLDPE to Project.

149824.A1.PD0277(3

AUGUST 9,1999-POLYETHYLENE GEOMEMBRANE

LLDPE

Property Required Value Test Method

2. Commercially available micrometers may be used that have a 60-degree taper to a point with a radius of1/32-inch. The CBS REPRESENTATIVE shall make enough measurements of thinner areas of texturedsheet to develop a statistical basis for thickness.

I. Extrudate for Fusion Welding of LLDPE Geomembranes: Formulated fromsame LLDPE resin as geomembrane and shall meet applicable physicalproperty requirements.

2.3 BOOTS

A. Fabricated of same material as geomembrane sheets to fit around penetrations,i.e., pipe, without folds, stretching, or unsupported areas.

B. Flanges: Angle shall match the angle of the slope or bottom where thepenetration passes through the liner, width shall be minimum 2 feet plusdiameter of penetration.

2.4 STAINLESS STEEL BANDS

A. As manufactured by Breeze Clamp Products Div., Saltsburg, PA., or equal.

2.5 NEOPRENE RUBBER PAD

A. 2-inch wide by %-inch thick.

B. 35 to 45 durometer, in accordance with ASTM D2240 hardness.

C. Manufacturer: Aero Rubber Co., Inc., Bridgeview, IL.

PART 3 EXECUTION

3.1 WELDING UNITS

A. Single or double hot-wedge fusion seam welding.

149824.A1.PD AUGUST 9,199902770 7 POLYETHYLENE GEOMEMBRANE

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B. Extrusion welding systems.

C. Hot-air welding is not acceptable.

3 .2 TENSIOMETER FOR FIELD TESTING«.'

A. Contractor to provide.

B. Motor driven with jaws capable of traveling at measured rate of 2 inches perminute.

C. Equipped with gauge which measures force in unit pounds exerted betweenjaws.

D. Force Tech 5002 DPR portable tensile tester as furnished by ColumbineInternational, Ltd., Placerville, CA, or equal.

3.3 VACUUM BOX FOR WELD TESTING

A. Conform to ASTM D564 1 .

3.4 PREPARATION

A. Do not place geomembrane until condition of subgrade installed is acceptableto CBS REPRESENTATIVE.

B. Subgrade: Maintain in smooth, uniform, and compacted condition as specifiedin Section 02778, CLAY BARRIER LAYER ::::'. :" I" ' " . V::.

"'••/ P i ' . i . P . ' . ' . . . \ !'!ON, during installation of geomembrane.

3.5 GEOMEMBRANE INSTALLATION

A. Geomembrane Inspection: During unwrapping visually inspect, mark eachimperfection for repair.

B. Protection:

1 . Do not use geomembrane surfaces as work area for preparing patches,storing tools and supplies, or other uses. Use protective cover as worksurface, if necessary.

2. Instruct workers about requirements for protection of geomembranesuch as handling geomembrane material in high winds, handling ofequipment, and walking on geomembrane surfaces. Shoes of personnelwalking on geomembrane shall be smooth bonded sole or be coveredwith smooth type of overboot. Prohibit smoking, r-eating, or drinking(other than water) in vicinity of geomembrane, placing heatedequipment directly on geomembrane, or other activities that maydamage geomembrane.

149824.A1.PD AUGUST 9, 1999 - -^-02770 8 POLYETHYLENE GEOMEMBRANE

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3. Do not operate equipment without spark arrestors in vicinity ofgeomembrane material nor place generators or containers of flammableliquid directly on geomembranes.

4. Protect from vehicle traffic and other hazards.5. Keep clean and free of debris during placement.6. Prevent uplift, displacement, and damage by wind.

C. General:

1. Each miscellaneous product required for completion of geomembraneinstallation shall be of types, sizes, and installed in strict accordancewith this specification and the geomembrane manufacturer'srecommendations. Provide recommendations to CBS prior toinstallation.

2. Reduce field seaming to minimum. Horizontal seams on slopes greaterthan 10% will not be acceptable. Seams parallel to toe shall be at least5 feet from toe. Align rough-sided sheets in manner that maximizes theirfrictional capabilities along slope.

3. Prevent wrinkles, folds, or other distress that can result in damage orprevent satisfactory alignment or seaming. Provide for factors such asexpansion, contraction, overlap at seams, anchorage requirements,seaming progress, and drainage.

4. Temporarily weight sheets with sandbags as necessary to anchor or holdthem in position during installation. Use continuous holddowns alongedges to prevent wind flow under sheet.a. Sandbag fabric shall be sufficiently close knit to preclude fines

from working through bags.b. Bags shall contain not less than 40 nor more than 60 pounds of

sand having 100 percent passing No. 8 screen and shall besecurely closed after filling to prevent sand loss.

c. Do not use tires or paper bags, whether or not lined with plastic.Burlap bags, if used, shall be lined with plastic.

d. Immediately remove damaged or improperly sealed bags fromwork area, and immediately clean up spills.

5. Anchor perimeter of geomembrane as shown, or as otherwise approvedin writing by CBS REPRESENTATIVE. Anchor and seal geomembraneto structures, pipes, and other types of penetrations as shown.

6. Place overlying Granular Drainage Layer immediately followingcompletion of geomembrane installation and field testing as acceptableto CBS REPRESENTATIVE.

3.6 FIELD SEAMS

A. General:

149824.A1 .PD AUGUST 9,1999" . ".- ""02770 9 POLYETHYLENE GEOMEMBRANE

LLDPE

1. Wipe sheet contact surfaces clean to remove dirt, dust, moisture, andother foreign materials and prepare contact surfaces in accordance withseaming method accepted by CBS REPRESENTATIVE.

2. Lap sheet edges to form seams to seam geomembrane sheets together.Adjust edges to be seamed and temporarily anchor to prevent wrinklingand shrinkage.

3. Seams shall not go through a boot. Locate seams a minimum of 2 feetfrom boot.

4. Avoid seam intersections involving more than three thicknesses ofgeomembrane material. Offset seam intersections at least 2 feet. Extendseams through anchor trench to sheet edges.

5. Seal seam "T" intersections by removing excess material and extrusionwelding lap joint.

B. LLDPE:

1. For boots and seams that cannot be otherwise tested, insert copper wirefor spark test at edge of overlapping sheet in extrudate of weld prior tofilet welding. Position to within 1/8-inch of sheet edge.

2. Seam sheets together, using fusion-extrusion or hot-wedge weldingsystem, equipment, and techniques.

3. Capping of Field Seams: Use 8-inch wide (minimum) cover strip ofsame thickness as geomembrane (and from same roll, if available).Position strip over center of field seam and weld to geomembrane usingfillet weld each side, including copper wire as described above for sparktesting.

3.7 BOOT SEALS

A. Preparation: Thoroughly clean contact surfaces.

B. Place boot around penetrations so flange is supported everywhere in fullcontact with the subgrade, and is free of wrinkles.

C. Seal boot to surrounding geomembrane as specified for field seams usingextrusion welding methods.

D. For boots around piezometers, use 2 stainless steel clamps and neoprenerubber pad. Tighten steel clamping bands until neoprene rubber pads arecompressed. 12 :. 1: rcr.jr.: c !':::c! ;-...! :!i:c':::c:::.

E. Seal boots around gas vents as specified for field seams using extrusionwelding methods.

149824.A 1.PD AUGUST 9,1999^-02770 10 POLYETHYLENE GEOMEMBRANE

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3.8 PROTECTION OF WORK

A. Geomembrane surface showing injury due to scuffing, penetration by foreignobjects, or distress from rough subgrade shall be replaced or covered andsealed with an additional layer of geomembrane material of proper size.

3.9 FIELD QUALITY CONTROL

A. Field Seam Testing^ air.;:!:-.::;

1. Verify that seaming equipment and operators are performing adequately.Produce test seam Samples at beginning of each shift for each seamingcrew. In addition, if seaming has been suspended for more than1/2 hour, or if breakdown of seaming equipment occurs, produce testseam Samples prior to resuming seaming.

2. Sample Size: 12 inches wide plus seam width, and 30 inches long.3. Nondestructive Testing-''::;",:!^-.: to be performed over 100 percent of

seams in accordance with paragraphs D, E, and F of this section.:a. Frequency: Minimum one Sample per 500 feet of field seam, and

minimum two Samples per seaming crew per day.b. Produce Samples using same materials, equipment, personnel, and

procedures as field seams made at time of work in progress andunder same conditions.

4. Destructive Sampling:

a. Frequency: Minimum one Sample per 500 feet of field seam,and minimum two Samples per seaming crew per day.

b. Produce Samples using same materials, equipment, personnel,and procedures as field seams made at time of work inprogress and under same conditions.

5. Sample Identification:a. Number, date, and identify each Sample as to personnel making

seam and location of Sample or location of field seam Work inprogress at time Sample is made.

b. Mark location of Sample, or location of field seam in progress attime Sample is made, on panel/sheet layout drawing.

B. General: Conform to ASTM D4437 and this Specification. Seam testingincludes strength tests, vacuum box testing, air channel pressure tests, andprobing.

C. Field Seam Strength Sample Testing:

149824.A1.PD AUGUST 9, 199902770 1 1 POLYETHYLENE GEOMEMBRANE

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1. General:a. Field -Rest two coupons from each Sample for seam peel and

tensile strength.b. If the field tests meet project specifications, ship a 1-foot long

segment of the destructive sample to the laboratory for testingin accordance with ASTM D4437.

4^-c. Save test Samples, including specimens tested, until notifiedby CBS REPRESENTATIVE relative to their disposal.

—d. For any i':;.:!. s^ample that fails under test identify thedefective area as described on page 6 of the CQA Plan .;h. . : ' '. -

2. Field Seam Acceptance Criteria: ^T

a. Bonded Shear Strength of LLDPE:1) In Shear: Minimum 2 pounds/inch width/mil thickness as

determined in accordance with ASTM D4437'!"'"'?.

2) In Peel: Minimum 1.5 pounds/inch width/mil thickness asdetermined in accordance with ASTM D4437.'!\ < . i I. I •, ... 1: i" I I . , * , < ( • ! *'. i, i ' ; it. ... -'

3. Test Failure: If Sample fails, entire field seam from which it was takenshall be considered as failure shall be rejected due to nonconformancewith specification requirements. Comply with following corrective

'*'"•' measures:a. For nondestructive Sample failure, rerun field weld test using

same Sample. If that test passes, CBS REPRESENTATIVE mayassume an error was made in first test and accept field seam. Ifsecond test fails, cap each field seam represented by failed Sampleand submit new test Sample made during capping procedure.

b. Destructive Sample Failure: Rerun field weld test using newSample from same seam. If that test passes, CBSREPRESENTATIVE may assume an error was made in first testand accept field seam. If second test fails, either cap field seambetween any two previous passed seam test locations that includefailed seam or take another Sample on each side of failed seamlocation (10-foot minimum), and test both. If both pass, cap fieldseam between two locations. If either fails, repeat process oftaking Samples for test. Each field seam shall be bounded by twopassed test locations prior to acceptance.

D. In-Place Observation and Testing:

149824.A1.PD AUGUST 9,1999 ——02770 12 POLYETHYLENE GEOMEMBRANE

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1. Visually inspect geomembrane sheets, seams, anchors, seals, and repairsfor defects as installation progresses and again on completion.

2. Depending on seam welding equipment used, test each seam and repairusing vacuum testing device, spark testing device, and/or air channelpressure test for double wedge welded seams.

3. Clearly mark defective and questionable areas, and repair them to CBSREPRESENTATIVE'S satisfaction.

4. Each area showing injury due to scuffing, penetration by foreignobjects, or distress from rough subsurface shall be replaced or coveredwith an additional layer of geomembrane material.

5. Perform testing in presence of CBS REPRESENTATIVE.

E. Vacuum Box Testing of LLDPE Welds: Vacuum box test each of these types ofwelds: Fillet, extrusion lap, and single hot-wedge fusion lap.

1. Testing Procedures: Conforming to ASTM D5641.

F. Air Channel Pressure Testing of Double Hot-Wedge Seam:

1. Insert needle with gauge in air space between welds. Pump air intospace to at least 30 psi and hold for 5 minutes.

2. At end of 5 minutes, depressurize seam by placing needle hole in airspace between welds at opposite end of seam and observe gauge toverify continuous air channel.

3. If seam pressure drops by 3 psi or less r M . ' . \ \ : : ; \ \ \ . .\\ I . : : ; ; ; '..'' ;v: during5-minute hold and pressure drops within 30 second of depressurization,seam is acceptable.

4. If pressure drops more than 3 psi V j!> i 2~ , ' . ' . during test period, ordoes not drop during 30-second depressurization period, repair needleholes and retest seam as required to isolate detective portion of theseaml . ^ ' M C •-;••: cc;!-.::v :r •...::.:\:". :-r: '. -. . . ' : :;.. ;-.: :.v ; . : - - ' : '———r—.If seam maintains a minimum of 27 psi, seam is acceptable.

5. If second air pressure test fails, vacuum box test entire length of seam.a. If no bubbles appear in vacuum box, lower weld will be

considered defective, and upper seam is acceptable.b. If bubbles appear in vacuum box, repair each defective area by

extrusion welding and test again by vacuum box.6. As alternative to vacuum box testing, apply soap solution to exposed

seam edge while maintaining required air channel test pressure.a. If bubbles appear, mark, and repair with a patch^-—— r-~

b. If no bubbles appear and test pressure cannot be maintained, leakis judged to be in bottom or second seam.

7. If leak is judged to be in bottom seam, cap strip length of defectiveportion of seam ky.'Ak

8. Mark and repair needle holes.

149824.A1.PD AUGUST 9, 1999—02770 13 POLYETHYLENE GEOMEMBRANE

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3.10 REPAIRING GEOMEMBRANE

A. Repair damage or rejected seams with pieces of flat and unwrinkledgeomembrane material free from defects and seams. Patches shall be tightlybonded on completion of repair Work.

B. Patch shall be neat in appearance and of size 6 inches larger in all directionsthan areas to be repaired. Round corners of each patch to minimum 1 -inchradius.

C. Prepare contact surfaces and seam patch in accordance with paragraph FieldSeams.

1. Pull and hold flat receiving surface in area to be patched.2. Seal each patch by extrusion welding continuous bead along edge, with

no free edge remaining.a. Vacuum box test each patch on completion.

3.11 RECORD DATA

A. Identify each test by date of Sample, date of test, Sample location, name ofindividual who performed test, standard test method used, list of departuresfrom standard test methods, at a minimum.

B. Include identification and location of repairs, cap strips, penetrations, andareas selected for destructive test Samples on Record Drawings.

3.12 CLEANUP

A. Clean up work area as Work proceeds. Take particular care to ensure that notrash, tools, and other unwanted materials are trapped beneath geomembraneand that scraps of geomembrane material are removed from work area prior tocompletion of installation.

3.13 PLACING PRODUCTS OVER GEOMEMBRANE

A. Prior to placing material over geomembrane, notify CBSREPRESENTATIVE. Do not cover installed geomembrane until after CBSREPRESENTATIVE provides authorization to proceed.

B. If tears, punctures, or other geomembrane damage occurs during placement ofoverlying products, remove overlying products as necessary to exposedamaged geomembrane, and repair damage as specified in ArticleREPAIRING GEOMEMBRANE.

C. Geomembrane installer shall remain available during placement of overlyingproducts to repair geomembrane if damaged.

149824.A1 .PD AUGUST 9,1999-U-02770 14 POLYETHYLENE GEOMEMBRANE

LLDPE

3.14 SUPPLEMENTS

A. The supplements listed below, following "END OF SECTION," are a part ofthis Specification.

1. Geomembrane Installer's Certification of Subsurface Acceptability.

END OF SECTION

149824.A1 .PD AUGUST 9,199902770 15 POLYETHYLENE GEOMEMBRANE

LLDPE

GEOMEMBRANE INSTALLER'S CERTIFICATIONOF

SUBSURFACE ACCEPTABILITY

>l—*' Geomembrane installer,for CBS Neal's Landfill hereby certify that supporting surfaces are acceptable for installationof geomembrane, undersigned having personally inspected condition of prepared surfaces.This certification is for areas shown on Attachment or defined as follows:

Condition of supporting surfaces in defined area meets or exceeds minimum requirements forinstallation of geomembrane.

Signed:(Representative of Geomembrane Installer)

(Position)

Date:

Witness:

149824.A1.PD AUGUST 9,1999-^—'— ^— \02770 SUPPLEMENT 1 POLYETHYLENE GEOMEMBRANE

LLDPE

MEAL'S LANDFILL 149824A.MKE

SECTION 02271RIPRAP

PART 1 GENERAL

1.1 DEFINITIONS

A. Refer to applicable definitions in Section 02220, EARTHWORK.

1.2 SUBMITTALS

A. Administrative Submittals: Trip tickets showing source, type, and weight ofeach load of material delivered to site.


1. Certified Test Results:a. Riprap Bedding:

1) Gradation.2) Abrasion resistance.

b. Riprap:1) Gradation.2) Abrasion resistance.3) Bulk density.


