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,U.S. Environmental Protection AgencyRegion VWaste Management DivisionContract No. 68-W8-0084
CONSTRUCTION QUALITY ASSURANCE PLANFULTZ LANDFILL SITE
BYESVILLE, OHIO
I
IIIIIIII
Remedial Planning Activities atSelected UncontrolledHazardous Waste Sites - Region V
nncPRC Environmental Management, Inc.
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CONSTRUCTION QUALITY ASSURANCE PLANFULTZ LANDFILL SITE
BYESVILLE, OHIO
Prepared For
U.S. ENVIRONMENTAL PROTECTION AGENCYRegion 5 Remedial and Enforcement Response Branch
Chicago, IL 60604
Work Assignment No.Date PreparedContract No.Prepared by
Telephone No.EPA Remedial Project ManagerTelephone No.
46-5NC6November 4, 199468-W8-0084PRC EnvironmentalManagement, Inc.(708) 255-4166Tom Bloom(312) 886-1967
CONTENTS
Sectiort Page
1.0 PURPOSE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
2.0 QUALIFICATIONS AND RESPONSIBILITIES . . . . . . . . . . . . . . . . . . . . . . . . . . 1
2.1 QUALIFICATIONS AND RESPONSIBILITIES OF INVOLVEDORGANIZATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
2.1.1 EPA Functioning as Site Owner . . . . . . . . . . . . . . . . . . . . . . . . . . 12.1.2 OEPA Functioning as Support Agency . . . . . . . . . . . . . . . . . . . . . . 22.1.3 Construction Contractor . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22.1.4 Engineering Finn . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2
2.2 PROJECT MEETINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3
2.2.1 Preconstruction Meeting . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32.2.2 Progress Meetings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32.2.3 Problem or Work Deficiency Meetings . . . . . . . . . . . . . . . . . . . . . 42.2.4 Prefinal and Final Meetings . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3.0 COVER CONSTRUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
3.1 GAS COLLECTION LAYER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
3.1.1 Construction Observation and Inspection . . . . . . . . . . . . . . . . . . . . . 53.1.2 Construction Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
3.2 ANCHOR TRENCH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
3.2.1 Construction Observation and Documentation . . . . . . . . . . . . . . . . . . 63.2.2 Defects and Repairs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
3.3 GEOCOMPOSITE CLAY LINER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
3.3.1 Quality Control Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73.3.2 Subgrade Inspection . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 73.3.3 Construction Observation and Testing . . . . . . . . . . . . . . . . . . . . . . 9
3.3.3.1 GCL Transportation and Storage . . . . . . . . . . . . . . . . . . 93.3.3.2 GCL Handling and Placement . . . . . . . . . . . . . . . . . . . . 9
3.3.4 Defects and Repairs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10
3.4 GEOMEMBRANE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11
3.4.1 Quality Control Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 113.4.2 Construction Observation and Documentation . . . . . . . . . . . . . . . . . . 11
CONTENTS (Continued)
Section Page
3.4.2.1 Transportation and Storage . . . . . . . . . . . . . . . . . . . . . . 113.4.2.2 Geomembrane Placement . . . . . . . . . . . . . . . . . . . . . . . 133.4.2.3 Seaming . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13
3.4.3 Construction Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14
3.5 GEONET . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15
3.5.1 Quality Control Testing . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 153.5.2 Construction Observation and Documentation . . . . . . . . . . . . . . . . . . 15
3.5.2.1 Geonet Transportation and Storage . . . . . . . . . . . . . . . . . 173.5.2.2 Handling and Placement . . . . . . . . . . . . . . . . . . . . . . . 17
3.6 SELECT FILL AND TOPSOIL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17
3.6.1 Construction Observations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 173.6.2 Placement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18
4.0 GROUNDWATER EXTRACTION SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . . . . 19
4.1 EXTRACTION AND MONITORING WELLS . . . . . . . . . . . . . . . . . . . . . 19
4.1.1 Construction Observation and Documentation . . . . . . . . . . . . . . . . . . 194.1.2 Defects and Repairs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
4.2 SYSTEM PIPING AND FITTINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21
4.2.1 Quality Control Documentation . . . . . . . . . . . . . . . . . . . . . . . . . . 224.2.2 Pipe Installation . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 224.2.3 Nondestructive Testing of Joints . . . . . . . . . . . . . . . . . . . . . . . . . . 224.2.4 Grades and Locations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 234.2.5 Valves . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
5.0 DOCUMENTATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23
5.1 DAILY REPORTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 245.2 TEST REPORTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2453 PROGRESS REPORTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 255.4 DOCUMENTATION REPORT AND CERTIFICATION . . . . . . . . . . . . . . . 255.5 AS-BUILT DRAWINGS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26
Appendix ,
EXHIBITS 1 AND 2
TABLES
Table Page
1 QUALITY CONTROL INFORMATION FOR GCL . . . . . . . . . . . . . . . . . . . . . . . 8
2 QUALITY CONTROL INFORMATION FOR THE 40-MIL VERY LOW DENSITYPOLYETHYLNE (VLDPE) TEXTURED GEOMEMBRANE . . . . . . . . . . . . . . . . . . 12
3 QUALITY CONTROL INFORMATION FOR GEONET . . . . . . . . . . . . . . . . . . . 16
in
1.0 PURPOSE
PRC Environmental Management, Inc. (PRC), received Work Assignment No. 46-5NC6, ContractNo. 68-W8-0084, from the U.S. Environmental Protection Agency (EPA) under the AlternativeRemedial Contracting Strategy (ARCS) to prepare the remedial design for the Fultz Landfill site(Fultz site) in Byesville, Ohio. In partial fulfillment of this work assignment, PRC has prepared thisconstruction quality assurance (CQA) plan (CQAP) to be implemented during the remedial action(RA). The RA consists of constructing a landfill cover and installing a groundwater extraction andstorage system. This CQAP specifies the methods and procedures for construction observations andtesting activities necessary to ensure that construction activities are completed in accordance withcontract drawings and specifications.