A. Riprap Source: Quarry that has produced riprap and has performedsatisfactorily on other projects for at least 5 years.

1.4 SCHEDULING AND SEQUENCING

A. Complete subgrade preparation as specified in Section 02215, SUBGRADEPREPARATION, and geotextile installation prior to placing riprap bedding orriprap.

PART 2 PRODUCTS

2.1 RIPRAP

A. Revetment Riprap in accordance with the Indiana Department ofTransportation Standard Specifications.

B. Hard and durable quarry stone free from fractures, bedding planes,pronounced weathering, and earth or other adherent coatings.

149824.A1 .PD AUGUST 9,1999 ' ' V: . • • • " "02271 1 RIPRAP

MEAL'S LANDFILL 149824A.MKE

C. Minimum Dimension of Individual Pieces: Not less than 1/3 maximumdimension.

D. Abrasion Resistance: Maximum 35 percent wear as determined in accordancewith ASTM C535.

E. Bulk Density: Minimum 160 pounds per dry cubic foot.

F. Gradation: Smaller pieces shall generally fill voids between larger pieceswithout either an excess or a deficiency of one or more sizes of stone.

2.2 GEOTEXTILE

A. Refer to Section 02246 GEOTEXTILES.

PART 3 EXECUTION

3.1 GEOTEXTILE UNDER RIPRAP

A. Prior to placement of riprap, lay filter fabric over area.

B. Lay filter fabric perpendicular to the creek. Lay filter fabric loosely, butwithout creases. Provide at least 1-foot overlap at joints.

C. Take every precaution to prevent damage to the filter fabric during placementof the riprap. Do not operate machinery directly on the filter fabric. Repairtorn fabric by placing an overlay of filter fabric having dimensions at least18 inches greater than the tear or hole.

3.2 PLACING RIPRAP

A. Place riprap over riprap bedding to uniform thickness shown. If riprap beddingis underlain with geotextile, place riprap from bottom to top of slope.

B. Intermix different sizes of pieces to eliminate segregation and to fill voidsbetween larger pieces with smaller pieces and work surface free fromirregularities.

C. Use placement and intermixing methods that avoid disturbing riprap beddingand underlying geotextile or damaging existing facilities, completed Work, oradjacent property.

END OF SECTION

149824.A1.PD AUGUST 9,1999 !02271 2 RIPRAP


SECTION 02778CLAY BARRIER LAYER

PART 1 GENERAL

1.1 REFERENCES


1. American Society for Testing and Materials (ASTM):a. D422, Method for Particle-Size Analysis of Soils.b. D698, Test Method for Laboratory Compaction Characteristics of

Soil Using Standard Effort (12,400 ft-lbf/cubic ft) (600 Kn-m/cubic meter).

c. Dl 556, Test Method for Density and Unit Weight of Soil In Placeby the Sand-Cone Method.

d. D1557, Test Methods for Laboratory Compaction Characteristicsof Soil Using Modified Effort (56,000 If-lbf/cubic ft) (2,700Kn-m/cubic meter).

e. D2216, Method for Laboratory Determination of Water(Moisture) Content of Soil, Rock, and Soil-Aggregate Mixtures.

f. D2922, Test Methods for Density of Soil and Soil-Aggregate inPlace by Nuclear Methods (Shallow Depth).

g. D3017, Test Method for Moisture Content of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

h. D4318, Test Method for Liquid Limit, Plastic Limit and PlasticityIndex of Soils,

i. D5084, Test Method for Measurement of Hydraulic Conductivityof Saturated Porous Materials Using a Flexible WallPermeameter.

1.2 DEFINITIONS

A. Atterberg Limits: Liquid limit, plastic limit, shrinkage limit, and plasticityindex as determined by ASTM D4318.

B. Clay Borrow: Natural clay material which meets requirements of thisSpecification and is excavated from designated borrow areas.

C. Grain Size: Determined by ASTM D422.

D. Natural Clay: Fine-grained material having low permeability that is obtainedfrom borrow areas (either onsite or offsite) and used as soil lining or coverwithout addition of admixtures.

149824.A1.PD AUGUST 9,1999-^02778 1 CLAY BARRIER LAYER


E. Natural Moisture Content: Determined by ASTM D2216.

F. Optimum Moisture Content: Determined by ASTM D1557.''<•«»'

G. Relative Compaction: Ratio, in percent, of as-compacted field dry density tolaboratory maximum dry density, as determined by ASTM D1557.

1.3 SUBMITTALS

A. Quality Control Submittals:

1. Quality Assurance Plan.2. Certified test results.3. Topographic surveys for top of clay barrier layer and final grade.4. Water: Source(s).

1.4 QUALITY ASSURANCE PLAN

A. Stormwater Control and Erosion Control Plans: In accordance withSection 01500, CONSTRUCTION FACILITIES AND TEMPORARYCONTROLS.

B. Independent Soils Testing Agency Qualifications: Certified in the State ofIndiana.

,, f C. Installer Qualifications: Demonstrate successful completion of at least threesimilar projects, each of at least 10 acres in size, and each having at least10,000 cubic yards of liner material installed.

D. Identification and location of proposed clay borrow source(s).

E. Source of water for compaction.

F. Natural clay processing, compaction, and moisture control equipment, toinclude following as appropriate for each equipment type:

1. Manufacturer's name and address.2. Catalog and manufacturer data sheets.3. Equipment operating data from similar projects.4. Dimensions and weight.

G. Moisture Control Plan: Method to prevent drying, cracking, saturation, orother damage prior to installation of permanent covering.

H. Test Fill Plan: Procedures, schedule, and diagrams.

1. Drawings: Show location of pads.

149824.A1 .PD AUGUST 9,1999 '''. V :'"""'02778 2 CLAY BARRIER LAYER


PART 2 PRODUCTS

2.1 NATURAL CLAY MATERIAL

A. Natural CL, r*-CH, MH, or ML clay soil, as determined by ASTM 2487, free |from roots, organic matter, frozen material, debris, rocks, or slag larger than1 inch, and other deleterious materials.

B. Thoroughly blended to provide homogeneous material relatively uniform ingradation and moisture content throughout.

C. Gradation: Material having 100 percent by weight passing 1-inch sieve,80 percent by weight passing U.S. No. 4 sieve and at least 50^- percent byweight passing U.S. No. 200 sieve.

D. Liquid Limit: 25 ̂ mini

E. Plasticity Index: 2ft in ?'} 10 minimum.

F. Permeability: Maximum 1 x 10"7 centimeters per second at relativecompaction demonstrated to provide required permeability during test padconstruction and testing..

2.2 WATER FOR COMPACTION AND PERMEABILITY TESTING

A. Clean and uncontaminated.

2.3 SOURCE QUALITY CONTROL

A. Provide services of independent soils testing agency.

B. General:

1. Obtain Samples taken across natural clay borrow source area, toproposed source depth, taking into account variability of soils withinsource for tests that include gradation (through 2 micron sieve),Atterberg Limits, natural moisture content, moisture-densityrelationship, ru- 'di: . . . ir..-i.-..;:-: > \ - i - . i c : - . i ..:;.: .:::-,.:r.; . and permeabilitytests.

2. Prior to Miir i r . : . construction, conduct grain size, natural moisture |content, Atterberg Limits, and moisture-density relationship tests oneach 5,000 cy of material obtained from borrow source(s).

3. '.:''.:.•.••.;• -•nKii.-.LijJ inJiL-.r.: '!:::; ^Natural clay material that do :: •. notmeet specified requirements, shall not be used. K':-;"iv.:iU- : :u ; : . . • ' . . :

149824.A1.PD AUGUST 9,1999A^02778 3 CLAY BARRIER LAYER


C. Permeability Testing:

1. Prepare Samples taken from proposed borrow source by compacting test'"'"•"' specimens to 90 to '•:' percent relative compaction at optimum moisture

content v . i m i n r:i:uc c''^'r.rc^ur, i r . ' - i .T . i i ' j :' ;'::-.-::-.:::-c r•••• . ] : : : : ::':•. ••:

2. Perform constant head triaxial permeability tests in accordance withASTM D5084, to measure permeability of natural clay material.a. Trim test specimens to length-to-diameter ratio of 0.5 to 1.3.b. Sheath specimens in latex membrane, placed in triaxial cell,

consolidated under an average effective confining pressure of 2 to3 psi, subjected to back pressure sufficient to saturate specimen,and permeated under hydraulic gradient less than 30 acrossspecimen.

c. Monitor inflow and outflow volumes and rates. Record time andflow data for at least 1 day beyond time when inflow rate equalsoutflow rate, at which time pressures may be relieved and physicalmeasurements of specimens obtained for calculations.

PART 3 EXECUTION

3.1 BORROW AREA OPERATIONS

A. Refer to Section 02210 BORROW PITS.

3.2 EQUIPMENT

A. Clay Processing Equipment (if required):

1. Of type and sufficient size to process natural clay to meet requirementsfor maximum clod size and to provide homogeneous blended material.

2. Consisting of rotovator, discs, or screens.3. Manufacturer and Model: Bomag; MPH 100, or equal.

B. Compaction Equipment:

1. Use equipment that provides kneading action, such as wobble-wheeledroller, padfoot, or sheepsfoot roller.

2. Of suitable type and adequate to obtain densities specified.3. To provide satisfactory breakdown of materials to form dense

homogeneous fill free of visible voids.4. Maintained and operated in condition that will deliver manufacturer's

rated compactive effort.5. Use sheepsfoot tine lengths that do not pull clay up from finished

surface.

149824.A1.PD AUGUST 9,1999 ''' '02778 4 CLAY BARRIER LAYER


6. If adequate densities are not obtained, provide additional larger,different types of equipment.

'"••»•''' C. Moisture Control Equipment:

1. Use equipment for applying water of type and quality adequate forWork, that does not leak, and equipped with distributor bar or otherdevice to assure uniform application.

2. Use equipment for mixing and drying out material consisting of blades,discs, or other equipment.

3.3 SUBGRADE PREPARATION

A. In accordance with Section 02215, SUBGRADE PREPARATION.

3.4 TESTPADHW-

A. If provisions of 329 IAC 10-17-5(e) are met, CBS may apply for a waiverfrom the test pad requirements.

B. Otherwise, construct in accordance with test pad fiH plan, as specified inthis section:

1. Subgrade Preparation: For 2, 100-foot by 100 foot test pads.2. Construct drainage layer of geocomposite or 1-foot thickness of

, f free-draining aggregate.•3-r3. Construct natural clay test pads, 24-inches thick.

a. Moisture Content:1) First Pad: At optimum moisture content.2) Remaining Pad: At 2 percent above optimum.

b. Number of rotovator and compactor passes to achieve specifiedcompaction for each lift per accepted test fill plan.

c. Maximum compacted lift thickness: 8 ^-inches.d. Allow sufficient space for compaction equipment to attain full

operating speed prior to passing over pad in any direction.r^-4. At the discretion of the CBS representative, ^-excavate at least

four holes, each 3 feet square, through each completed pad forobservation, sampling, and testing of compacted material.

Demonstrate following:

1. Soil screening and pulverizing procedures for properly processing clayprior to compaction, if required.

2. Moisture content of clay at time of compaction.3. Lift thicknesses, compaction procedures, and number of passes for

proposed compaction equipment.

149824.A1.PD AUGUST 9,1999.'.' ' / ' ' ' - ' T . "•""•02778 5 CLAY BARRIER LAYER


4. Dry unit weight achieved and measured by field density testing.5. Permeability of compacted test fill material.

3.5 INSTALLATION

A. Start after successful completion of test fill, using procedures determinedoptimal based on test fill test results, and after subgrade preparation.

B. Place natural clay after preparation of subgrade in maximum loose 12^-inchlifts.

C. Remove sand or silt inclusions and replace with natural clay material.

D. Rotovator:

1 . Use to condition each lift of natural clay barrier material prior tocompaction, if required.

2. Use if required to make moisture content uniform throughout lift, asdetermined by field testing.

3. Make as many passes as necessary to achieve specified results.

E. Compact clay to minimum density and moisture content required to achievethe desired permeability.

F. Overlap joints between adjacent clay panels at least 5 feet.

G. Scarify surface of each lift prior to placing subsequent lift of natural claymaterial.

H. Cover areas of natural clay layer that are exposed within 24 hours ofplacement of clay or repair clay surface within 24 hours of placement ofsubsequent material.

I. Exposed Surfaces: Compact to protect clay from moisture changes, loss, orgain.

J. If clay becomes cracked or becomes softened due to moisture changes, scarifyfull depth of lift with rotovator, adjust moisture content to that specifiedbelow, and recompact as previously specified.

K. Surface of Final Lift: Free from tine or roller marks, holes, depressions morethan 1/2 deep, or protrusions extending above surface more than 1/2-inch.

L. Clay Barrier Layer Minimum Thickness: 24-inches.

M. Upon completion of natural clay barrier layer, place flexible membrane liningas specified in Section 02770, POLYETHYLENE GEOMEMBRANE.

149824.A1 .PD AUGUST 9, 1999.M/''02778 6 CLAY BARRIER LAYER


3.6 MOISTURE CONTROL

A. Implement Moisture Control Plan.

B. During compacting operations, maintain moisture content in each lift ofnatural clay material within range of optimum to plus 5 percentage pointsabove optimum.

C. If too dry, add water to material by sprinkling fill, then mixing to makemoisture content uniform throughout lift.

D. If too wet, aerate material by blading, discing, harrowing, or other methods, tohasten drying process.

3.7 TOLERANCES

A. Construct material limits within tolerance of 0.5 feet horizontal and 0.1 -footvertical, except where shown or specified. Clay liner may not be less than 24-inches thick.


A. Field Density and Moisture Content Tests:

1. Perform at frequency of 3 tests per lift for each test -^-pad and 5 testsper acre per lift for barrier layerir: ,-:-.c!i :/.'"" :uM: ; :rrJ." . :\:.,; ' i ; ' i

2. Determine in-place density and moisture content by any one orcombination of following methods: ASTM D2922, D3017, D1556,D2216, or other methods acceptable to CBS REPRESENTATIVE. Ifnuclear gauge method (ASTM D2922) is used to determine in-placedensity, moisture content readings shall be calibrated for clay ::: atthe discretion of the CBS representative! L :.. . '. i—•• • • . ; - . ..'-i:-.: ::: •' • ; • . :

3. Cooperate with testing agency by leveling and backfilling test areasdesignated by CBS REPRESENTATIVE.

4. If compaction tests indicate density or moisture content is not asspecified, terminate material placement and take corrective action priorto continuing placement.

B. Grain Size and Atterberg Limit Tests: Perform on undisturbed Samplesobtained with Shelby tube after compaction is complete, at frequency of 3tests for each test fill pad and one test for each acre of each lift of clay barrierlayer placed.

C. Back Pressure Saturated Permeability Tests:

149824.A1.PD AUGUST 9,02778 7 CLAY BARRIER LAYER


1. Perform on undisturbed Samples obtained with Shelby tube aftercompaction of is complete, at frequency of 3 tests for each test fill padand one test for each acre of each lift of clay barrier layer placed.

2. Test Samples in flexible wall perimeter using back pressure saturation inaccordance with ASTM D5084.

3. If specified permeability is exceeded, excavate defective areas andreconstruct to meet permeability and density requirements.

D. Clay Liner Acceptance: Based on certified test results made on completedWork or on Samples of material taken from completed layer.

3.9 TOPOGRAPHIC SURVEYS

A. Conduct detailed topographic surveys of site to document suitable thickness ofinstalled natural clay layer.

1. Measure elevations on minimum 50-foot grid over entire area and at allbreaks in grade.

2. At minimum, conduct surveys at completion of subgrade preparation,completion of natural clay layer placement, and completion of finalgrade.

3. Plot results of topographic surveys to scale of 1-inch equals 50 feet.

3.10 PROTECTION OF WORK

"*' A. Do not route or allow construction traffic on top of natural clay layer oncematerial has been placed and compacted.

END OF SECTION

149824.A1 .PD AUGUST 9,1999.V. T i l ' C T ' " . 1 f l"°02778 8 CLAY BARRIER LAYER


SECTION 02920SOIL PREPARATION

PART 1 GENERAL

1.1 REFERENCES


1 . American Society for Testing and Materials (ASTM):a. C-33, Concrete Aggregates.b. C602, Agricultural Liming Materials.

2. U.S. Bureau of Reclamation (USER):a. 5 1 4.4.4, Reclamation Instructions, Series 5 1 0 — Land

Classification Techniques and Standards, Part 514 — LaboratoryProcedures, Chapter 4 — Particle-Size Analyses.

b. 514.8.7, Reclamation Instructions, Series 510 — LandClassification Techniques and Standards, Part 514 — LaboratoryProcedures, Chapter 8 — Soil Chemical Tests.