2.0 QUALIFICATIONS AND RESPONSIBILITIES
This section summarizes the responsibilities of EPA and the engineering firm, and the qualificationsand responsibilities of the construction contractor. Preconstruction, progress, and problem or workdeficiency project meetings will be held throughout the duration of the project.
2.1 QUALIFICATIONS AND RESPONSIBILITIES OF INVOLVEDORGANIZATIONS
The involved organizations include EPA functioning as the site owner, Ohio Environmental ProtectionAgency (OEPA) as the support agency, the construction contractor, and the engineering firm. Theresponsibilities of each of these organizations and the qualifications required of the constructioncontractor are described in the following subsections.
2.1.1 EPA Functioning as Site Owner
EPA is responsible for implementing the remedial design for the Fultz site. EPA will provideregulatory assistance and oversight. EPA has the authority to select and dismiss organizationscharged with CQA and construction activities. EPA also has the authority to accept or reject contract
drawings and specifications, CQAPs, reports, and recommendations of the engineering firm, and thematerials and workmanship of the construction contractor.
2.1.2 OEPA Functioning as Support Agency
OEPA will provide support oversight for the RA. The EPA remedial project manager will seekconcurrence from the Ohio site coordinator for significant changes in the RA scope of work. OEPAwill conduct a joint inspection with the EPA at the conclusion of die RA construction to determinethat the remedy is operational and functional.
2.1.3 Construction Contractor
The construction contractor (contractor) is responsible for constructing the landfill cover and thegroundwater extraction and leachate collection systems according to the RA plans and specifications.The contractor will have performed similar remedial action work in the last 3 years. The contractoris responsible for all equipment, materials, and personnel to be used during construction activities.The contractor is responsible for scheduling the resources necessary to complete construction in atimely and orderly manner.
2.1.4 Engineering Firm
PRC is the engineering firm selected by EPA. The engineer is responsible for approving allcontractor submittals and making design clarifications during construction. The engineer will consultEPA when approving any design changes during construction. The engineer will observe, inspect, anddocument the activities of the contractor in sufficient detail and with sufficient continuity to provideEPA a high level of confidence that the work product complies with the project drawings andspecifications. The engineer will have the authority to stop work at any time if work is notprogressing satisfactorily, does not conform to the drawings and specifications, or does not meet theCQA objectives.
The engineer will inform the contractor or its representative in a timely manner of any deficiencies,deviations, and noncompliance with contract documents. The engineer will address any actual or
suspected work deficiencies as soon as they are apparent to the engiaeer and the engineer has properlyand adequately assessed the situation.
The engineer will establish a program of quick and ready access for the contractor at all times.Communication must be frequent, and the lines of communication will be established at thepreconstruction meeting and will be adhered to throughout the construction.
2.2 PROJECT MEETINGS
Project meetings provide the opportunity for communication to ensure that the final product meets allproject specifications. Three types of meetings may be held during the remedial action process.These types of meetings include preconstruction, progress, and problem or work deficiency meetings.The purpose of each type of meeting is presented in the following subsections.
2.2.1 Preconstruction Meeting
A preconstruction meeting will be held before the remedial action starts. The meeting attendees willinclude EPA, OEPA, the contractor, and the engineer. The meeting will include discussions of thefollowing: review of the CQAP and specifications for any problems or additions; health and safetyrules; work schedule; construction crew size; storage of materials; available facilities; and issuesassociated with construction procedures. The meeting will be documented by the engineer and copiesof minutes will be provided to all parties.
2.2.2 Progress Meetings
The contractor and engineer will attend weekly progress meetings. The engineer will document eachmeeting. The objectives of the meeting include the following:
• Compare progress to schedule
• Plan work for the next week
• Identify problems, conflicts, and situations affecting progress
• Review any new test data
• Review quality assurance/quality control (QA/QC) program and identify newsituations for possible improvements and modifications
• Review health and safety procedures and monitoring, if needed
2.2.3 Problem or Work Deficiency Meetings
A special meeting will be held if a problem or work deficiency is present or likely to occur. At aminimum, the contractor and engineer will attend the meeting. The purpose of the meeting is todefine and resolve the problem or work deficiency as follows:
• Define and discuss the problem or work deficiency
• Review alternative solutions
• Implement an action plan to resolve the problem or deficiency
The engineer will document the meeting. EPA and OEPA will be notified and invited to eachproblem or work deficiency meeting.
2.2.4 Prefinal and Final Meetings
When the RA is substanially complete, a prefinal meeting will be held to review progress and inspectthe RA. After all the issues raised at the prefinal meeting have been addressed by the contractor, afinal RA inspection will be scheduled. EPA, OEPA, the engineer, and contractor will participate inthese meetings.