1.2 SUBMITTALS

A. Shop Drawings: Product labels/data sheets.

B. Samples:

1 . Representative of stockpiled or imported topsoil.


1 . Certified Topsoil Analysis Reports:a. Indicate quantities of materials necessary to bring topsoil into

compliance with textural/gradation requirements.b. Indicate quantity of lime, and quantity and analysis of fertilizer.

1 .3 SEQUENCING AND SCHEDULING

A. Rough grade areas to be planted or seeded prior to performing Work specifiedunder this section.

PART 2 PRODUCTS

2.1 TOPSOIL

A. General: Imported. Natural, friable, sandy loam, obtained from well-drainedareas, free from objects larger than 1-1/2 inches maximum dimension, and

149824.A1.PD AUGUST 9, 1999 \02920 1 SOIL PREPARATION


free of subsoil, roots, grass, other foreign matter, hazardous or toxicsubstances, and deleterious material that may be harmful to plant growth ormay hinder grading, planting, or maintenance.

B. Composition: As determined in accordance with USER 514.4.4:

1. Gravel-Sized Fraction: Maximum 5 percent by weight retained on aNo. 10 sieve.

2. Sand-Sized Fraction: Maximum 65 percent passing No. 10 sieve andretained on No. 270 sieve.

3. Silt-Sized Fraction: Maximum 50 percent passing No. 270 sieve andlarger than 0.002 millimeter.

4. Clay-Sized Fraction: Maximum 25 percent smaller than0.002 millimeter.

C. Organic Matter: Minimum 1.5 percent by dry weight as determined inaccordance with USER 514.8.7.

D. pH: Range 6.0 to 7.2.

E. Textural Amendments: Amend as necessary to conform to requiredcomposition by incorporating sand, peat, manure, or sawdust.

F. Source: Borrow Area. Import topsoil if onsite material fails to meet specifiedrequirements or is insufficient in quantity.

2.2 SAWDUST OR GROUND BARK

A. Nontoxic, of uniform texture, and subject to slow decomposition when mixedwith soil. Nitrogen-treated, or if untreated mix with minimum 0.15 pounds ofammonium nitrate or 0.25 pounds of ammonium sulfate per cubic foot ofloose material.

2.3 PEAT

A. Composition: Natural residue formed by decomposition of reeds, sedges, ormosses in a freshwater environment, free from lumps, roots, and stones.

1. Organic Matter: Not less than 90 percent on a dry weight basis asdetermined by USER 514.8.7.

2. Moisture Content: Maximum 65 percent by weight at time of delivery.

2.4 FERTILIZER

A. Manure: Well-rotted, stable or cattle manure, free from weed seed and refuse.Maximum 50 percent sawdust or shavings by volume.

149824.A1 .PD AUGUST 9,1999-V02920 2 SOIL PREPARATION


1. Age: Minimum 4 months; maximum 2 years.

2.5 SOURCE QUALITY CONTROL'W X

A. Topsoil Analysis/Testing: Performed by county or state soil testing service orapproved certified independent testing laboratory.

PART 3 EXECUTION

3.1 SUBGRADE PREPARATION

A. Scarify subgrade to minimum depth of 6 inches where topsoil is to be placed.

B. Remove stones over 2-1/2 inches in any dimension, sticks, roots, rubbish, andother extraneous material.

C. Limit preparation to areas which will receive topsoil within 2 days afterpreparation.

3.2 TOPSOIL PLACEMENT

A. Do not place topsoil when subsoil or topsoil is frozen, excessively wet, orotherwise detrimental to the Work.

B. Mix soil amendments, lime, and fertilizer with topsoil before placement or,„, f spread on topsoil surface and mix thoroughly into entire depth of topsoil

before planting or seeding. Delay mixing of fertilizer if planting or seedingwill not occur within 3 days.

C. Place 1/2 of total depth of topsoil and work into top 4 inches of subgrade soilto create a transition layer. Place remainder of topsoil to depth as shown aftercompacting to 75 percent where seeding and planting are scheduled.

D. Uniformly distribute to within 1/2-inch of final grades. Fine grade topsoileliminating rough or low areas and maintaining levels, profiles, and contoursof subgrade.

E. Remove stones exceeding 1-1/2 inches, roots, sticks, debris, and foreignmatter during and after topsoil placement.

F. Remove surplus subsoil and topsoil from site. Grade stockpile area asnecessary and place in condition acceptable for planting or seeding.

END OF SECTION

149824.A1.PD AUGUST 9,1999^02920 3 SOIL PREPARATION


SECTION 02930LAWNS AND GRASSES

PART 1 GENERAL

1.1 DEFINITIONS

A. Maintenance Period: Begin maintenance immediately after each area isplanted and continue for a period of 8 weeks after all planting under thissection is completed.

B. Satisfactory Stand: Grass or section of grass of 10,000 square feet or largerthat has:

1. No bare spots larger than 3 square feet.2. Not more than 10 percent of total area with bare spots larger than

1 square foot.3. Not more than 15 percent of total area with bare spots larger than

6 square inches.

1.2 SUBMITTALS

A. Shop Drawings: Product labels/data sheets.


1. Seed: Certification of seed analysis, germination rate, and inoculation:a. Certify that each lot of seed has been tested by a testing laboratory

certified in seed testing, within 6 months of date of delivery.Include with certification:1) Name and address of laboratory.2) Date of test.3) Lot number for each seed specified.4) Test Results: (i) name, (ii) percentages of purity and of

germination, and (iii) weed content for each kind of seedfurnished.

b. Mixtures: Proportions of each kind of seed.2. Seed Inoculant Certification: Bacteria was prepared specifically for

legume species to be inoculated.3. Certification of sod, include source and harvest date of sod, and sod

seed mix.4. Certification of sprig type and name.

C. Contract Closeout Submittals: Description of required maintenance activitiesand activity frequency.

149824.A1.PD AUGUST 9,1999^02930 1 LAWNS AND GRASSES


1 .3 DELIVERY, STORAGE, AND PROTECTION

A. Seed:

1 . Furnish in standard containers with seed name, lot number, net weight,percentages of purity, germination, and hard seed and maximum weedseed content, clearly marked for each container of seed.

2. Keep dry during storage.

B. Hydroseeding Mulch: Mark package of wood fiber mulch to show air dryweight.

1.4 WEATHER RESTRICTIONS

A. Perform Work under favorable weather and soil moisture conditions asdetermined by accepted local practice.

1 .5 SEQUENCING AND SCHEDULING

A. Prepare topsoil as specified in Section 02920, SOIL PREPARATION, beforestarting Work of this section.

B. Complete Work under this section within 10 days following completion ofsoil preparation.

C. Notify CBS REPRESENTATIVE at least 3 days in advance of:

1 . Each material delivery.2. Start of planting activity.

D. Planting Season: Those times of year that are normal for such Work asdetermined by accepted local practice.

1.6 MAINTENANCE SERVICE

A. CONTRACTOR: Perform maintenance operations during maintenance periodto include:

1 . Watering: Keep surface moist.2. Washouts: Repair by filling with topsoil, liming, fertilizing, seeding,

and mulching.3. Mulch: Replace wherever and whenever washed or blown away.4. Mowing: Mow to 2 inches after grass height reaches 3 inches, and mow

to maintain grass height from exceeding 3 1/2 inches.5. Fences: Repair and maintain until satisfactory stand of grass is

established.

149824.A1.PD AUGUST 9, 1999 "! "'02930 2 LAWNS AND GRASSES


6. Reseed unsatisfactory areas or portions thereof immediately at the endof the maintenance period if a satisfactory stand has not been produced.

7. Reseed/replant during next planting season if scheduled end ofmaintenance period falls after date determined by accepted localpractice.

8. Reseed/replant entire area if satisfactory stand does not develop byJuly 1 of the following year.

PART 2 PRODUCTS

2.1 FERTILIZER

A. Commercial, uniform in composition, free-flowing, suitable for applicationwith equipment designed for that purpose. Minimum percentage of plant foodby weight.

B. Application Rates: Determined by soil analysis results.

C. Mix: Determined by soil analysis results.

D. Top Dress Type: As recommended by local authority.

2.2 SEED

A. Fresh, clean new-crop seed that complies with the tolerance for purity andgermination established by Official Seed Analysts of North America.

B. Seeds of Legumes: Inoculated with pure culture of nitrogen-fixing bacteriaprepared specifically for legume species in accordance with inoculantmanufacturer's instructions.

C. Summer Seed Mix: In accordance with local recommendations and asapproved by CBS REPRESENTATIVE.

D. Winter Protective Seed: Winter wheat.

2.3 STRAW MULCH

A. Threshed straw of oats, wheat, barley, or rye, free from (i) seed of noxiousweeds or (ii) clean salt hay.

149824.A1 .PD AUGUST 9,1999.02930 3 LAWNS AND GRASSES


2.4 HYDROSEEDING MULCH

A. Wood Cellulose Fiber Mulch:

1. Specially processed wood fiber containing no growth or germinationinhibiting factors.

2. Dyed a suitable color to facilitate inspection of material placement.3. Manufactured such that after addition and agitation in slurry tanks with

water, the material fibers will become uniformly suspended to form ahomogenous slurry.

4. When hydraulically sprayed on ground, material will allow absorptionand percolation of moisture.

2.5 TACKIFIER

A. Derived from natural organic plant sources containing no growth orgermination-inhibiting materials.

1. Capable of hydrating in water, and to readily blend with other slurrymaterials.

2. Wood Cellulose Fiber: Add as tracer, at rate of 150 pounds per acre.3. Manufacturers and Products:

a. Chevron Asphalt Co.; CSS 1.b. Terra; Tack AR.c. J Tack; Reclamare.

2.6 WEED BARRIER

A. 6-mil (0.006 inch) black polyethylene sheet.

2.7 MOW STRIP GRAVEL

A. Natural gravel or crushed rock tree from dirt, clay balls, roots, and organicmatter.

B. 1-inch minus, well-graded, with maximum 5 percent by weight passingNo. 200 sieve.

2.8 EDGING

A. Steel: 3/16-inch by 4 inch wide in 15-foot minimum lengths, manufacturer'sstandard black, with 18-inch long steel stakes and fastenings on curb.

B. Plastic: Polyethylene edging 1/8-inch by 4-inch wide, black, with integraldesign to provide a firm hold without staking.

149824.A1.PD AUGUST 9, 1999 ' ' ' V02930 4 LAWNS AND GRASSES


PART 3 EXECUTION

3.1 PREPARATION

A. Grade areas to smooth, even surface with loose, uniformly fine texture.

1 . Roll and rake, remove ridges, fill depressions to meet finish grades.2. Limit such Work to areas to be planted within immediate future.3. Remove debris, and stones larger than 11/2 inches diameter, and other

objects that may interfere with planting and maintenance operations.

B. Moisten prepared areas before planting if soil is dry. Water thoroughly andallow surface to dry off before seeding. Do not create muddy soil.

C. Restore prepared areas to specified condition if eroded or otherwise disturbedafter preparation and before planting.

3.2 FERTILIZER

A. Apply evenly over area in accordance with manufacturer's instructions. Mixinto top 2 inches of top soil.

B. Application Rate: 23 pounds per 1,000 square feet (1,000 pounds per acre).

3.3 SEEDING

A. Start within 2 days of preparation completion.

B. Hydroseed slopes steeper than 10 percent. Flatter slopes may bemechanically seeded.

C. Mechanical: Broadcast seed in two different directions, compact seeded areawith cultipacter or roller.

1 . Sow seed at uniform rate of 2 to 3 pounds per 1,000 square feet.2. Use Brillion type seeder.3. Broadcasting will allowed only in areas too small to use Brillion type

seeder. Where seed is broadcast, increase seeding rate 20 percent.4. Roll with ring roller to cover seed, and water with fine spray.

D. Hydroseeding:

1 . Application Rate: 1 500 pounds per acre.2. Apply on moist soil, only after free surface water has drained away.3. Prevent drift and displacement of mixture into other areas.4. Upon application, allow absorption and percolation of moisture into

ground.

149824.A1.PD AUGUST 9, 1999 "!02930 5 LAWNS AND GRASSES


5. Mixtures: Seed and fertilizer may be mixed together, apply within 30minutes of mixing to prevent fertilizer from burning seed.

E. Mulching: Apply uniform cover of straw mulch at a rate of 2 tons per acre.

F. Netting: Immediately after mulching, place over mulched areas with slopesequal to or steeper than 4:1, in accordance with manufacturer's instructions.Locate strips parallel to slope and completely cover seeded areas.

G. Tackifier: Apply over mulched areas with slopes equal to or steeper than25 percent in accordance with the manufacturers recommended requirements.

H. Water: Apply with fine spray after mulching to saturate top 4 inches of soil.


A. 8 weeks after seeding is complete and on written notice fromCONTRACTOR, CBS REPRESENTATIVE will, within 15 days of receipt,determine if a satisfactory stand has been established.

B. If a satisfactory stand has not been established, CBS REPRESENTATIVEwill make another determination after written notice from CONTRACTORfollowing the next growing season.

3.5 PROTECTION

A. Protect from pedestrian traffic by erecting temporary fence around each newlyseeded area.

END OF SECTION

149824.Al.PD AUGUST 9,02930 6 LAWNS AND GRASSES

o

I(Ow

MEAL'S LANDFILL CLOSURE DESIGNPHASE 2

BLOOMINGTON, INDIANA

SHEETNO.

INDEX TO DRAWINGS

TITLE

1

2

3

4

5

6

7

8

9

TO

TITLE AND INDEX OF DRAWINGS

ABBREVIATIONS AND LEGEND

SITE PLAN

BORROW PLAN

FINAL GRADE PLAN

GAS COLLECTION SYSTEM &SUBSURFACE DRAINAGE SYSTEM

CROSS SECTIONS

DETAILS

DETAILS

DETAILS

FINALDSGN c.G.BARNETT

M.A.GERIK

CHK E.R.UNDERWOOO

C.C.BARNETT DATE REVISION BY APVO

VERIFY SCALEBAR IS ONE INCH ON

ORIGINAL DRAWING.

F NOT ONE INCH ONTHIS SHEET. ADJUST

SCALES ACCORDINGLY.

CH2MHILLCBS CORPORATION


TITLE AND INDEX OF DRAWINGS

SHEET

DATE AUG 1999

PROJ 149824

FILENAME: cbsg221d.dlv PLOT DATE: 06-AUG-1999 PLOT TIME: 07:45:45

EXISTING THIS CONTRACT

-96.5-

T T

5*00

OR O

LEGEND

CONTOUR LINE

SPOT ELEVATION

GROUND SLOPE DESIGNATION

ROAD, PIPE CENTERLINE STATIONING

GRAVEL ROAD

ROADS TO REMAIN

CULVERT

SURVEY BASE LINE MONUMENT

GROUNDWATER MONITORING WELLOR PIEZOMETER

DRAINAGE WAY OR DITCH

CENTERLINE, BUILDING, ROAD, ETC.

STRUCTURE

FENCE

OVERHEAD POWER LINE

UNDERGROUND TELEPHONE LINE

TREES AND SHRUBS

TREES AND SHRUBSTO BE REMOVED

POWER POLE

PIEZOMETER

PROPERTY LINE/RIGHT OF WAY

—• • •— CHAIN-LINK RAILING

GKXXXXX3 DEMOLITION AND/OR REMOVAL

r^ SILT FENCE

A

AA

PROJECT BENCH MARK

PI (POINT OF INTERSECTION)

HORIZONTAL CONTROL POINT

CURVE DATA

R « RADIUSDEL = DELTA

L • LENGTHT • TANGENT

SECTION (LETTER) ORDETAIL (NUMERAL)DESIGNATION •

L5

SHEET/DRAWING NUMBER^(REPLACED WITH A LINEIF TAKEN AND SHOWNON SAME SHEET)

ON DRAWING WHERE SECTIONOR DETAIL IS TAKEN:

SHEET/DRAWING NUMBERWHERE SHOWN

\ ON DRAWING WHERE SECTION\ OR DETAIL IS SHOWN

SHEET/DRAWING NUMBER(S)WHERE TAKEN

DETAIL AND SECTION DESIGNATION

PIPC

POINT OF INTERSECTION• POINT OF CURVATURE

ABBREVIATIONS

ABDN ABANDONED

APPROX APPROXIMATE

BM BENCHMARK

<t CENTERLINE

COORD COORDINATE

DIA DIAMETER

E EAST OR EASTING

EL ELEVATION

EW EXTRACTION WELL

EXST EXISTING

ID INSIDE DIAMETER

INVT INVERT

MAX MAXIMUM

MIN MINIMUM

N NORTH OR NORTHING

NA NOT APPLICABLE

NTS NOT TO SCALE

PSI POUNDS PER SQUARE INCH

RAD RADIUS

RCP REINFORCED CONCRETE PIPE

R RUINS

S SLOPE

SQ SQUARE

TYP TYPICAL

UPGRD UPGRADE

FINALDSCN C.C.BARNETT

°̂ M.A.GER1K

CHK E.R.UNDERWOOD

*PVD C.G.BARNETT NO. DATE REVISION BY APVO


ORIGINAL DRAWING.


SCALES ACCORDINGLY.


NEAL'S LANDFILL CLOSURE DESIGNPHASE 2

ABBREVIATIONS AND LEGEND

SHEET j

DATE AUG 1999

PROJ U9824

FILENAME' cbsg222d.dlv PLOT DATE : 06-AUG-1999 PLOT TIME: 07:43:22

EDGE OF WASTE LOCATIONS

MO.

©(D©©©®©®®©®®©©©©©®®

NORTHING27399.07

27342.98

27168.02

27115.69

27074.74

27112.79

27209.42

27568.89

27774.42

27961.84

27960.87

27917.34

27861.84

27777.41

27776.44

27752.07

27738.80

27682.29

27640.56

EASTING77993.25

78044.57

78134.74

78195.92

78441.96

78544.28

78600.22

78511.61

78655.67

78528.91

78439.93

78407.40

78364.72

78277.65

78076.34

78015.32

77963.73

77916.67

77917.87

N 27.000

N 26.500

FINAL

CONSTRUCTION ACCESS ROADFROM BORROW SITE ;

CONARD'SJ BRANCH

CL ACCESS ROAD

N 28.000

POWER POtE LOCATION

FENCE AROUND STAGING AREA(TIES INTO EXISTING FENCE)

CONSTRUCTION TRAILERS

N 27.500

STAGING AREA

POWER POLE LOCATION

CONTROL POINTHUB ELEVATION 821.01

CONTROL POINTHUB ELEVATION 821.47

SOUTHWEST SEEP BRANCH

ooo

120 240 360

Scale In Feet

APPROXIMATE INTERIM FINAL GRADE OF WASTE,BY OTHERS. ACTUAL CONTOURS DEPENDENT ONVOLUME OF WASTE DEVELOPED IN PREVIOUS CONTRACT.AS-BUILTS WILL BE PROVIDED.

FINAL LIMITS OF WASTE

SOUTHEAST POND

SOUTHWEST SEEP PUMP STATION-DO NOT DISTURB

ooo

DS&" C.G.BARNETT

DR M.A.GERIK

CHK E.R.UNDERWOOD

C.G.BARNETT NO. APVD


ORIGINAL DRAWING.


SCALES ACCORDINGLY.



SITE PLAN DATE AUG 1999

PROJ H9824

FILENAME: cbsc221d.dlv PLOT DATE: 06-AUG-1999 PLOT TIME: 08:06:51

FINAL

ACCESS ROAD BETWEEN SITE

FINAL LIMITS OF WASTE- .->

1500

M.A.GERIK

OR C.G.BARNETT

CHK E.R UNDERWOOD

C.G.BARNETT NO. DATE BY APVD


ORIGINAL DRAWING.


SCALES ACCORDINGLY.



BORROW PLAN

SHEET

DATE AUG 1999

PROJ 149824


PIEZOMETER LOCATIONS. .N 28,000._

NO.

©

(D@©®

NORTHING27723

27730

27250

27170

27742

EASTING78257

78000

78110

78530

78554

NORTH DITCH, SEE OETA%*

NORTHWEST DITCH(BY OTHERS)

NORTHEAST DITCH(BY OTHERS)

LIMITS OF GEOMEMBRANE

PIEZOMETER. SEE DETAIL

N 27,500

NOTES'

i. CONSTRUCT FINAL CAP CONFIGURATION TO MATCHSHAPE OF INTERIM FINAL GRADE. CONTRACTOR ISREQUIRED TO DEMONSTRATE ACHIEVEMENT OFREQUIRED THICKNESS FOR EACH COMPONENT OFTHE CAP SYSTEM PER TECHNICAL SPECIFICATIONS

2. FOR TYPICAL CAP CONFIGURATION, SEE

3. FOR TYPICAL PERIMETER SECTION, SEE

ooin

FINAL

N 27,000

SURFACE WATER DIVERSION DITCH,(TYP) SEE DETAIL s~Z

9

DOWNCHUTE CHANNEL (TYP)

&9

60 120 180

Scale In Feet

APPROXIMATE GRADES FOLLOWINGCOMPLETION OF WASTE EXCAVATION.ACTUAL CONTOURS WILL BE PROVIDEDPRIOR TO CONSTRUCTION.

SOUTHEAST DITCH(BY OTHERS)

\

\

DSGN C.G.BARNETT

OR M.A.GERIK

CHK E.R.UNDERWOOD

C.G.BARNETT DATE REVISION 8Y APVO


ORIGINAL DRAWING.

IF NOT ONE INCH ONTHIS SHEET. ADJUST

SCALES ACCORDINGLY,



FINAL GRADE PLAN

SHEET 5

DATE AUG 1999

PROJ 149824


c N 28.000

N 27,500

oo

FINAL

GAS VENT LOCATIONS

VENTNO.

O©©0(X)©0©©(jcn

00

Gv

M?)

NORTHSNG

27547.94

27627.07

27779.59

27432.55

27520.44

27608.33

27681.06

27843.91

27262.91

27338.68

27202.30

27202.30

27506.89

EASTSNG

77989.24

78131.51

78450.05

78068.54

78204.79

78341.03

78553.03

78622.31

78194.96

78285.69

78445.79

78502.84

78513.91

SUBSURFACE DRAINAGE DISCHARGE PIPE.TYP OF 14

SUBSURFACE DRAINAGE COLLECTION PIPE, TYPCENTER OF GEOMEMBRANE ANCHOR TRENCH

GAS COLLECTION PIPE (TYP) SEE10

GAS VENT (TYP OF 13) SEE JL10

JL10

NOTE:

LOCATION OF PIPING AND VENTS MAY NEED TO BEADJUSTED TO FIT FINAL LANDFILL CONFIGURATION.

ooo

N

60 120 180

Scole In Feet

DSG C.G.BARNETT

DR M.A.GERIK

CHK E.R.UNDERWOOD

' C.G.BARNETT NO. DATE REVISION BY APVD


ORIGINAL DRAWING.


SCALES ACCORDINGLY.



GAS COLLECTION SYSTEM &SUBSURFACE DRAINAGE SYSTEM

SHEET g

DATE AUG 1999


c830

820

810 r

800

790

780

770

760

830

820

810

800

790

780

770

760

SECTION

840

830

820

810

800

790

780

770

FINAL

SECTION

840

830

820

810

800

790

780

770

10

SCAIE: 1"-60'HORIZONTAL 5V-10' VERTICAL n

100

DSGN C.G.BARNETT

DR M.A.GERIK

E.R.UNDERWOOD

^ C.G.BARNETT NO. DATE REVISION BY APVD


ORIGINAL DRAWING.

F NOT ONE INCH ONTHIS SHEET, ADJUST

SCALES ACCORDINGLY.



SHEET 7

CROSS SECTIONS DATE AUG 1999

FILENAME: cbsc224d.dlv PLOT DATE: 06-AUG-1999 PLOT TIME; 07:16:46

I-TOPSOIL LAYER

-VEGETATIVE SUPPORT LAYER

6" PERFORATED HOPE PIPE

COARSE AGGREGATE

RIPRAP

GEOTEXTILE

GEONET

TOPSOIL LAYER

3

— CLAY BARRIER LAYER

GEOMEMBRANE

— EXIST TEMPORARY COVER (BY OTHERS)

WASTE (BY OTHERS)

-SUBSURFACE DRAINAGE SYSTEM

INTERIM FINAL GRADE

SUBSURFACE DRAINAGE SYSTEM

TYPICAL SURFACE WATER DIVERSION DITCH DETAILNTS

-COARSE AGGREGATE

-GEONETTOP OF DOWNCHUTE

RIPRAP

VEGETATIVE SUPPORT ZONE

GEOTEXTILE

6" HOPE PIPE, FINAL 20' NON-PERFORATED

'////////////*) »


CLAY BARRIET LAYER

INTERIM FINAL GRADE

EXST TEMPORARY COVER(BY OTHERS)

WASTE (BY OTHERS)

-GEOMEMBRANE

FINAL

TYPICAL DOWNCHUTE CHANNEL DETAIL

3' TYP

GEOTEXTILEGEONETGEOMEMBRANE

CLAY BARRIER

INTERIM FINALGRADE

12" RIPRAP


TOPSOIL LAYER

WASTE (BY OTHERS)

EXST TEMPORARY COVER (BY OTHERS)DOWNCHUTE SECTION

NTSNTS

DSGN C.G.BARNETT

OR M.A.GERIK

E.R.UNDERWOOD

NO. REVISION BY APVO


ORIGINAL DRAWING.


SCALES ACCORDINGLY.



DETAILS

SHEET g

DATE AUG 1999

PROJ ! 49Q24


Luh—10

6" TOPSOIL LAYER

30" VEGETATIVE SUPPORT ZONE

GEONET

GEOMEMBRANE

24" CLAY BARRIER LAYER

INTERIM FINAL GRADE

12" EXST TEMPORARY COVER (BY OTHERS)

WASTE (BY OTHERS)

RIPRAP

GEOTEXTILE

GEOMEMBRANE

NORTH DITCHTYPICAL CAP CONFIGURATIONNTS

NTS

TOPSOIL LAYER-


GEONET

GEOMEMBRANE -

CLAY BARRIER


WASTE (BYOTHERS)

INTERIM FINAL GRADE

EDGE OF WASTE

-COARSE AGGREGATE

-SUBSURFACE DRAINAGE SYSTEM:6" PERFORATED HOPE COLLECTIONPIPE

6" NONPERFORATED HOPEDISCHARGE PIPE 6 200' SPACING

GEOMEMBRANE BOOT, WELD TO PIPE

GEOMEMBRANE, SEE NOTE 1

12" RIP RAP

EXST GROUND SURFACE

GENERAL EARTHFILL

GEOMEMBRANE

GEOTEXTILE

SUBSURFACE DRAINAGE SYSTEMCOLLECTION TRENCH ANDGEOMEMBRANE ANCHORTRENCH.SEE NOTE 2

GEOMEMBRANE SHALL BE CONSTRUCTED AS CONTINUOUS CAP MEMBRANE THROUGH SUBSURFACE DRAINAGESYSTEM COLLECTION TRENCH. GEOMEMBRANE OUTSIDE OF TRENCH MAY BE PLACED AT A SEPARATE TIME.THE GEOMEMBRANE MUST BE CONTINUOUS FROM THE CAP THROUGH THE TRENCH AND THROUGH THE DITCH.ACTUAL CONSTRUCTION DETAILS WILL BE FINALIZED IN THE FIELD.

LOCATION OF ANCHOR TRENCH MAY BE ADJUSTED IN THE FIELD TO ACCOMMODATE CONSTRUCTION REQUIREMENTS.ANCHOR TRENCH SHALL BE LOCATED OUTSIDE LIMITS OF WASTE.

FINAL

TYPICAL LANDFILL PERIMETER SECTIONNTS

DSCN C.G.BARNETT

DR M.A.GERIK

E.R.UNDERWOOD

C.G.BARNETT NO. DATE BY APVO


ORIGINAL DRAWING.


SCALES ACCORDINGLY.



DETAILS

SHEET g

DATE AUG 1999

PROJ ,49824

FILENAME: 2d.dgn PLOT DATE: 10-AUG-1999 PLOT TIME: 08:41:17

"PIEZOMETER" AND"DO NOT FILL" (WORDINGON FLUSH MOUNT COVER)

CONCRETE PAD3000 PSI CONCRETE. SEE

6" TOPSOIL


GEONET

GEOMEMBRANE

CLAY BARRIER LAYER

INTERIM FINAL GRADE


WASTE (BY OTHERS)

BENTONITE CHIP SEAL

2" NOMINAL HOPE RISER

GRAVEL PACK.SEE NOTE

2" NOMINAL PVC WELLSCREEN (NO. 10 SLOT)

TOP Of NATIVE CLAY

TOP OF ROCK

FLUSH MOUNT COVER,8" DIA MINIMUM(ROBCO OR EQUIVALENT)

GEOMEMBRANE BOOT. WELDTO HOPE RISER

NOTES

1. THE CONCRETE SURFACE SEAL SHALL BE INSTALLED AROUND THE FLUSH MOUNTCOVER AND MAY NOT BE PLACED BETWEEN THE FLUSH MOUNT COVER AND THEWELL CASING.

2. DEPTH OF PIEZOMETERS TO BE DETERMINED IN THE FIELD.

3. GRAVEL PACK SHALL BE •" MINUS PEA GRAVEL WITH NO MORE THAN 5% PASSING

GEOMEMBRANE SLEEVE

CONCRETE PAD3000 PSI CONCRETE. SEE

6" HOPE ELBOW

GROUT PLUG

PIPE BOLLARD4" STEEL CASINGPAINTED ORANGE

TOPSOIL


GEOMEMBRANE BOOT,WELD TO VENT PIPE

GEONET -^

GEOMEMBRANE-

CLAY BARRIER LAYER

INTERIM FINAL GRADE


WASTE (BY OTHERS)

COARSE AGGREGATE

GEOTEXTILE (TYP)

6" HOPE RISER PIPE

MIN 12" INTO WASTE

LANDFILL GAS COLLECTOR TRENCH SECTIONNTS

6" HOPE VENT PIPE (OR FLUSH MOUNTCOVER FOR PIEZOMETER)

PIPE BOLLARD4" STEEL CASING PAINTED ORANGE(TYP FOR GAS VENT ONLY)

NOTE: TYPICAL FOR PIEZOMETER

TOP VIEW OF LANDFILL GAS COLLECTION VENTS

FINALOSGN C.G.BARNETT

DR M.A.GERIK

CHK E.R.UNDERWOOO

*PVD C.G.BARNETT NO.

PIEZOMETER DETAIL /T\NTS

DATE

5

REVISION

NTS 6

BY APVD


ORIGINAL DRAWING.


SCALES ACCORDINGLY.



DETAILS

SHEET 1Q

DATE AUG 1999

PROJ , 49824


Neal's LandfillCap Construction Quality

Assurance Plan

Prepared for

CBS Corporation

July 15, 1999

CH2MHILL727 North First Street

Suite 400St. Louis, MO 63102

Contents

1. Introduction 2

1.1. Purpose 21.2. Scope and Limitations 21.3. Key Concepts 2

2. Responsibilities and Authority 4

2.1. Organizational Structure 42.2. Responsibilities 4

3. Project Communications 7

3.1. Lines of Communication 73.2. Project Meetings 73.3. Nonconformance Reports 9

4. Quality Level and Requirements 11

4.1. General 114.2. Observation and Verification Testing 114.3. QA Subcontracts and Procurement 12

5. Documentation 13

5.1. General 135.2. Construction Acceptance Report 14

Attachments

A Geomembrane Quality Assurance Requirements

B Earthwork Quality Assurance Requirements

C Geosynthetics - Quality Assurance Requirements

D Piping Quality Assurance Requirements

E Field Forms

STL\99000204.DOC

1. Introduction

1.1. PurposeThis Construction Quality Assurance Plan (CQAP) for Neal's Landfill, Bloomington,Illinois, provides for quality assurance (QA) activities with regard to the construction ofthe various components of the landfill cap. The CQAP (developed for the use of theIndependent Construction Quality Assurance Contractor) includes a manual for:

• Observing construction activities• Documenting that construction has been completed in general accordance

with the plans and specifications and with QA procedures outlined in thisplan

1.2. Scope and Limitations

ScopeThe scope of this CQAP includes:

• Identifying the project participants and organizational structure• Defining participants' responsibilities and authorities• Outlining project communication• Establishing quality levels and requirements• Establishing project closeout guidelines

This CQAP identifies the project participants and their responsibilities and authorities,the documentation format, and general QA requirements for various project elements.The appendixes present QA requirements that relate to specific elements of constructionand forms that will be used during construction to document QA activities.

LimitationsThis CQAP has been prepared for the exclusive use of CBS for specific application to theconstruction of the Neal's Landfill Closure Design. This CQAP does not apply to othercomponents of construction.

1.3. Key Concepts

Quality AssuranceQA refers to all activities designed to provide adequate documentation and confidencethat materials and workmanship substantially meet the requirements of the projectobjectives.

STL\99000204.DOC

Quality ControlQC refers to those actions taken by the manufacturer, fabricator, or contractor to confirmthat materials and workmanship meet the requirements of the contract or purchaseorder and the applicable drawings and specifications. QC requirements are notspecifically addressed in this document.