.&-£:"' 3.0 COVER CONSTRUCTION
The landfill cover consists of the gas collection layer, the anchor trench, the geocomposite clay liner(GCL), the geomembrane, the geonet, and the select fill and topsoil. This section discusses thematerials required for each of these components.
3.1 GAS COLLECTION LAYER
The gas collection layer will be placed above the present surface of the landfill after it is graded tothe elevations shown on the drawings. Fill material required to achieve the desired grade will beplaced in loose lifts not more than 12 inches in thickness, and compacted to a density of at least95 percent of the maximum density as determined by the Standard Proctor Test (ASTM D698).
The contractor is responsible for preparing the gas collection layer. The gas collection layer willconsist of 12 inches of coarse sand material obtained from a local quarry or other source. The coarsesand will have a gradation of 100 percent passing a No. 4 sieve and less than 3 percent passing aNo. 200 sieve. The coarse sand layer will be compacted to 85 percent of the maximum density asdetermined by the Modified Proctor Test (ASTM D1557). The gas header pipes will be buried ingravel material approved by the engineer. The granular fill material will consist of gravel and be freeof shale, clay, sand, and debris. The gravel will consist of 100 percent passing a 0.75-inch sieve, 90to 100 percent passing a 0.5-inch sieve, 40 to 75 percent passing 0.375-inch sieve, 5 to 25 percentpassing a No. 4 sieve, and 0 to 5 percent passing a No. 16 sieve.
3.1.1 Construction Observation and Inspection
Construction observation and inspection of the gas collection layer by the engineer will be coordinatedwith the construction testing described in Section 3.1.2. The gas collection layer installation will beaccepted if the material passes the required gradation analysis, the compaction requirement is met,and upon verification that the grade is within ±0.2 feet of the required grades. The followingobservations by the engineer should be made during construction of this layer:
Observe that the rough grade of the surface of the existing landfill is to approximategrades indicated on the drawings before installing the gas collection layer
Observe that proper grades and slopes are maintained in the gas collection layerbecause this layer is the base for placement of the landfill cap
Observe that the gas collection layer is placed in a loose lift and is spread uniformlyon the top and slopes of the landfill
Observe areas where damage occurred
Observe that the granular material is free of shale, clay, sand, and debris, and that itmeets the gradation requirement
3.1.2 Construction Testing
Field tests should be performed at the frequency mentioned in the project specifications to ensure thatthe subgrade and coarse sand layer are compacted to the densities mentioned in Section 3.1.
3.2 ANCHOR TRENCH
Anchor trenches will be constructed in locations identified in the drawings.
3.2.1 Construction Observation and Documentation
The anchor trench will be inspected before backfilling to ensure that it has been constructed property.Trench corners will be rounded to prevent stressing the geosynthetic materials. Backfilling the treadlwill be performed as soon as possible. The contractor will document the locations and dimension! ofthe anchor trench. The final grades and locations will be presented in the as-built drawings.
3.2.2 Defects and Repair*
The engineer will determine the nature and extent of defects where the anchor trench inspectionindicates that the anchor trench was not properly constructed. The contractor will correct alldeficiencies in the anchor trench.
3.3 GEOCOMPOSTTE CLAY LINER
The GCL will contain natural sodium bentonite as the active ingredient. The GCL quality controltesting, subgrade inspection, transportation and storage, and handling and placement are discussed •this section.
3.3.1 Quality Control Testing
The contractor will provide the engineer with a written warranty that the GCL will not fail due tomanufacturer defects for a period of 5 years. Before the installation of the GCL, the installer willprovide certification signed by an authorized employee of the manufacturer indicating that the materialmeets the required specifications. Quality control information including submittals; packing,shipping, and storage information; and GCL specifications are identified in Table 1.
The active ingredient of the liner will be natural sodium bentonite. The liner will be capable of selfsealing. In the presence of water, the material will have the ability to swell to a volumetric expansionof 10 to 15 times. The bentonite will be encapsulated between geotextiles having a minimum weightof 3 ounces per square yard (ASTM D3776), and will be continuously adhered to both geotextiles andwill then be lock-stitched.
3.3.2 Subgrade Inspection
The surface to be lined will be inspected to ensure that the upper 4 inches of the supporting subgradefor the liner does not contain any stones, roots, or foreign objects having a maximum dimensiongreater than 0.5 inch.
The surface to be lined will be prepared so as to provide a surface that is relatively free ofirregularities and abrupt changes in grade. At no time will the GCL be placed in areas with standingwater.
The subgrade inspection will note damages caused by the installer. Damages will be repaired at theinstaller's expense. The contractor must sign subgrade surface acceptance for each area to be covereddirectly by the GCL.
TABLE 1QUALITY CONTROL INFORMATION FOR GCL
Contractor Submittals• Quality control certificates signed by a responsible representative of the GCL manufacturer.