STL\99000204.DOC

2. Responsibilities and Authority

2.1. Organizational StructureKey parties of the organization include CBS, U.S. Environmental Protection Agency(U.S. EPA), Indiana Department on Environmental Management (IDEM), MonroeCounty, the Construction Quality Assurance Contractor, the Geomembrane Contractor,and the General Contractor.

2.2. Responsibilities

CBSCBS is responsible for the overall construction of the facility. CBS must comply with therequirements of the U.S. EPA and demonstrate, by submission of construction QAdocumentation, that the facility was constructed as specified in the design. CBS willretain independent design, QA, and construction organizations to accomplish the workand will have the authority to hire and fire these organizations. CBS also has theauthority to accept or reject QA plans, reports, and recommendations of the QualityAssurance Contractor, and the materials and workmanship of the Geomembrane orGeneral Contractors.

U.S. EPA and IDEM

The U.S. EPA and IDEM are overseeing the completion of the landfill closure throughCERCLA. It is the responsibility of the U.S. EPA and IDEM to review CBS's plans forcompliance with the requirements for this site. The U.S. EPA and IDEM also have theauthority to review all construction QA documentation during or after facilityconstruction to confirm that procedures outlined in the approved CQAP were followed,and that the facility was constructed as specified in the design. These activities mayinvolve onsite inspections or testing independent of the QA program.

CBS Site RepresentativeThe CBS Site Representative is both directly responsible for the construction contractadministration and for the management of all phases of this project for CBS. CBS SiteReprentative acts as a liaison and is in direct communication with the Quality Assuranceproject staff, the General Contractor, and the Geomembrane Contractor. The CBS SiteRepresentative will review nonconformance reports submitted by the Quality AssuranceContractor and will determine appropriate action. The CBS Site Representative is alsoresponsible for conducting progress meetings and preparing and distributing meetingnotes.

STL\99030204.DOC

Independent Construction Quality Assurance Contractor

Quality Assurance Officer'HtB*' '

The Quality Assurance Officer is responsible for implementing the CQAP and advisingCBS on QA and construction-related issues. The Quality Assurance Officer coordinatesand supervises the activities of quality assurance personnel and other personnel andorganizations, as required; and provides QA, review, and advisory services duringconstruction. The Quality Assurance Officer is also responsible for monitoring the QAand construction management activities and for seeing that they are coordinated, yetindependent, paths. He or she advises CBS of conditions that may affect the properexecution or quality of the work. Specific responsibilities include:

• Supervising and directing the field staff and independent testing companies'daily activities to coordinate with the contractors' daily activities

• Submitting nonconformance reports and other QA documents to CBS• Documenting the resolution of inadequacies noted in nonconformance

reports• Establishing location, time, and frequency sampling criteria for verification

testing to be performed by the field staff or independent testing companies• Reviewing results of contractor-submitted QC tests for compliance with

contract requirements• Reviewing daily inspection reports and test data for completeness• Advising the CBS Site Representative of conditions that may affect

satisfactory completion and quality of work• Providing adequate training of QA and support personnel

<l|">'f • Managing the QA budget

Field Staff

The field staff observe the contractors' materials and workmanship for compliance withthe plans and specifications and can issue nonconformance reports for contractorworkmanship and materials that do not meet the requirements of the contractdocuments.

Field staff perform the following duties:

• Observing the fabrication, manufacture, and testing of materials in thecontractors' or vendors' offsite or onsite work areas, as required

• Observing and sampling purchased materials upon delivery to verify thatcorrect type, quantity, and size of material has been furnished

• Observing performance of contractors' work and identifying areas ofnoncompliance with contract standards

• Performing field QA verification testing or overseeing contractor testingaccording to the program outlined by the Quality Assurance Officer

• Preparing daily diaries of construction activities, observations, andverification tests performed

• Advising the Quality Assurance Officer of site conditions or constructionconditions that may affect the accomplishment or quality of work

"'•*«•'STL\99000204.DOC 5

• Maintaining a visual account of construction progress by taking photographson a regular basis

• Ship samples, catalogue, and record results from independent labs

Independent Testing CompaniesIndependent testing companies will be retained by CBS to perform laboratory testing onmaterials during construction. Responsibilities of the testing companies include:

• Controlling and supervising independent testing company personnelassigned to the project

• Ensuring that all personnel assigned to the project are properly qualified andtrained for the assigned tasks

• Maintaining the proper equipment and supplies for performing the assignedtasks in accordance with specified test procedures

• Preparing test specimens and performing QA tests as requested• Documenting and submitting test results as established by the Quality

Assurance Officer and the CQAP• Advising the Quality Assurance Officer and staff concerning the

interpretation of observations and test results• Reporting noncompliance (e.g., failed tests) to the Quality Assurance Officer

immediately• Maintaining project files for review, upon request, by the Quality Assurance

Officer and staff

Geomembrane ContractorThe general contractor will contract with a geomembrane contractor (if separate fromthe general contractor) to provide the materials, equipment, and personnel for theinstallation of the geomembrane liner. The geomembrane contractor is responsible forperforming and controlling the installation in accordance with the contract documents.

General ContractorThe General Contractor, by way of a specific contract with CBS, is responsible forperforming and controlling the construction work in accordance with the TechnicalSpecifications and Drawings.

Vendors, Independent Test Companies, and Subcontractors to theGeomembrane or General ContractorThese organizations are agents of the contractors or CBS by way of contracts,subcontracts, or similar arrangements. As such, they are responsible, through thecontractor, for maintaining QC procedures in accordance with their contractualarrangements and the contractors' QC plans. These agents should also provide thecontractor with QC data and reports necessary for the agents' submirtals to CBS.

STt\99000204.DOC

3. Project Communications

3.1. Lines of CommunicationAccurate and timely communication is required to avoid construction-related conflictsand potential errors and omissions. CBS, the Independent Construction QualityAssurance Contractor, the Geomembrane Contractor, the General Contractor, and theirrespective employees and staff must have an established communication network asshown in Figure 1. Establishing open lines of communication is essential formaintaining strong working relationships and producing quality work.

The primary lines of communication between key project parties are shown in theGeneral Organization Chart (Figure 1). Project-specific personnel and lines ofcommunication will be discussed and established by all parties at the preconstructionmeeting. The discussion will include:

• Communication procedures between CBS, supervisory, and field staff• Direct communication procedures between key parties for specific issues

and situations• Procedures and restrictions for secondary lines of communication within the

project organization• Procedures for information transfer and confirmation between the various

parties• Procedures for documentation of all communications• Format for meetings, reports, submittals, etc.

3.2. Project MeetingsProject meetings will be scheduled to promote communication between variouspersonnel responsible for designing, constructing, managing, and observing theconstruction. The purpose of the routine project meetings is to keep all parties informedand provide a forum for solving design, construction, and QA problems.

Preconstruction MeetingA meeting will be held to identify project personnel, review the project, and scheduleand clarify/resolve outstanding issues before construction startup. At a minimum, theCBS Site Representative, Quality Assurance Officer, General Contractor, andGeomembrane Contractor representatives shall be present. During this meeting the CBSSite Representative should:

• Provide each party with any revised relevant construction and QAdocuments and supporting information. Supporting information mayinclude construction drawings, specifications, and other applicabledocuments. This information transfer is not limited to documents distributed

STL\99000204.DOC 7

by the CBS Site Representative. All parties should use the opportunity todistribute relevant documents.

• Familiarize each party with their specific responsibilities relative to thedesign criteria, construction drawings, schedules, and specifications.

• Discuss the purpose of the CQAP and the documentation structure providedby the CQAP to verify that the facility will be constructed efficiently andwithin the specified design criteria and schedule.

• Review the responsibilities of each party.• Review lines of authority and communication for each party.• Discuss the established procedures and protocol for observations and tests,

including sampling strategies.• Discuss the established procedures and protocol for handling construction

deficiencies, repairs, and retesting.• Review methods for documenting and reporting inspections and testing data.• Review work area security and safety protocols.• Discuss procedures for locating and protecting construction materials and

preventing damage to the materials from inclement weather or other events.• Conduct a site walk to review construction material and equipment storage

locations.• Discuss payment for work in-place, including method of payment and unit

cost work.

The preconstruction meeting will be documented by the CBS Site Representativeand minutes will be provided to all parties.

Progress MeetingsProgress meetings will be conducted by CBS and held weekly. At a minimum, themeetings shall be attended by the General Contractor, the Geomembrane Contractor,and the Quality Assurance Officer. The purpose of the progress meeting is to:

• Review the current activities and accomplishments• Review the contractors' work plans for construction for the upcoming work• Coordinate activities between General and Geomembrane contractors• Discuss and resolve existing or potential construction or schedule problems

including delivery of any long-lead items and resolution of problems

These progress meetings will be documented by the CBS Site Representative or adesignated representative. Copies of the meeting minutes will be sent to all personnelattending the meeting and the CBS Site Representative, if not present.

Problem or Work Deficiency MeetingsA special meeting may be held if a problem or deficiency is present or likely to occur. Ata minimum, the meeting should be attended by the Quality Assurance Officer, thecontractor(s) involved in the problem or deficiency, and the CBS Site Representative.The purpose of the meeting is to define and resolve a problem or recurring workdeficiency in the following manner:

STL\99000204.DOC

• Define and discuss the problem or deficiency• Review alternative solutions• Implement a plan to resolve the problem or deficiency

These meetings will be documented by the CBS Site Representative or a designatedrepresentative. Copies of the meeting minutes will be sent to all personnel attending themeeting.

3.3. Nonconformance Reports

Initiation of ReportsWhen materials, methods, or work elements are not in accordance with contractdocuments and immediate resolution cannot be achieved, a nonconformance report willbe prepared. Nonconformance reports initiated by the Quality Assurance field staff willbe submitted to the Quality Assurance Officer. He or she will issue the nonconformancereport to the CBS Site Representative and the CBS Site Representative will see that acorrective action plan is developed by the contractor.

The written nonconformance report should be issued as soon as possible after thenonconformance is detected. Each nonconformance report will be assigned a unique filenumber and recorded on a nonconformance report log. This log will allow its status tobe easily tracked.

Sole exceptions to this policy will be verbal notices made by the Quality AssuranceOfficer or Quality Assurance field staff to the contractor for procedures that can be, andare, corrected immediately upon notice. All verbal notices will be recorded in the dailyreports with an explanation of corrective measures taken and the time required to bringthe work into conformance.

Resolution of NonconformancesNo payment will be issued for work until associated nonconformances are resolved.Each nonconformance report will remain in effect until corrective actions have beentaken that meet the intent of the Contract Documents and the satisfaction of the onsiteQA representatives. When corrective actions are acceptable, the Quality AssuranceOfficer will document the corrective actions taken and results of any retests, and willcomplete the acceptance portion of the nonconformance report. Likewise, the QualityAssurance field staff will observe and document the corrective actions and acceptabilityof the results on field observation forms. Whenever possible, retests should beperformed by the same Quality Assurance field staff that initially detected thenonconformance.

Full documentation is required for resolution of each nonconformance report. When anonconformance is resolved, the following documentation procedures will be followed:

• A copy of the observer's explanation of corrective action and acceptance willbe attached to the nonconformance report for review and filing.

STL\99000204.DOC

Daily reports, data summaries, etc., will be updated to reflect the resolvedstatus of the original deficiency (e.g., notes of corrective action in observationreports, resubmittals, retest results). At a minimum, the nonconformancereport file number, date, test number, etc., that identify the initial deficiencywill be included.The corrected nonconformances will be checked off the record book, initialed,and dated by the Quality Assurance Officer, CBS Site Representative, ordesignated representative.

STL\9900Q204.DOC 10

4. Quality Level and Requirements

4.1. GeneralThe quality of materials and workmanship will be controlled by the subcontractor orsupplier who furnishes the work or material involved. However, the contractors havethe ultimate responsibility for QC of their subcontractors and vendors.

QA personnel (i.e., field staff and outside laboratories or consultants designated by theQuality Assurance Officer) will observe QC testing and perform verification testing ofthe construction materials, workmanship, and the contractors' QC activities. Typically,the QA verification testing is performed at a fraction of the frequency of the QC testingrequirements. Actual test frequency is a function of specific construction activities, asoutlined in the CQAP. Specific QA requirements for observation and verification testingare detailed in the appendixes. A summary of the QA testing required is presented inTable 1. Attachment E contains example forms to be used to document QA activities.

All QC testing, sampling, and inspection will be conducted by the General orGeomembrane Contractor, the contractor's supplier, or subcontracted independenttesting companies. The General Contractor will provide to the Quality AssuranceOfficer, in a timely fashion or as specified, copies of QC inspection and testing reports ifspecified in the contract. These reports will include documentation of failed tests and

'*••»' corrective actions taken.

4.2. Observation and Verification TestingThe appendixes outline the required QA observations and verification tests. The fieldpersonnel should obtain, review, and familiarize themselves with the applicableprocedures, codes, standards, specifications, drawings, observation and verificationtesting requirements, and accept/reject criteria.

The Quality Assurance Officer oversees the proper performance of the required QAobservation and verification testing. To accomplish this, planned, random observationand verification testing will be conducted.

Field QA personnel will document observations in the Daily Diary Inspection Report(Daily Report) and will document verification tests in the appropriate testing forms. Alldocumentation must be recorded in ink. To correct an error on an inspection report, asingle line will be drawn through the error with the correct information entered next tothe error. All corrections should be initialed and dated.

Daily observation records and verification testing forms must, as a minimum, containthe following information:

• Item, condition, or activity observed or verification testing performed• Location of observation or test

i,../STL\99000204.DOC 11

• Date of the observation or verification test• Inspector's name and signature• Type of verification test or observation• Observation or verification test source criteria (drawing, specification, etc.)• Results or acceptability• Reference to corrective action taken in connection with nonconformance• Record the relevant nonconformance report number

4.3. QA Subcontracts and ProcurementThe anticipated QA subcontract includes a contract for independent laboratory testing.

Items or services procured for QA purposes that may affect the measurement of qualityof the construction project should meet the requirements of the contract specificationsand this CQAP, as applicable.

•"«„./•STL\99000204.DX 12

5. Documentation

5.1. GeneralAll project QA activities and QC submittals pertaining to the contract specifications andthe CQAP are to be documented.

Test ResultsResults from all field tests, laboratory tests, and material design evaluations should besubmitted to the Quality Assurance Officer, who will forward copies to the CBS SiteRepresentative. The tests and evaluations include, but are not limited to, the following:

• Laboratory moisture-density relationships• Field moisture and density• Atterberg limits• Grain size• Laboratory remolded permeability• Field hydraulic conductivity• Geomembrane roll number and location installed• Geomembrane thickness• Geomembrane tensile properties• Geomembrane density and melt index• Nondestructive field seam testing• Destructive field and laboratory seam testing• Welding machine prewelds

The specific tests and evaluations are described in the Technical Specifications.

Photographic RecordA project photographic record will be made and kept as part of the QA record. Inaddition to recording construction progress and "as-constructed" installation details, thephotographic record will be used to document deviations from design andnonconformance items or work. Each photograph will be marked with a sequencenumber, date, location, photographer, and description. Thirty-five millimeter color filmor a digital camera will be used. Any of the observers may photograph work for recordpurposes. The Quality Assurance Officer will maintain the photographic record file.

Daily Inspection ReportsDaily inspection reports will be maintained by the Quality Assurance field staff. At theend of each shift, copies of the daily report will be submitted to the Quality AssuranceOfficer. Each daily report will be completed in ink with each work day consecutivelynumbered in a bound document.

STL\99000204.DOC 13

The content of the report will include, as a minimum (where applicable):

• Weather conditions'"'"" • Contractor(s) personnel onsite

• List of major equipment onsite (idle versus operating)• Substantive conversations held with the contractor(s)• Identification of separate attachments• A log of work in progress and new work started• Location and description of work• Summary of verification testing performed for QA• Signature of the inspector with full name, title, and date

RecordkeepingMaintaining complete, accurate records of all work is crucial to verifying conformance tothe specifications and drawings. Verbal communication during meetings, discussionswith the QA team, and telephone conversations must be summarized in writing. Copieswill be sent to the Quality Assurance Officer for further distribution.

5.2. Construction Acceptance ReportA Construction Acceptance Report will be prepared by the Quality Assurance Officer inaccordance with this CQAP. The report will be transmitted to CBS for submittal to theU.S. EPA and IDEM. The Construction Acceptance Report will include the followingitems:

'*>\y—tf

• Plan view drawings indicating the location or elevation of all soil andgeomembrane tests, geomembrane panel placement, geomembrane patches,and seam repairs

• Detail drawings of the geomembrane panel layout as constructed, includingnotation of the location of the panel identification numbers of each installedpanel

• A narrative description of the construction of the facility in chronologicalfashion, including a summary of the field staff daily reports involving:

- The construction sequence of the clay and geomembrane liner placement

- Material specifications of the installed geomembrane and welding methodsused

- A comparison of testing requirements stated in CQAP to CQA testingactually performed

- A comparison of testing criteria specified in the CQAP to CQA testingresults actually achieved

- Summaries of CQA test data and laboratory testing results

STL\99000204.DOC

- Controls and machinery used during placement of clay liner material andgranular drainage material in terms of machine weights, lift thickness, andmethod of placement

- Tabulated results for all geomembrane and soil tests

A series of photographs documenting constructionAn appendix containing daily summary reports

STL\99000204.DOC 15

Attachment A

Geomembrane QualityAssurance Requirements

Attachment A

w' Geomembrane Quality Assurance Requirements

The Independent Construction Quality Assurance Contractor will perform the followingobservations and verification tests at random intervals as appropriate to the constructionactivity.

Before Geomembrane Placement

Delivery, Storage, and Handling (Technical Specification 02770)

• Observe that the lining materials delivered to the site are not damaged.

• Verify that the label of the lining materials indicates the manufacturer,fabricator, type, thickness, and roll or component number and spot check thelabel information against the shipping manifest. Materials shall conform tothe specifications listed in Table A-l.

• Obtain verification from the General Contractor that pre-shipment testing wasdocumented by the manufacturer (Table 1).

.„,'• Observe that the materials are unloaded and stored with a minimum amount of

handling.

• Observe that the stored material remains free from damage or accumulatedmud, soil, dirt, and debris.

Lining Material (Technical Specification 02770)

• Obtain verification from the General Contractor that the material is from onemanufacturer and was produced specifically for this work. Check thatmaterials received are manufactured from resin types accepted for this project.

• Observe that the lining material is supplied in continuous sheets with nofactory seams.

• Observe that the largest manageable sheet is placed in the field therebyresulting in the fewest field seams.

• Review the field panel layout with the Geomembrane Contractor and agree onthe identification code for each field panel.

• Observe that the lining is installed as shown on the lining installers acceptedPanel Drawings or in accordance with approved adjustments.

Subgrade Preparation (Technical Specification 02215)

• Observe that surfaces on which geomembrane is to be placed are at the designline and grade and have been rolled with a smooth steel wheel roller,pneumatic wheel roller, or other means to provide a dense and unyieldingsurface free of irregularities, loose earth, and abrupt changes in grade.

• Observe the subgrade with the Geomembrane Contractor for approval.Receive an acceptance of the surface condition from the geomembraneinstaller.

• Observe that the earth subgrade surfaces are maintained in a smooth, uniform,and compacted condition during installation of the lining. If drying, cracking,erosion, or other damage has occurred, observe that it is repaired beforeinstalling the liner.

During Geomembrane Installation(Technical Specification 02770)

The following QA procedures shall be employed during installation of the geomembrane:

• Verify that no membrane material is placed at the following times unless theContractor can demonstrate to the CQA Officer's satisfaction that installationtechniques compensate for these conditions:

Air temperature is less than 32°F

Air temperature is greater than 105°F

Relative humidity is more than 90%

Rain or snow weather conditions

Frost is on the ground

Excessive wind

• Observe that placement of lining panels avoids wrinkles, folds, or similarcreases.

• Observe that adequate sandbags or other measures are used when necessary totemporarily anchor the lining material in position during installation. Inparticular, the lining should be protected against wind uplift.

• Observe that the membrane is protected from equipment and other hazards.No vehicles are allowed on the geomembrane unless specifically approved byCBS and the Independent Quality Assurance Contractor. The membraneshould be kept free of debris during placement.

• Observe that the lining is handled with care. Observe that the workersperforming the installation are wearing either soft- or smooth-soled footwear.Shoes with patterned or lug soles should not be used.

• Verify that personnel are not smoking on the lining surface.

• The geomembrane surface should not be used as a work area for storing toolsand supplies, or other uses. A protective cover should be used as a worksurface to prevent damage to the lining. Observe that electric generators orother equipment are on protective cover and not directly on lining surface.Equipment that must move across the lining must have smooth wheels. Careshall be taken to prevent sudden stops or direction changes that could damagethe lining.

• Observe that equipment is not dragged, dropped, or otherwise handled in amanner that could damage the lining.

Iii-Place Observation and Testing (Technical Specification 02770)

• Observe geomembrane lining sheets, anchors, seams, and repairs forconformance to plan and specifications, and for defects as the installationprogresses and again on completion.

• Observe that lining areas that show damage due to scoring, scuffing,penetration by foreign objects, distress from a rough subsurface, or othercauses are replaced or covered with an additional layer of membrane materialand seamed. Record these locations and observe the seaming and testing ofthese mended areas.

• Record the locations of destructive samples, patches, and repairs.

Anchor Trench

• Observe that the anchor trench is adequately drained while open to preventponding of water that may soften adjacent soils.

• Observe that the anchor trench is adequately backfilled.

Seaming Requirements(Technical Specification 02770)

Field Seams

Field seams shall be performed by either extrusion welding or fusion (double-hot wedge)welding.

Extrusion Welding

• Observe that the welding apparatus indicates the temperature of the nozzle.

• Observe that the welder is purged of heat-degraded extrudate before beginninga seam.

• Observe that a minimum overlap of 4 inches is provided and that the surfaceto be welded is clean and roughened by grinding, if required. Observe thatgrinding is performed no more than an hour before welding.

• Observe that seams are extended to the ends of the sheets through the anchortrench.

Fusion Welding

• Observe that an even overlap is maintained along the seam to be welded.Observe that lap joint contact surfaces are wiped clean to remove dirt, dust,moisture, and other foreign materials.

• Observe that the welding machine is in good operating condition. Observethat the wedge is undamaged.

• Observe that welding of performance seams is performed at the sametemperature and speed as successful prewelds.

• Observe that seams are extended to the ends of the sheets through the anchortrench.

Welding Performance Test Seams—Prewelds

• Verify that one preweld was successfully completed by each seamer at thebeginning of the day and that one preweld is performed 2 times per day or ifthe welding machine has been turned off for more than 30 minutes, or if thereare significant changes in weather.

• Record the peel and tensile strength of the test seam, type of failure (i.e.,FTB), technician, welding machine number, welding machine configuration,date, time, temperature, and weather conditions.

Nondestructive Field Seam Testing

Extrusion Welding

• Verify that 100 -percent of each field seam and repair seam is tested using avacuum box apparatus.

Fusion Welding

• Verify that each field seam is tested using an air pressure test. A pressure ofat least 30 psi shall be maintained on the seam for a minimum of 5 minutes.A 3 psi drop is allowed to occur during the 5-minute test after stabilization; adrop in excess of 3 psi will require a retest or repair.

• Depressurize the seam by placing a needle hole in the air space between thewelds at the opposite end of the seam. If the pressure drops to zero within30 seconds of depressurization, the seam is acceptable.

Destructive Field Seam Testing

• Observe that destructive field seam tests are performed at random intervals orwhen visual discontinuities are observed with a minimum frequency of one forevery 1000 feet of seaming performed for each machine. Additionaldestructive field seam tests may be warranted if problems are discovered.

• Verify that the peel and tensile strength of the seam in the field is acceptable.Send a sample of destructive field tests to the independent laboratory fortesting.

• Record the location of destructive field samples.

• Observe that field seams are properly repaired and inspected where sampleswere removed.

Test Results

The pass/fail criteria of prewelds and destructive samples are as follows:

Test

Shear (ASTM D882)

Peel(ASTMD413)

Type ofSeparationRequired

FTB*

FTB*

40 Mil Cap Geomembrane MinimumStrength (Ib per inch width)

56

48* FTB = Film Tearing Bond. Failure occurs in polymer material set with less than 10%disbond of weld, indicating a fully integrated connection between top and bottom sheets.

The following procedures shall be observed for test failures:

• If a specimen fails in a preweld test, verify that the field test is rerun using twoadditional specimens from the same preweld sample. If both of the additionalspecimens do not pass, the technician shall perform two new test samples. Noseaming will be allowed by a technician or with a welding machine that hasnot performed a passing preweld for each new test sample. Observe thatconditions are appropriate for welding.

• If failure occurs in a production field seam, observe that the field test is rerunusing another specimen from the same sample. If the second test fails, eithercap the failed field seam between two previously passing seam test locationsor take another seam sample on each side of the failed seam location (10-footminimum distance away) and test both. If both pass, then cap the field seambetween the two passing locations. Nondestructive testing of the cap seams isrequired for caps less than 150 feet in length. For caps 150 feet or longer,destructive testing of the cap seams is also required. If either fails, then followthe action paths just described.

After Geomembrane Installation

The following procedures shall be followed after installation of the geomembrane:

Observe that placement of material on geomembrane is not performed untildestructive and nondestructive testing has been performed and accepted.

• Observe that equipment used for placing material is not driven directly on thegeomembrane. The General Contractor shall provide an observer with anunobstructed view of the advancing lift of material to provide guidance tomachine operators.

• Observe that a 1-foot minimum thickness is maintained between thegeomembrane and low-pressure tracked dozers (irregardless of inclusion ofthe geonet). A minimum thickness of 3 feet of material shall be observed forother vehicles.

Attachment B

Earthwork QualityAssurance Requirements

Attachment B

Earthwork Quality Assurance Requirements

The Independent Construction Quality Assurance Contractor will perform the followingobservations and verification tests at random intervals as appropriate to the constructionactivity for all earthwork.

• Observe that construction sequence described in the project specifications isbeing followed.

• Observe and report changed conditions from expected geologicalcharacteristics.

• Observe that all imported material for use on the project is free of roots,organic matter, trash, debris, and other deleterious materials. Observe that thematerial is free from segregation, lenses, pockets, streaks, or layers of materialdiffering substantially in texture or gradation. Observations of the borrowarea excavation and processing operation shall be performed as judgedappropriate.

• Observe compactive effort, apparent effectiveness, and uniformity ofcompaction.

• Insure tests are conducted and recorded for compacted density and moisturecontent as stated for the specific. Tests shall be performed using the nucleargauge method (ASTM D2922 and D3017) or the sand cone method (ASTMD1556) and laboratory determination of water content (ASTM D2216).Testing will be performed by an Independent Testing Company.

• Verify that the compacted material meets or exceeds the maximum dry densityspecified and described in the following sections.

• Observe that layers of material which are too wet to properly compact areremoved, or aerated by a disc, harrow, or blade to hasten reduction of themoisture content so that the specified moisture content range is achieved.

• Observe that layers of material which are too dry are brought to propermoisture content by adding water and mixing uniformly throughout the layer.

• Report the laboratory testing and field density test results on the appropriateverification test form. Submit all test results not meeting constructionstandards to the Construction Manager for nonconformance review.

EarthworkTechnical Specification 02220

IU—_^

Material Requirement

Earthfill

Excavated material from designated borrow sites, free from rocks larger than 3 inches,from roots and other organic matter, ashes, cinders, trash, debris, and other deleteriousmaterials.

Material containing more than 10 percent gravel, stones, or shale particles isunacceptable.

Submittals

If imported material is used, the Contractor shall provide certification, test results, source,and samples. No submittals are required if onsite material is used.

Testing

The following testing shall be made on samples taken during placement:

Grain size ASTM D422 1 per 10,000 cy (in-place volume)•">' Field soil density ASTMD2922 Every 20,000 sf per lift placed

Applications

(1) Vegetative Support Zone

Loose lift thickness = Full Depth 8 inches (except first lift on geosyntheticswhich ~ 12 inches minimum)Compact each lift to 85 percent maximum dry density (R.C; ASTM D1557).

(2) General fill for ditch construction

Loose lift thickness = 8 inches (except first lift on geosynthetics which = 12inches minimum)Compact each lift to &§• 90 percent maximum dry density (RC; ASTM D1557).


Coarse Aggregate Material

Imported material %-inch minus crushed gravel or crushed rock free from dirt, clay balls,and organic material. Well-Graded from coarse to fine and containing sufficient fines tobind material when compacted, with maximum 8 percent by weight passing No. 200sieve.

Submittals

The Contractor shall provide certification, test results, source, and samples.

Testing

The following testing shall be made on samples taken during placement:

Grain size ASTM D422 1 per 3,000 cy (in-place volume)

Applications

(1) Backfill for gas collection piping and subsurface collection piping.

Clay Barrier LayerTechnical Specification 02778


Clay Barrier Layer Material

Natural CL, OF CH, ML, or MH clay soil, as determined by ASTM 2487, free from roots,organic matter, frozen material, debris, rocks, or slag larger than 1 inch, and otherdeleterious materials. Thoroughly blended to provide homogeneous material relativelyuniform in gradation and moisture content throughout. The clay shall have a gradationsuch that 100 percent by weight passes the 1 -inch sieve, at least 80 percent by weightpasses the No. 4 sieve, and at least 50 55- percent by weight passes the No. 200 sieve.The clay shall have a liquid limit of at least 25 between 30 and 50 and a plasticity indexbetweon 20 and 50 of at least 10, and shall have an in-place compacted permeability of1 x 10"7 cm/sec or less.

Submittals

The Contractor shall provide certification, test results, source, and samples.

Source

Testing shall be made on samples taken from clay stockpiles at the following frequencyor when a change in material properties is observed.

Moisture-Density ASTM D1557 1 per 5,000 cyGrain Size Passing No. 200 Sieve ASTM Dl 140 1 per 5,000 cyAtterberg Limits ASTM D4318 1 per 5,000 cyMoisture Content ASTMD2216 1 per 5,000 cyRemolded Hydraulic Conductivity ASTM D5084 1 per 10,000 cy

Clay Barrier Layer Test Pad

The following testing shall be completed by the Contractor during the construction ofeach test pad.

Testing Required Test Method Frequency

Field Soil Density ASTM D2922

Field Moisture Content ASTM D3017

Thin-walI Tube Sample (12-inch tube; carved block) ASTM 1587

Hydraulic Conductivity (undisturbed sample) ASTM D5084

Dry density (undisturbed sample)

Moisture Content (undisturbed sample) ASTM D2216

Atterberg Limits (LL and PI) ASTM D4318

Grain Size (to the 2 micron particle size) ASTM D422

3 per test pad per lift

3 per test pad per lift

3 per test pad

3 per test pad

3 per test pad

3 per test pad

3 per test pad

3 per test pad

Clay Barrier Layer

The following testing shall be made during liner construction:

Testing Required Test Method Frequency

Field Soil Density ASTM D2922

Field Moisture Content ASTM D3017

Thin-wall Tube Sample ASTM 1587

Hydraulic Conductivity (undisturbed sample) ASTM D5084

Dry density (undisturbed sample)

Moisture Content (undisturbed sample) ASTM D2216

Atterberg Limits (LL and PI) ASTM D4318

Grain Size (to the 2 micron particle size) ASTM D422

Moisture-Density Curve ASTMD1557

5 tests per acre per lift, evenly distributed

5 tests per acre per lift, evenly distributed

1 test per acre per lift






5,000 cy and all changes in material

Applications

(1) Clay Barrier Layer Test Pad (if provisions of 329 IAC 10-17-5(e) are not met)

Compacted lift thickness - 4 8 inches

The purpose of the test pad is to determine the equipment and methods necessary toconstruct a clay barrier layer with a permeability not greater than 1 x 10"7 cm/sec. Thesource testing includes remolded hydraulic conductivity designed to indicate what densityand moisture content will satisfy that criteria. The test pad should be constructed at thatmoisture content and density.

(2) Clay Barrier Layer Placement

Loose lift thickness = 8 inchesCompact each lift to density and moisture content determined necessary toachieve a permeability equal to or less than 1 x 10"7 cm/sec during construction ofthe test pad.

Observations

QA observation of the Clay Barrier Layer shall include the following:

• Observe that the equipment and methods used on the Clay Barrier Layer areessentially the same as those used successfully during construction of the finalClay Barrier Layer Test Pad.

• Observe Contractor's field density check and undisturbed hydraulicconductivity sampling progress to check for adequate quantity and spatialdistribution of tests and sampling as specified in the Contractor's QualityControl Plan and the construction specifications.

• Test and record compacted density and moisture content at a frequency listedabove or as directed by the Quality Assurance Manager (QAM). Tests shallbe performed by the QAM or an independent geotechnical laboratory usingthe Nuclear Gauge Method (ASTM D2922 and D3017) or the Sand ConeMethod (ASTM D1556) and Laboratory Determination of Water Content(ASTM D2216). If the Nuclear Gauge Method is used, verify the moisturecontent using Laboratory Determination of Water Content and correct nucleargauge moisture readings if appropriate.

• Verify that the compacted material meets or exceeds the maximum dry densitynecessary to meet the permeability requirement (as determined during theconstruction of the Clay Barrier Layer Test Pad).

• Observe proper conditioning of material to achieve the moisture contentnecessary to meet the permeability requirement (as determined during the

•"' construction of the Clay Barrier Layer Test Pad).