Certificates will include roll identification number and the results of quality control testsSubgrade surface acceptance, signed by contractor for each area covered directly by GCL
Packing, Shipping, and StorageEngineer must ensure that rolls of the GCL delivered to the site are labeled with the following,at a minimum: manufacturer's name, product identification, manufacturing batch or rollnumber, and length and width of the rollGCLs delivered to the site must be stored in original, unopened protective wrapping in a dryarea and must be protected from precipitation and the direct heat of the sunMaterials must be stored above the ground surface and beneath a roof or other protectivecovering
Bentonite SpecificationsTest
Free swellContinued swellMullen burst strengthPermeability under 5 psi effectivecontinuing pressure
Test MethodUSP-NF-XVIPGRI-GCL-1C
ASTM D 3786ASTM D 0584
Mintmiirr> V^]n«
27mlb
ISO percent150 psid
6 x ItT9 cm/sece
Notes:
a U.S. Pharmacopeia National Formulary XVn, Page 1210b ml = milliliterc Geosynthetic Research Institute, Drexel Universityd psi = pound per square inche cm/sec = centimeter per second
3.3.3 Construction Observation and Testing
The construction observation and testing for the GCL consists of testing of the GCL, observing thetransportation and storage of the GCL, and handling and placement of material. These activities aredescribed in detail below.
3.3.3.1 GCL Transportation and Storage
The contractor will verify that the GCL received on site meets the criteria identified in Table 1.GCLs delivered to the project site will be stored in their original, unopened protective wrapping in adry area and will be protected from precipitation and the direct heat of the sun, especially whenstored for a long period of time. The materials will be stored above the ground surface and beneath aroof or other protective covering. Care will be taken to keep the GCL clean and free from debrisprior to installation.
Upon delivery of the GCL to the site, the engineer must verify that each roll is labeled with thefollowing, at a minimum: manufacturer's name, product identification, manufacturing batch or rollnumber, and length and width of the roll. Any roll of GCL delivered to the site without the properlabeling will, at the engineer's discretion, be rejected and will subsequently be removed from the sueat the contractor's cost.
The contractor will submit all delivery tickets and GCL manufacturer's quality control documentationto the engineer.
3.3.3.2 GCL Handling and Placement
The contractor will remove the protective wrapping from the rolls to be deployed only after thesubgrade layer in die field has been approved by the engineer.
The installer will handle all GCL in a manner that ensures it is not damaged in any way, and thefollowing requirements will be complied with:
GCL will be placed in such a manner as to ensure minimum handling
GCL will be installed according to the manufacturer's instructions. The amount ofGCL installed during a day must be covered with the VLDPE liner before the end ofthe day
GCL must be dry when installed and will not be installed in standing water or duringrain; if any section of the GCL becomes wet following installation, the material willbe replaced at the installers expense, unless the increase in thickness of the GCL dueto swelling is less than 0.3 inches
Installer must take any necessary precautions to prevent damage to the subgradeduring placement of the GCL
GCL will be installed in a relaxed condition and will be free of excessive tension orstress upon completion of the installation
On slopes, the edges of the uphill panel shall overlap the edges of the downhill panel.
The engineer will verify that the GCL is installed according to the criteria identified in the projectspecifications.
GCL sheets will be overlapped a minimum of 8 inches. All dirt and other foreign materials will beremoved from the overlap area of the sheets.
3.3.4 Defects and Repairs
Holes, tears, or rips in the geotextiles made during transportation, handling, placement or anytimebefore backfilling should be repaired by patching. If the bentonite component of the GCL isdisturbed either by loss of material or by shifting, it should be covered using a full GCL patch of thesame type of product.
The size of the geotextile patch must extend at least 12 inches beyond any portion of the damagedgeotextile and must be heat bonded to the product to avoid shifting during placement and positioning.
If bentonite particles are lost from within the GCL so that the density is reduced to less than 1 Ib/ft2
or if the clay has shifted, then the patch will consist of the full GCL product. It will extend at least12 inches beyond the extent of the damage at all locations.
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If bentonite panicles are lost from within the GCL so that the density is reduced to less than 1 Ib/ft2
or if the clay has shifted, then the patch will consist of the full GCL product. It will extend at least12 inches beyond the extent of the damage at all locations.
If the project specification criteria cannot be met, or unusual weather conditions hinder work, thecontractor will develop and present suggested solutions for approval by the engineer.
3.4 GEOMEMBRANE
The geomembrane quality control testing, transportation and storage, placement, seaming, andconstruction testing are discussed in this section.
3.4.1 Quality Control Testing
The manufacturer of the polymer raw materials will provide documentation confirming that the rawmaterials comply with the manufacturer's product properties and performance specifications. Theinformation to be included in the contractor's submittal and the manufacturer's QC testing informationis identified in Table 2.
Samples of the material received at the site and laboratory test results must verify that thegeomembrane conforms with the manufacturer performance specifications.
3.4.2 Construction Observation and Documentation
The construction observation and documentation for the geomembrane consists of testing of thegeomembrane, observing the transportation and storage of the material, and handling and placement.These activities are described in detail below.
3.4.2.1 Transportation and Storage
The contractor will check the delivery tickets and quality control documentation from thegeomembrane manufacturer to verify that the geomembrane rolls meet the specifications in Table 2.