• If the clay layer is not to be worked for a period of 48 hours or if rain isexpected, observe that the surfaces are graded and seal-rolled with a steel,smooth-drum roller to minimize infiltration and promote runoff ofprecipitation. The surface shall be scarified and moisture conditioned, ifnecessary, before placing additional material to achieve a good bond betweenthe lifts of fill.

• Obtain thin-walled tube samples of the installed clay from the Contractor andperform index tests to compare with the hydraulic conductivity/index testcorrelations established by the test pad data evaluation. Index testing mayinclude water content, Atterberg Limits, grain size, and in-place density, etc.

• In addition, test for hydraulic conductivity at a minimum frequency of one testper tube sampled. Quality Assurance testing shall be performed as specifiedin this CQAP.

• Observe that thin-walled tube sampling of placed clay is performed in generalaccordance with ASTM D1587, however, a drill rig is not required if theContractor can satisfactorily push the tubes by other means. Tubes shall befirst-quality and not reused. Unusual sampling conditions, especially those

•' which may contribute to sample disturbance, will be recorded. Samples are tobe appropriately sealed to protect against moisture loss. The tubes should belabeled, using an indelible marker, with the job number and elevation, samplelocation, sample number, amount of recovery, date, and an arrow indicatingthe top of the sample. Samples should be protected with suitable resilientpacking material to reduce shock, vibration, and disturbance, and protectedfrom extreme heat or cold during shipment.

• Observe that all sampling locations in the Clay Barrier Layer are backfilled byhand-tamped bentonite pellets, bentonite powder or bentonite clay mixture.

• Check that the independent Quality Assurance laboratory is qualified toperform hydraulic conductivity tests. Verify that the testing is performed ingeneral conformance with ASTM D5084.

• Verify that the in-place material provides a hydraulic conductivity equal to orless than 1 x 10~7 cm/sec based on the results of the undisturbed hydraulicconductivity tests and the correlation of the index property tests performed bythe Quality Control and Quality Assurance groups.

• Verify that the Contractor uses appropriate methods to prevent significantwater loss and desiccation cracking before and after compaction.

Verify that the grade survey complies with the tolerances provided in thespecifications.

"„„..'

TopsoilTechnical Specification 02920

•w'


Topsoil

Imported topsoil shall be a natural, friable, sandy loam, obtained from well-drained areas,free from objects larger than 1-1/2 inches maximum dimension, and free of subsoil, roots,grass, other foreign matter, hazardous or toxic substance, and deleterious material thatmay be harmful to plant growth or may hinder grading, planting, or maintenance.

Topsoilshall meet, or shall be improved to meet, the following mechanical requirementsby adding sand and/or peat or manure and incorporating into the topsoil:

Gravel Maximum 5 percent by weight retained on a No. 10 sieveSand Maximum 65 percent passing No. 10 sieve and retained on No. 270 sieveSilt Maximum 50 percent passing No. 270 sieve and larger than 0.002 millimeterClay Maximum 25 percent smaller than 0.002 millimeter

Applications

(1) Topsoil

, I | N ^ Spread topsoil in areas to be revegetated.

Attachment C

Geosynthetics - QualityAssurance Requirements

Attachment C

"«••' Geosynthetics—Quality Assurance Requirements

The following requirements apply to geosynthetics other than geomembrane used in thisproject including geotextiles and geonet.

Delivery, Storage, and Handling

• Observe that the materials delivered to the site are not damaged and are storedwith the minimum of handling.

• Verify that the label information and material described conform to thespecifications.

• Observe that the material is not stored on the ground and remains free fromdamage and accumulated mud, soil, dirt, and debris while being stored.

General

• Observe that the materials are placed in the manner and at the location shownin the Drawings.

• Observe that any material damaged during placement is replaced as describedin the specifications.

• Observe placement of overlying material and verify that dozer blades, etc., donot make direct contact with the geosynthetics.

Placement of Geotextiles (Technical Specification 02246)and Geonet (Technical Specification 02248)

• Observe that the materials are placed with the long dimensions down slopeand laid smooth and free of tensions, stresses, folds, wrinkles, or creases.

• Observe that the materials are temporarily secured in place with sand bags orother acceptable means that do not damage the geosynthetics (including thegeomembrane).

• Verify that a minimum of 18 inches of overlap is provided for each joint, forgeotextile and geonet.

• Observe the placement of the geonet between two layers of geotextiles.

Verify that the geonet is placed with the long dimension in the direction offlow (parallel to the direction of the slope).

Observe that the geogrid is placed in a manner that ensures the geogrid is intension; observe that anchors are used to hold the geogrid in place.

Attachment D

Piping QualityAssurance Requirements

Attachment D

Piping Quality Assurance RequirementsTechnical Specification 02700

Delivery, Handling, and Storage

• Verify that the pipe is delivered to the site undamaged.

• Verify that the pipe is stored on level ground and that pipe is not stacked tothe extent that excessive deformation could occur.

• Observe that the pipe is carefully handled so it will not be damaged by contactwith sharp objects.

Material

• Verify that the pipe delivered is manufactured specifically for this project andconforms to the specifications.

• Verify that the pipe is of the sizes and types specified. Observe that theperforations are of the size and pattern specified.

• Verify that the polyethylene pipe lengths and fittings are of the same type,grade, and class of polyethylene compound, and supplied from the same rawmaterial supplier.

Joints

• Observe that mechanical connections conform to the specifications.

• Observe that butt-fusion joints are performed in accordance with themanufacturer's recommendations.

Placement

• Observe that the pipe is handled with care to prevent damage or twisting whenbeing lowered into the trench.

• Observe that the trench excavation and backfill conforms to the requirementsof the Earthwork section.

Attachment E

Field Forms

3 C

§•2.1 2>D) 3S. (DO 33 sr

M E M O R A N D U M CH2MHILL

Neat's Landfill Cover System StabilityT0: CBS Corporation

FROM: CH2M HILL

DATE: July 13/ 1999

The stability of the cover configuration was evaluated to determine the stability within thecap system. The stability is dependent on the strength of the various components in thesystem and the strength of the interfaces between these components. Typically, the strengthof the interfaces controls.

A factor of safety (FS) against failure of 1.5 is the standard acceptable FS for this type ofapplication. The strength values for the components of the cover system were developedfrom literature information and based on experience with similar materials on otherprojects. The values used are considered reasonable for this application and areconservative. The quantity of subsurface head in the system was determined through HELPanalysis.

The critical factor of safety was determined to be the interface between the textured LLDPEand the underlying clay. This interface exhibited a factor of safety of 1.54, above the

^ f required value of 1.5. The design configuration provides an acceptable factor of safetyagainst slope failure within the cover system.

(Refer to Ned's Landfill Stability Evaluation Technical Memorandum, CH2M HILL, March 1999for evaluation of overall stability of the landfill)

STL/COVER SYSTEM.DOC

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Project NameProject LocationLiner Slope Stability

Neal's LandfillBloomington, Indiana

i-

Method Reference:

Druschel, S.J., and Underwood, E.R. (1993). "Design of Lining and Cover

System Sideslopes," accepted for publication and presentation,

Geosynthetics '93 Conference, Industrial Fabrics Association International,

Vancouver, BC.

Cover Soil/Geonet (Nonwoven Geotextile)

ANCHOR slope coverFORCE height soilREQ'D thickness(Ib/ft) (feet) (feet)

-992-904-817-730-644-559-475-392-310-228-147-671291169246323398473

40404040404040404040404040404040404040

3.53.53.53.53.53.53.53.53.53.53.53.53.53.53.53.53.53.53.5

coverunit

weight(pcf)

125125125125125125125125125125125125125125125125125125125

slopeangle

(deg)

14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.

0000000000000000000

residualsoil

strength(deg)

25252525252525252525252525252525252525

residualintrfacestrength(deg)

27272727272727272727272727272727272727

factorof

safety(FS)

2.002.012.022.032.042.052.062.072.082.092.102.112.122.132.142.152.162.172.18

mobil .soil

strength(deg)

13.1213.0613.0012.9412.8812.8112.7512.7012.6412.5812.5212.4612.4112.3512.2912.2412.1812.1312.07

mobil. seepage ANCHORintrface thickness FORCEstrength REQ'D(deg)

14141414141313131313131313131313131313

.29

.22

.16

.09

.02

.96

.89

.83

.76

.70

.64

.58

.51

.45

.39

.33

.27

.21

.16

(feet)

0.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.08

(Ib/ft)

-992.354-904.024-816.571-729.982-644.245-559.346-475.275-392.018-309.563-227.901-147.018-66.904"! F^

12.45195 J91.06063168.9326246.0781322.5073398.2301473.2562

VProject NameProject LocationLiner Slope Stability


Method Reference:




Vancouver, BC.

Geonet (Nonwoven Geotextlie)/Textured LLDPE

ANCHOR slope cover coverFORCE height soil unitREQ'D thickness weight(Ib/ft) (feet) (feet) (pcf)

-885-790-696-603-512-421-331-242-153-6620106190274357439520600680

40404040404040404040404040404040404040

3333333333333333333

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

.5

125125125125125125125125125125125125125125125125125125125

slope residual residualangle soil intrface

strength strength(deg) (deg) (deg)

14141414141414141414141414141414141414

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

.0

25252525252525252525252525252525252525

25252525252525252525252525252525252525

factorof

safety(FS)

1.851.861.871.881.891.901.911.921.931.941.951.961.971.981.992.002.012.022.03

mobil .soil

strength(deg)

14.1514.0714.0013.9313.8613.7913.7213.6513.5813.5213.4513.3813.3213.2513.1913.1213.0613.0012.94

mobil. seepage ANCHORintrface thickness FORCEstrength REQ'D(deg) (feet) (Ib/ft)

14141413131313131313131313131313131312

.15

.07

.00

.93

.86

.79

.72

.65

.58

.52

.45

.38

.32

.25

.19

.12

.06

.00

.94

0.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.08

-885.227-790.3

-696.392-603.486-511.567-420.619-330.627-241.576-153.45

-66.2362"""]20.08 J

105.5124190.0746273.7797356.6407438.6704519.8811600.2851679.8943

fProject NameProject LocationLiner Slope Stability


Method Reference:




Vancouver, BC.

Textured LLDPE/Clay

ANCHORFORCEREQ'D(Ib/ft)

-491-376-263-151-41671752803854885906917908889851081117612691361

slope cover coverheight soil unit

thickness weight(feet)

40404040404040404040404040404040404040

(feet)

3.53.53.53.53.53.53.53.53.53.53.53.53.53.53.53.53.53.53.5

(pcf)

125125125125125125125125125125125125125125125125125125125

slope residual residualangle soil intrface

strength strength(deg) (deg)

14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.14.

0000000000000000000

25252525252525252525252525252525252525

(deg)

20202020202020202020202020202020202020

factor mobil.of soil

safety strength(FS)

1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.1.

50515253545556575859606162636465666768

(deg)

17.2717.1617.0616.9516.8516.7416.6416.5416.4416.3516.2516.1516.0615.9615.8715.7815.6915.6015.51

mobil .intrfacestrength(deg)

13.6413.5513.4713.3813.3013.2113.1313.0512.9712.8912.8212.7412.6612.5912.5112.4412.3712.3012.22

seepagethickness

(feet)

0.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.080.08

ANCHORFORCEREQ'D(Ib/ft)

-490.604-376.061-263.034-151.492-41. 4082̂ 7 pS67.2474J174.5021280.3828384.9157488.1264590.0398690.6804790.0717888.2368985.19851080.9791175.5991269.081361.442

************************************************************************************************************************************************************

** * *

** * *

** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **** HELP MODEL VERSION 3.01 (14 OCTOBER 1994) **** DEVELOPED BY ENVIRONMENTAL LABORATORY **** USAE WATERWAYS EXPERIMENT STATION **** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **** * ** * * *************************************************************************************************************************************************************

PRECIPITATION DATA FILE: C:\CATHY\NEAL2.D4TEMPERATURE DATA FILE: C:\CATHY\neal2.D7SOLAR RADIATION DATA FILE: C:\CATHY\neal2.D13EVAPOTRANSPIRATION DATA: C:\CATHY\neal2.DllSOIL AND DESIGN DATA FILE: C:\CATHY\neal2.DlOOUTPUT DATA FILE: C:\CATHY\neal2.OUT

TIME: 20:47 DATE: 7/12/1999

***************************************************************

TITLE: Neal's Landfill

NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.

LAYER 1

TYPE 1 - VERTICAL PERCOLATION LAYERMATERIAL TEXTURE NUMBER 6

THICKNESS = 36.00 INCHESPOROSITY = 0.4530 VOL/VOLFIELD CAPACITY = 0.1900 VOL/VOLWILTING POINT = 0.0850 VOL/VOLINITIAL SOIL WATER CONTENT = 0.2094 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.720000011000E-03 CM/SEC

NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 4.20FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2

TYPE 2 - LATERAL DRAINAGE LAYERMATERIAL TEXTURE NUMBER 20

THICKNESS = 0.25POROSITY = 0.8500FIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENT =EFFECTIVE SAT. HYD. COND.SLOPEDRAINAGE LENGTH

INCHESVOL/VOL

0.0100 VOL/VOL0.0050 VOL/VOL0.0126 VOL/VOL

10.000000000010.00 PERCENT200.0 FEET

CM/SEC

LAYER 3

TYPE 4 - FLEXIBLE MEMBRANEMATERIAL TEXTURE NUMBER

04000000000000

THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENTEFFECTIVE SAT. HYD. COND.FML PINHOLE DENSITYFML INSTALLATION DEFECTSFML PLACEMENT QUALITY

= 0

= 2

LINER36

INCHESVOL/VOLVOL/VOLVOL/VOL

0000 VOL/VOL399999993000E-12 CM/SEC0.50 HOLES/ACRE1.00 HOLES/ACRE

- EXCELLENT

LAYER 4

TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 16

THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENTEFFECTIVE SAT. HYD. COND.

24.00 INCHES0.4270 VOL/VOL0.4180 VOL/VOL0.3670 VOL/VOL0.4270 VOL/VOL

= 0.100000001000E-06 CM/SEC

LAYER


THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENTEFFECTIVE SAT. HYD. COND.


= 0.100000005000E-02 CM/SEC

GENERAL DESIGN AND EVAPORATIVE ZONE DATA

NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 6 WITH AGOOD STAND OF GRASS, A SURFACE SLOPE OF 10.%AND A SLOPE LENGTH OF 200. FEET.

SCS RUNOFF CURVE NUMBERFRACTION OF AREA ALLOWING RUNOFFAREA PROJECTED ON HORIZONTAL PLANEEVAPORATIVE ZONE DEPTHINITIAL WATER IN EVAPORATIVE ZONEUPPER LIMIT OF EVAPORATIVE STORAGELOWER LIMIT OF EVAPORATIVE STORAGEINITIAL SNOW WATERINITIAL WATER IN LAYER MATERIALSTOTAL INITIAL WATERTOTAL SUBSURFACE INFLOW

631008203910

78780

.70

.0

.000

.0

.963

.060

.700

.000

.341

.341

.00

PERCENTACRESINCHESINCHESINCHESINCHESINCHESINCHESINCHESINCHES/YEAR

NOTE:

EVAPOTRANSPIRATION AND WEATHER DATA

EVAPOTRANSPIRATION DATA WAS OBTAINED FROMINDIANAPOLIS INDIANA

MAXIMUM LEAF AREA INDEX = 3.00START OF GROWING SEASON (JULIAN DATE) = 107END OF GROWING SEASON (JULIAN DATE) = 293AVERAGE ANNUAL WIND SPEED = 9.60 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 73.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 75.00 %

NOTE:

JAN/JUL

1.603.63

PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR CHICAGO ILLINOIS

NORMAL MEAN MONTHLY PRECIPITATION (INCHES)

FEB/AUG MAR/SEP APR/OCT MAY/NOV

1.313.53

2.593.35

3.662.28

3.152.06

JUN/DEC

4.082.10

NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR CHICAGO ILLINOIS

NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)

JAN/JUL FEB/AUG MAR/SEP APR/OCT MAY/NOV JUN/DEC

21.4073.00

26.0071.90

36.0064.70

48.8053.50

59.1039.80

68.6027.70

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR CHICAGO ILLINOIS

STATION LATITUDE = 39.73 DEGREES

t************************+****************************************

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 20

JAN/JUL FEB/AUG MAR/ SEP APR/OCT MAY/NOV JUN/DEC

PRECIPITATION

TOTALS

STD. DEVIATIONS

RUNOFF

TOTALS

STD. DEVIATIONS

EVAPOTRANS P I RAT I ON

TOTALS

STD . DEVIATIONS

1.3.

0.1.

0.0.

0.0.

0.3.

0.1.

LATERAL DRAINAGE COLLECTED

TOTALS

STD. DEVIATIONS

PERCOLATION/LEAKAGE

TOTALS

0.0.

0.0.

THROUGH

0.0.