11
TABLE 2
QUALITY CONTROL INFORMATION FOR THE 40-MILVERY LOW DENSITY POLYETHYLNE (VLDPE) TEXTURED GEOMEMBRANE
Contractor SubmittalGeomembrane sheet manufacturer test methods and results defining properties of thegeomembrane. Test results should be representative of each roll of geomembrane and shouldbe reported with corresponding roll identification numbersStatement of geomembrane manufacturer's quality control procedures, identification of anyresin admixtures, frequency of sampling, methods of material transportation and storage, andacceptance criteria for roll goods delivered to site
• Submittals describing geomembrane sheet manufacturer's details of any factory seamingprocessProposed panel and seam layout diagram from the geomembrane installerInstallation schedule from the installer
• List of personnel performing field supervision, seaming supervision, quality control, and theirrespective experience records and resumesList of equipment types proposed to be used in panel layout, membrane seaming, anddestructive and nondestructive testingQuality control certificate indicating resin type, properties as specified herein, and productiondates for each roll delivered to the siteInstaller's certification in writing that surface upon which the geomembrane is to be installed isacceptable
Manufacturer's QC Testing of Textured GeomembraneTest
ThicknessTensile strength at breakElongation at breakTear resistancePuncture resistanceEnvironmental sttess crackLow temperature brittlenessSeam shear strengthSeam peel adhesion
ASTMD 1593D638D638
D 1004, Die CFTMS 101C, 2065.1
D 1693D746D4437D4437
Test Value Textured40 mil
120 ppia
750 percent16 pounds50 pounds1,500 hours
-25 8F88 ppi60ppi
Note:
a ppi = pounds per inch
12
The engineer will inspect the geomembrane for damages such as punctures, tears, crumpling, ortearing. If damage is discovered, then the entire shipment of geomembrane needs to be carefullyinspected for damage.
The geomembrane will be stored in a secure area. Unprotected geomembrane rolls will not be storeddirectly on the soil. The proper storage of the geomembrane rolls will prevent damage fromultraviolet light, heavy winds or precipitation, and vandals.
3.4.2.2 Geomembrane Placement
The workers installing the geomembrane will prevent damage to the geomembrane. The installationshould not create excessive tension or wrinkles that could crease at the average temperature of thefinal use condition. Geomembrane panels will be overlapped from the top to the bottom in thedownslope direction. In the corners and in other tight areas, panel placement will be performed toensure that field seams are minimized. The contractor will observe the weather conditions to ensurethat they are acceptable for geomembrane placement and seaming.
The engineer must inspect each geomembrane panel for damage before or during placement. Afterthe engineer has approved the installation of the geomembrane panel in an area, the geonet shall beplaced over the geomembrane within 24 hours to minimize exposure to sunlight.
3.4.2.3 Seaming
The engineer will perform the following inspections and observations and document them for the fieldseaming operations:
Personnel seaming the membrane are approved and have sufficient experience in fieldseaming; trial welds are performed in accordance with procedures identified in theproject specifications; seams are destructively tested in the field to verify that seamingoperations are adequate
Weather conditions are observed and documented to ensure that they are acceptablefor seaming
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• Seam area is clean and free of excessive moisture, dirt, dust, and other foreignmaterials
• Each seam is observed for seam completeness; documentation for each seam willinclude the seam identification number, the date, the weather conditions, identificationof seamer and apparatus, and the length of the seam
• For field seams that fail, either the seam can be reconstructed through the failed seamlocation between two previously passed seam locations or the installer can go on eachside of the failed seam location, take additional samples, test them and if they pass,can reconstruct the seam between the two passing points; if the seam still fails, thenthe process will be continued
• All repairs are performed as soon as possible and in accordance with the projectspecifications; all repairs are documented including date, location, type, method used,operator, and apparatus
3.4.3 Construction Testing
All seams will be nondestructively tested over their entire length using either the ultrasonic method,the pressure test method, or the vacuum test method as appropriate. The test documentation will besubmitted to the engineer on a daily basis. Areas thought to be potentially inaccessible tonondestructive continuity testing equipment will be brought to the engineer's attention prior to thestart of work.
The installer will perform the nondestructive continuity testing of field seams as the work progressesto provide the opportunity for immediate rewelding and retesting as necessary. The installer willmark, repair, and retest all defects discovered.
For vacuum box testing, a vacuum pressure of 5 pounds per square inch (psi) will be applied for aminimum of IS seconds. Areas where soap bubbles appear will be marked and repaired inaccordance witfc project specifications.
For air pressure testing, the air space created by the fusion weld will be tested for continuity. Theminimum pressure will be 24 psi. The maximum allowable pressure drop is 4 psi. The minimumpressure will be maintained for a 2-minute stabilization period, after which the source will bedisconnected from the air pressure gauge and the maximum pressure drop will be measured over a 5-
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minute period. If pressure loss is greater than 4 psi, the faulty area must be located and repaired inaccordance with the project specifications.
The installer will label each area tested, directly on the geomembrane surface in the vicinity of theseam, with the following information:
• Date and time of test
• Initials of the operator using testing device
• Status or results of the outcome of nondestructive testing
• Start and finish time and pressure used (pressure test method only)
3.5 GEONET
The geonet is designed to provide drainage for the cover. The geonet quality control testing,transportation and storage, and handling and placement is discussed in this section.
3.5.1 Quality Control Testing
The geonet will consist of a high density polyethylene material specifically designed for drainageapplications. The geonet materials will comply with the properties listed in the project specifications.
The geonet manufacturer will submit information on the geonet identified in Table 3.
3.5.2 Construction Observation and Documentation
The construction observation and documentation for the geonet consists of testing of the geonet,observing the transportation and storage of the material, and handling and placement. These activitiesare described in detail below.