5678

6475

358002

562008

596433

116555

12

01

00

00

02

01

.42

.92

.65

.72

.469

.000

.462

.000

.735

.414

.181

.323

23

11

00

00

12

00

.51

.50

.40

.68

.907

.000

.957

.000

.960

.677

.432

.930

32

11

00

00

21

00

.11

.24

.67

.27

.076

.000

.238

.000

.914

.796

.614

.591

32

11

00

00

30

10

.62

.23

.86

.02

.000

.000

.000

.000

.552

.877

.168

.213

32

21

00

00

30

10

.94

.08

.09

.00

.004

.177

.019

.283

.442

.599

.204

.126

FROM LAYER 2

22075370

12598818

LAYER

00000000

00

00

00

.0899

.3838

.0533

.3640

4

.0000

.0000

00

00

00

.0920

.5091

.1542

.5605

.0000

.0000

00

00

00

.8636

.4854

.9049

.4571

.0000

.0000

10

00

00

.0275

.5914

.8845

.7176

.0000

.0000

00

00

00

.5332

.5332

.4063

.4096

.0000

.0000

STD. DEVIATIONS 0.0.

PERCOLATION/ LEAKAGE THROUGH

TOTALS

STD. DEVIATIONS

AVERAGES

0.0.

0.0.

00000000

LAYER

08750749

10200756

0.00000.0000

5

0.07650.0729

0.08700.0718

OF MONTHLY AVERAGED

00

00

00

.0000

.0000

.0824

.0691

.0915

.0666

00

00

00

DAILY HEADS

.0000

.0000

.0780

.0700

.0848

.0666

00

00

00

.0000

.0000

.0783

.0663

.0824

.0615

00

00

00

.0000

.0000

.0740

.0675

.0763

.0617

(INCHES)

DAILY AVERAGE HEAD ACROSS LAYER 4

AVERAGES 0.0003 0.00010.0006 0.0004

STD. DEVIATIONS 0.00010.0010

0.00010.0004

0.0001 0.0010 0.0012 0.00060.0006 0.0006 0.0007 0.0006

0.0002 0.0011 0.0010 0.00050.0007 0.0005 0.0009 0.0005

*********************************!r**************************V

********************************************+***********************+*++*******

AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 20

PRECIPITATION

RUNOFF

EVAPOTRANSPIRATION

LATERAL DRAINAGE COLLECTEDFROM LAYER 2

PERCOLATION/LEAKAGE THROUGHFROM LAYER 4

AVERAGE HEAD ACROSS TOPOF LAYER 4


CHANGE IN WATER STORAGE

INCHES CU. FEET PERCENT

32.89 ( 5.107) 955212.7 100.00

1.993 ( 1.3713) 57873.18 6.059

24.996 ( 2.9886) 725880.37 75.991

5.86677 ( 2.16562) 170371.016 17.83592

0.00000 ( 0.00000) 0.125 0.00001

0.001 ( 0.000)

0.89741 ( 0.92688) 26060.668 2.72826

-0.860 ( 1.6223) -24972.47 -2.614

***********************************************************************

PEAK DAILY VALUES FOR YEARS 1 THROUGH

(INCHES)

PRECIPITATION

RUNOFF

DRAINAGE COLLECTED FROM LAYER 2

PERCOLATION/LEAKAGE THROUGH LAYER 4

AVERAGE HEAD ACROSS LAYER 4


SNOW WATER

4

1

0

0

0

0

4

.09

.534

.49738

.000000

.018

.017027

.43

20

(CU.

118773

44534

14443

0

494

128578

FT. )

.602

.8203

.88870

.00045

.47311

.9530

MAXIMUM VEG. SOIL WATER (VOL/VOL)

MINIMUM VEG. SOIL WATER (VOL/VOL)

0.3176

0.0731

r*************************l r************i

FINAL WATER STORAGE AT END

LAYER

1

2

3

4

5

(INCHES)

8

0

0

10

42

.2871

.0046

.0000

.2480

.6028

OF YEAR 20

(VOL /VOL)

0

0

0

0

0

.2302

.0184

.0000

.4270

.1775

SNOW WATER 0.000

******************************************************************************

/0°/o(-top)

************************************************************************************************************************************************************

** * *

** * *

** HYDROLOGIC EVALUATION OF LANDFILL PERFORMANCE **** HELP MODEL VERSION 3.01 (14 OCTOBER 1994) **** DEVELOPED BY ENVIRONMENTAL LABORATORY **** USAE WATERWAYS EXPERIMENT STATION **** FOR USEPA RISK REDUCTION ENGINEERING LABORATORY **** * ** * * *************************************************************************************************************************************************************

PRECIPITATION DATA FILE: C:\CATHY\NEAL2.D4TEMPERATURE DATA FILE: C:\CATHY\neal2.D7SOLAR RADIATION DATA FILE: C:\CATHY\neal2.D13EVAPOTRANSPIRATION DATA: C:\CATHY\neal2.DllSOIL AND DESIGN DATA FILE: C:\CATHY\neal2b.D10OUTPUT DATA FILE: C:\CATHY\neal2b.OUT

TIME: 20:53 DATE: 7/12/1999

**************************************************************

TITLE: Neal's Landfill

************ **********************************************************

NOTE: INITIAL MOISTURE CONTENT OF THE LAYERS AND SNOW WATER WERECOMPUTED AS NEARLY STEADY-STATE VALUES BY THE PROGRAM.

LAYER 1


THICKNESS = 36.00 INCHESPOROSITY = 0.4530 VOL/VOLFIELD CAPACITY = 0.1900 VOL/VOLWILTING POINT = 0.0850 VOL/VOLINITIAL SOIL WATER CONTENT = 0.2094 VOL/VOLEFFECTIVE SAT. HYD. COND. = 0.720000011000E-03 CM/SEC

NOTE: SATURATED HYDRAULIC CONDUCTIVITY IS MULTIPLIED BY 4.20FOR ROOT CHANNELS IN TOP HALF OF EVAPORATIVE ZONE.

LAYER 2

TYPE 2 - LATERAL DRAINAGE LAYERMATERIAL TEXTURE NUMBER 20


THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENT =EFFECTIVE SAT. HYD. COND.SLOPEDRAINAGE LENGTH

10.0000000000 CM/SEC25.00 PERCENT160.0 FEET

LAYER 3

TYPE 4 - FLEXIBLE MEMBRANE LINERMATERIAL TEXTURE NUMBER 36


= 0.399999993000E-12 CM/SEC0.50 HOLES/ACRE1.00 HOLES/ACRE

= 2 - EXCELLENT

THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENTEFFECTIVE SAT. HYD. COND.FML PINHOLE DENSITYFML INSTALLATION DEFECTSFML PLACEMENT QUALITY

LAYER 4

TYPE 3 - BARRIER SOIL LINERMATERIAL TEXTURE NUMBER 16

24.00THICKNESSPOROSITYFIELD CAPACITYWILTING POINTINITIAL SOIL WATER CONTENT =EFFECTIVE SAT. HYD. COND.

INCHES0.4270 VOL/VOL0.4180 VOL/VOL0.3670 VOL/VOL0.4270 VOL/VOL

= 0.100000001000E-06 CM/SEC

LAYER 5


THICKNESSPOROSITYFIELD CAPACITY =WILTING POINTINITIAL SOIL WATER CONTENT =


EFFECTIVE SAT. HYD. COND. = 0 .100000005000E-02 CM/SEC

GENERAL DESIGN AND EVAPORATIVE ZONE DATA

NOTE: SCS RUNOFF CURVE NUMBER WAS COMPUTED FROM DEFAULTSOIL DATA BASE USING SOIL TEXTURE # 6 WITH AGOOD STAND OF GRASS, A SURFACE SLOPE OF 10.%AND A SLOPE LENGTH OF 200. FEET.

SCS RUNOFF CURVE NUMBERFRACTION OF AREA ALLOWING RUNOFFAREA PROJECTED ON HORIZONTAL PLANEEVAPORATIVE ZONE DEPTHINITIAL WATER IN EVAPORATIVE ZONEUPPER LIMIT OF EVAPORATIVE STORAGELOWER LIMIT OF EVAPORATIVE STORAGEINITIAL SNOW WATERINITIAL WATER IN LAYER MATERIALSTOTAL INITIAL WATERTOTAL SUBSURFACE INFLOW

63.70100.08.00020.03.9639.0601.7000.00078.34178.3410.00

PERCENTACRESINCHESINCHESINCHESINCHESINCHESINCHESINCHESINCHES /YEAR

EVAPOTRANSPIRATION AND WEATHER DATA

NOTE: EVAPOTRANSPIRATION DATA WAS OBTAINED FROMINDIANAPOLIS INDIANA

MAXIMUM LEAF AREA INDEX = 3.00START OF GROWING SEASON (JULIAN DATE) = 107END OF GROWING SEASON (JULIAN DATE) = 293AVERAGE ANNUAL WIND SPEED = 9.60 MPHAVERAGE 1ST QUARTER RELATIVE HUMIDITY = 73.00 %AVERAGE 2ND QUARTER RELATIVE HUMIDITY = 68.00 %AVERAGE 3RD QUARTER RELATIVE HUMIDITY = 74.00 %AVERAGE 4TH QUARTER RELATIVE HUMIDITY = 75.00 %

NOTE:

JAN/JUL

1.603.63

PRECIPITATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR CHICAGO ILLINOIS

NORMAL MEAN MONTHLY PRECIPITATION (INCHES)

FEB/AUG MAR/SEP APR/OCT MAY/NOV

1.313.53

2.593.35

3.662.28

3.152.06

JUN/DEC

4.082.10

NOTE: TEMPERATURE DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR CHICAGO ILLINOIS

NORMAL MEAN MONTHLY TEMPERATURE (DEGREES FAHRENHEIT)


21.4073.00

26.0071.90

36.0064.70

48.8053.50

59.1039.80

68.6027.70

NOTE: SOLAR RADIATION DATA WAS SYNTHETICALLY GENERATED USINGCOEFFICIENTS FOR CHICAGO ILLINOIS

STATION LATITUDE = 39.73 DEGREES

*******************************************************************************

AVERAGE MONTHLY VALUES IN INCHES FOR YEARS 1 THROUGH 20


PRECIPITATION

TOTALS

STD. DEVIATIONS

RUNOFF

TOTALS

STD . DEVIATIONS

EVAPOTRANSPIRATION

TOTALS

STD. DEVIATIONS

1.3.

0.1.

0.0.

0.0.

0.3.

0.1.

LATERAL DRAINAGE COLLECTED

TOTALS

STD. DEVIATIONS

PERCOLATION/LEAKAGE

TOTALS

0.0.

0.0.

THROUGH

0.0.

5678

6475

358002

562008

596433

116555

1.422.92

0.651.72

0.4690.000

0.4620.000

0.7352.414

0.1811.323

23

11

00

00

12

00

.51

.50

.40

.68

.907

.000

.957

.000

.960

.677

.432

.930

32

11

00

00

21

00

.11

.24

.67

.27

.076

.000

.238

.000

.914

.796

.614

.591

32

11

00

00

30

10

.62

.23

.86

.02

.000

.000

.000

.000

.552

.877

.168

.213

32

21

00

00

30

10

.94

.08

.09

.00

.004

.177

.019

.283

.442

.599

.204

.126

FROM LAYER 2

22055368

12588811

LAYER

00000000

0.08980.3838

0.05330.3640

4

0.00000.0000

00

00

00

.0922

.5092

.1544

.5607

.0000

.0000

00

00

00

.8642

.4853

.9054

.4572

.0000

.0000

10

00

00

.0273

.5914

.8844

.7177

.0000

.0000

00

00

00

.5330

.5333

.4067

.4097

.0000

.0000

STD. DEVIATIONS 0.00000.0000

00

PERCOLATION/ LEAKAGE THROUGH LAYER

TOTALS

STD. DEVIATIONS

AVERAGES OF

DAILY AVERAGE HEAD ACROSS

AVERAGES

STD. DEVIATIONS

0.08770.0748

0.10210.0754

MONTHLY

LAYER

0.00010.0002

0.00000.0003

00

00

.0000

.0000

5

.0766

.0731

.0873

.0719

AVERAGED

4

00

00

.0000

.0001

.0000

.0001

00

00

00

.0000

.0000

.0822

.0691

.0912

.0670

00

00

00

DAILY HEADS

00

00

.0000

.0002

.0001

.0002

00

00

.0000

.0000

.0782

.0699

.0849

.0657

0.0.

0.0.

0.0.

00000000

07830665

08270619

00

00

00

.0000

.0000

.0740

.0672

.0762

.0612

(INCHES)

.0003

.0002

.0004

.0002

0.0.

0.0.

00040002

00030003

00

00

.0002

.0002

.0002

.0002

*******************************************************************************

'It*/**********************************************!

AVERAGE ANNUAL TOTALS & (STD. DEVIATIONS) FOR YEARS 1 THROUGH 20

PRECIPITATION

RUNOFF

EVAPOTRANSPIRATION

LATERAL DRAINAGE COLLECTEDFROM LAYER 2


AVERAGE HEAD ACROSS TOPOF LAYER 4


CHANGE IN WATER STORAGE

INCHES CU. FEET PERCENT

32.89 ( 5.107) 955212.7 100.00

1.993 ( 1.3713) 57873.18 6.059

24.996 ( 2.9886) 725880.37 75.991

5.86682 ( 2.16562) 170372.406 17.83607

0.00000 ( 0.00000) 0.122 0.00001

0.000 ( 0.000)

0.89739 ( 0.92669) 26060.342 2.72822

-0.860 ( 1.6222) -24973.56 -2.614

*****************************************************************************

****************************************************************************

PEAK DAILY VALUES FOR YEARS 1 THROUGH 20

(INCHES)

PRECIPITATION

RUNOFF

DRAINAGE COLLECTED FROM LAYER 2


AVERAGE HEAD ACROSS LAYER 4

PERCOLATION/ LEAKAGE THROUGH LAYER 5

SNOW WATER

4

1

0

0

0

0

4

.09

.534

.49725

.000000

.006

.016676

.43

(CU.

118773

44534

14440

0

484

128578

FT. )

.602

.8203

.18460

.00041

.27893

.9530

MAXIMUM VEG. SOIL WATER (VOL/VOL)

MINIMUM VEG. SOIL WATER (VOL/VOL)

0.3176

0.0731

******************************************************************************

FINAL WATER STORAGE AT END OF YEAR 20

LAYER (INCHES) (VOL/VOL)

8.2871

0.0032

1

2

3

4

5

SNOW WATER

0.2302

0.0128

0.0000

10.2480

42.6028

0.000

0.0000

0.4270

0.1775

*******************!

********************

t************************t************************

M E M O R A N D U M _ CH2MHILL

Neal's Landfill Gas System EvaluationT0: CBS Corporation

FROM: CH2M HILL

DATE: Ju 13/ 1999

An analysis of the quantity of gas that may be generated by the waste within Neal's Landfillwas performed to estimate the quantity of gas that may come from the site, and todetermine if the proposed gas collection system provides appropriate venting of the gas toreduce the potential for migration of gas beyond the property boundary.

The landfill gas generation rate has been conservatively estimated at 15 cfm (see attachedcalculations). The landfill gas management system will include a series of 13 passive gasvents connected to perforated horizontal landfill gas collection pipes. Based on calculationsdesigned to control migration of gas offsite, the system is more than adequate.

Given the very low estimated gas generation rates, the potential for hazard from gasmigration at the landfill is low with the passive vent system to counteract the tendency of alow-permeability cap to prevent free venting of gas from within the landfill.

STL/COVER SYSTEM.DOC

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Meal's LandfillGas Collection System Calculations

Region Area, Ap Ap/Ap(total) Qcalc Lmax Af Qmax FS(sf) (cfm) (ft) (sf) (cfm)

A 38,700 0.09 1.35 180 154,800 937 695B 48,800 0.11 1.70 150 195,200 1418 833C 43,600 0.10 1.52 175 174,400 1086 714D 33,350 0.08 1.16 180 133,400 808 695E 25,600 0.06 0.89 150 102,400 744 833F 26,500 0.06 0.92 200 106,000 578 625G 12,450 0.03 0.43 85 49,800 639 1471H 27,800 0.06 0.97 90 111,200 1347 1389I 68,200 0.16 2.38 130 272,800 2287 962J 77,200 0.18 2.69 135 308,800 2493 926K 27,900 0.06 0.97 110 111,600 1106 1137

Ap (total) 430,100

Qcalc = Ap/Ap(total) * 15 cfmLmax = maximum length to gas collection pipingQmax = kgas * I * Af For maximum allowable head of 109' at edge of waste

I = 109/LmaxAf = area of flow = Ap * 4 feet

FS=Qmax/Qcalc FS against build-up of max allowable head at edge of waste

Sensitivity: Af effective is only 1 foot FS range 156 to 368

gascalcs.xls 7/13/99

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