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TABLE 3
QUALITY CONTROL INFORMATION FOR GEONET
Contractor's SubmittalManufacturer's certified raw material and roll material data sheetsManufacturer's QC manualOne 24-inch by 24-inch minimum size geonet sample
Handling and Placement• Geonet is free of dirt, dust, mud, or any other foreign materials• Each roll must be labeled with the manufacturer's name, product identification, lot number, roll
number, and roll dimensions• Weather conditions must be appropriate for placement and exposing the geonet to rain or direct
sunlight during and after installation is minimized• Geonet must be unrolled downslope keeping the net in slight tension to minimize wrinkles and
folds• Adjacent rolls must be overlapped a minimum of 6 inches• Fasteners, as recommended by the manufacturer, will be used to join adjacent rolls
Fasteners must be spaced a maximum of 5 feet along downslope roll overlaps and a minimumof 2 feet along cross-slope roll overlaps
Geonet PropertiesProperty
Polymer density, minimumPolymer melt index, maximumCarbon black contentWide width tensile strength, minimumThickness, nominal
Transmissivity, minimum
ASTMD 1505D 1238D4218D4595D 1777
D4716
Test Value0.930 g/cm3a
1.1 g/10minb
2-3%23 lbs/inc
0.20 inch at 2 kP**loading
6.23 gal/min/ft*
Notes:a g/cm3 = gnat per cubic centimeterb g/10 min ~ fttms per 10 minutesc Ibs/in = pounds per inchd kPa = kilo pascalse gal/min/ft = gallon per minute per foot
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3.5.2.1 Geooet Transportadon and Storage
The contractor will inspect the geonet material upon delivery to the site to confirm and document thatthe material conforms with the geonet properties identified in Table 3. Documentation for each rollof geonet will include the manufacturer, product type, roll number, roll dimensions, and unloadingmethod. The materials will be visually inspected to verify that they have not been damaged duringtransportation. Each roll will be visually inspected and the results of the inspection will bedocumented to report any damage or nonconformance to the engineer. The geonet will be keptcovered until it is ready for installation.
3.5.2.2 Handling and Placement
During the installation of the geonet, the engineer will perform inspection activities to verify thatproper handling and placement is performed. The inspection activities are identified in Table 3.
3.6 SELECT FILL AND TOPSOIL
The select fill and topsoil will be placed after the geonet has been installed. Constructionobservations and placement requirements are discussed in this section.
3.6.1 Construction Observations
The engineer will verify that the selected fill and topsoil meet the material specifications given below.
Suitable select fill materials will consist of a cohesionless or low-plasticity soil type classified as eithersilty sands (SM or SW-SM), clayey sands (SC), or lean clays (CL) according to the Unified SoilClassification System. In addition, the material will have 100 percent of the material by weightpassing the 3/4-inch sieve, at least 70 percent passing the No. 4 sieve, and 12 to 60 percent passingthe No. 200 sieve. The material will have a Plastic Index (PI) of no greater than 20. Unsuitablematerials include all materials that contain debris, roots, brush, sod, organic, or frozen materials.The select fill will be placed in a moist, nearly saturated condition.
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Acceptable topsoil will contain a liberal amount of humus, suitable for the growth of grass and plants.Material will be free from hard lumps, plants and their roots, gravel, cinders, stones over 0.5 inch insize, weed seeds, quack grass roots, and any other undesirable material.
3.6.2 Placement
The engineer will verify that the select fill and topsoil materials are placed and compacted as follows.
No equipment will be pulled or driven directly on the geosynthetic material. Equipment will beallowed on areas underlain by the geosynthetic only after the first layer of fill has been placed. Thecontractor will temporarily anchor the geosynthetic at the top and wherever is necessary to eliminategeosynthetic displacement prior to placement of select fill. The first layer of select fill material andeach subsequent layer will be placed in a minimum of 15-inch and a maximum of 18-inch loose lifts.The select fill material will be placed in a moist, nearly saturated condition. The contractor will placethe select fill starting at the toe of the slope and will work up the slope, parallel to the toe. Thecontractor will not drop or dump select fill directly onto the geosynthetic material from a heightgreater than 3 feet. The select fill will be placed onto the geosynthetic material by dropping from afront end loader and graded into place with a dozer that has low ground pressure tracks that do notexceed a ground pressure of 10.5 psi. Wheeled vehicles will not be allowed on the cover, until afterthe topsoil and select fill is graded into place and traffic compacted. The select fill will not bestockpiled on the geosynthetic material. The front-end loader will be used in such a way as to notcause excessive rutting in the lift. Pushing fill material across the geosynthetic material will not bepermitted. The contractor will use a minimum effort to compact the select fill by using two passes ofonly the tracks of the placement equipment. The contractor will cover the geosynthetic material assoon as possible after placement to reduce the potential for damage from ultraviolet radiation, wind,temperature extremes, and ongoing construction activity. Any damage to the geosynthetic matertialcaused by the contractor's operations in placing select fill upon the geosynthetic materials will berepaired at the contractor's expense.
Topsoil will be relatively dry and placed only during dry weather. Approximately 3 inches of topsoilwill be placed on the side slopes over the finished soil layer. The required soil reinforcement will beplaced on the side slopes to reinforce the slopes. An additional layer of topsoil will be placed and
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compacted to the finished grade as shown on the contract drawings. Where soil reinforcing is notrequired, topsoil will be placed in a single lift to obtain the compacted 6-inch thickness.
The contractor will demonstrate that the placement and compaction technique prevents damage to thegeonet by constructing a test section.
4.0 GROUNDWATER EXTRACTION SYSTEM
The engineer will verify that the groundwater extraction system meets the criteria identified in theproject specifications.
4.1 EXTRACTION AND MONITORING WELLS
The contractor will install two extraction wells and will modify two existing pump test wells. Inaddition, three monitoring wells will be installed downgradient of the site. The contractor will subafcdetails relating to well casing, well screen, protective casing, grout and bentonite slurry, and the Altarpack.
4.1.1 Construction Observation and Documentation
The engineer will observe the installation of the extraction and monitoring wells. The contractor willprepare boring logs that include the following:
Boring identification numberDate and time of drillingDrilling methodSample numberSample depth (ft)Sample type (split spoon)Standard penetration valuesUnified Soil Classification SymbolSample descriptionDepth to water table
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The contractor will prepare well logs that include the following:
• Date and time of construction• Drilling method and drilling fluid, if used• Well location (±0.5 ft)• Borehole diameter and well casing diameters• Well depth C±0.1 ft)• Drilling and lithologic logs• Casing materials• Screen materials and design• Casing and screen joint type• Screen lot size and length• Filter pack material and size, grain analysis (D10)• Filter pack volume calculations• Filter pack placement method• Sealant materials (percent bentonite)• Sealant volume and density (pounds per gallon flos/gal] or Ibs per cubic foot of
cement)• Sealant placement method• Surface seal design and construction• Well development procedure• Type of protective well cap• Ground surface elevation (±0.1 ft)• Surveyor's pin elevation (.+0.01 ft) on concrete apron• Top of extraction and monitoring well casing elevation (+0.01 ft)• Top of protective steel casing elevation C+.0.01 ft)• Detailed drawing of well (including dimensions)• Elevations of bottom of borehole; bottom of pack; bottom of screen; top of screen;
top of pack; bottom of seal, top of seal; ground surface; top of riser; and top ofprotective casing
The contractor will certify monitoring and extraction wells. Each monitoring and extraction wellcertification will be accompanied by a certification report, including an accurate log of the soil boringthat thoroughly describes the location, lithologic formations, zones of encountered water, weatherconditions, odors or contaminants detected, noted subsurface structures, and soil conditionsencountered in the boring for the well. The drilling and construction details report will be included,as well as laboratory test reports and any other pertinent documentation relating to well construction.
The engineer will review all test data sheets, drilling, and construction reports. The following criteriawill be used to accept or reject wells:
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• Wells and backfill will meet the project specifications
• Wells and boreholes do not contain unrecovered portions of drill casing, augers, orother drilling materials
• Well casing and screen materials are free of any unsecured couplings, ruptures, orother physical breakage and defects before and after installation
• Material in the annular space of each installed well forms a continuous and uniformstructure, free of any fractures or cracks
• Casing or screen deformation or bending is minimal to the point of allowing theinsertion and recovery of a pump and/or bailer of optimal design for the casing
• Joints are constructed to provide a straight, nonconstricting, and watertight fit
• Well backfill materials provide continuous annular filling around the well casing
• Installed wells are free of extraneous objects or materials
Wells not meeting these criteria are subject to rejection and will require repair at the contractor'sexpense.
4.1.2 Defects and Repairs
If a defect is discovered in the final product, the engineer will determine the extent of the defect. Ifthe defect is indicated by an unsatisfactory test result, the engineer will determine the extent of thedeficient area by performing additional tests, conducting observations, reviewing records, or othermeans that the engineer deems appropriate. The contractor will complete the repairs required by the
engineer in a timely manner.
4.2 SYSTEM PIPING AND FITTINGS
This section is applicable to all ranges of pipe size and fittings. Specifically, this includes leachateand groundwater pipes and associated valves.
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4.2.1 Quality Control Documentation
Before installing the high density polyethylene (HOPE) liner and polyvinyl chloride (PVC) pipe andfittings, the contractor will provide the engineer with the following information:
• Pipe resin origin and quality data for HOPE
• Manufacturing data and quality control certification of conformance to statedproperties
• Pipe will be stamped or labeled to identify size, standard dimension ratio, andpressure rating, at a minimum
The engineer will verify that all shipped piping has appropriate labeling and will verify condition ofpipe.
4.2.2 Pipe Installation
The trenches for pipe installation will be no greater than 18 inches wide and at least 24 inches deep.The bedding for the pipe will be 6-inches thick and will provide uniform support to the pipe. Thetrench will be backfilled to the final grade and compacted as specified for the select fill.
For all joints, the engineer will observe general welding procedure and record pipe size, ambienttemperature, time, date, name of the welder, and the outcome of welding.
4.2.3 Nondestructive Testing of Joints
All butt-fused pipe will be pressure tested to determine weld integrity. The engineer will monitortesting of pipe. Test pressure and duration will conform to the project specifications.
All nonperforated HOPE joints must be nondestructively tested. These pipe joints will be tested usingthe pressure test. Other nondestructive test methods may be used only when the installer can proveits effectiveness.
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Typical nondestructive joint testing methods use air for pressure testing. The containment pipe willbe air tested at 10 psi, and the carrier pipe will be hydrostatically tested to 100 psi. Test pressureswill be held for at least 1 hour. Test plugs will be fitted to both ends of the section of pipe to bepressure tested. The results will be documented, including the amount of loss and the appliedpressure readings. Gauge readings will be taken initially and at 10-minute intervals, and the gaugewill be capable of being read to the nearest 1 psi.
In case of a failed air pressure test, portions of the pipe failing the test will be tested by individualsegments to detect the location of the leak. Any pipe segments failing the pressure test will beremoved and a new section will be fused into place.
4.2.4 Grades and Locations
The engineer will document the grade and location of the pipe, and the associated well box or wellvault. Horizontal control will be in accordance with the state plane coordinate system. Verticalcontrol will be U.S. Geological Survey (USGS) elevations. Survey documentation of all pipingsystems will be recorded at 50-ft intervals, as well as on all finings, changes of horizontal alignment,and grade breaks. The final grades and locations will be presented in the as-built drawings.
4.2.5 Valves
The engineer will verify that all valves are installed as shown on the drawings. The contractor willsubmit all manufacturer's data on the valves to the engineer.
5.0 DOCUMENTATION
The engineer will provide EPA with monthly reports based on daily field logs. At the job site, theengineer will maintain a complete file of all documents that compose the CQAP, including plans andspecifications, checklists, test procedures, daily logs, and other pertinent documents. The engineerwill document that all requirements specified in the remedial action of the project have beenaddressed.
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5.1 DAILY REPORTS
The engineer will complete a daily report and/or logs on prescribed forms (see Exhibit 1 in theAppendix) outlining monitoring activities for that day. At a minimum, the report will consist of fieldnotes, observations and test data sheets, and construction problems and solution data sheets. Asummary -of all supporting data sheets along with final testing results and engineer's approval of thework will be required upon completion of construction.
EPA will be made aware of any significant recurring nonconformance with the project specifications.EPA, in consultation with the engineer, will then determine the cause of the nonconformance andrecommend appropriate changes. When this type of evaluation is made, the results must bedocumented, and any revision to procedures or specifications will be approved by the engineer.
5.2 TEST REPORTS
The engineer will collect records of field and laboratory testing as specified in Sections 3.0 and 4.0on prescribed forms. A summary list of test results will be prepared by the engineer on an ongoingbasis.
At a minimum, the forms will include the following information:
• Description or title of the inspection activity
• Location of the inspection activity or location from where the sample was obtained
• Type of inspection activity; procedure used (refer to standard method whenappropriate)
• Recorded observation or test data, with all necessary calculations
• Results of the inspection activity; comparison with specification requirements
• Personnel involved in the inspection activity
• Signature of the PRC engineer
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5.3 PROGRESS REPORTS
The engineer will prepare and submit monthly progress reports to EPA. Each report will include anoverview of progress to date and an outline of any changes made to the plans, drawings, orspecifications. The report will also include any problems or deficiencies encountered duringconstruction at the site, an outline of any action taken to remedy the situation, and a brief descriptionof activities anticipated for the next reporting period.
5.4 DOCUMENTATION REPORT AND CERTIFICATION
Upon completion of the work, the engineer will submit a final RA report to EPA. This report willsummarize the activities of the project, and document all aspects of the QA program performed.
The final report will include, at a minimum, the following information:
• Parties and personnel involved with the project
• Scope of work
• Narrative of project (detailed chronologically)
• Quality assurance methods
• Test results (conformance, including field and laboratory tests)
• Photographs documenting all major activities
• Documentation drawings
• Summaries of geomembrane repairs
The engineer will certify in the report that the RA was completed in substantial compliance with theapplicable designs and regulatory approvals and permits. A recommended outline for the final RAreport is given in Exhibit 2 in the Appendix.
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5.5 AS-BUILT DRAWINGS
The engineer will prepare the drawings. The documentation will include, at a minimum, thefollowing information:
• Title and index
• Site topography
• Plan view of cover
• Cover details (multiple sheets)
• Groundwater extraction well detail
• Storage tank and piping detail
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APPENDIX
EXHIBITS 1 AND 2
EXHIBIT 1
FULTZ LANDFILL REMEDIAL ACTIONBYESVILLE, OHIO
DAILY REPORT
DATE SHEET NO.
FIELD CONDITIONS
WEATHER CONDITIONS
ENGINEER'S SIGNATURE CONTRACTOR
VISITORS TO SITE
DESCRIPTION OF EQUIPMENT AND MANPOWER
WORK PERFORMED
Page __ of
A-l
EXHIBIT 1 (Continued)
FULTZ LANDFILL REMEDIAL ACTIONBYESVILLE, OHIO
CONSTRUCTION PROBLEM AND SOLUTION DATA SHEET
DATE ____________________________________ SHEET NO.
ENGINEER'S SIGNATURE _______________________________
CONSTRUCTION CONTRACTOR'S SIGNATURE
DESCRIPTION OF SITUATION
RESPONSE TO SITUATION
Pag« _ o* _
A-2
EXHIBIT 2
FULTZ LANDFILL REMEDIAL ACTION REPORTGENERAL OUTLINE
1. Introduction
A. Site backgroundB. PurposeC. Scope
2. Summary of all Construction Activities
A. CoverB. Groundwater extraction system
3. Construction Quality Assurance Activities
A. Field test result summaryB. Laboratory test result summaryC. Vertical and horizontal control documentation
4. Summary and Conclusions
5. Project Certification
6. Appendixes
A. Daily reportsB. Documented field nuclear density test resultsC. Documented geosynthetic test resultsD. Laboratory test resultsE. Installation detailsF. Survey resultsG. Photographic documentation
A-3
