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Home My WebLink About0403_Anson_PTCapplic2_20180326ANSON LANDFILL PHASES 3-4 PERMIT TO CONSTRUCT APPLICATION CONSTRUCTION QUALITY ASSURANCE PLAN Prepared For: CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC., A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC. Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. CHARLOTTE, NORTH CAROLINA CEC Project 143-125 SEPTEMBER 2016 Flm--; Civil & Environmental Consultants, Inc. ! 900 Center Park Drive, Suite A i Charlotte, INC 28217 1 p: 980-224-8104 f: 980-224-8172 1 www.cecinc.com TABLE OF CONTENTS Page 1.0 GENERAL..........................................................................................................................I 1.1 Introduction............................................................................................................. 1 1.2 Definitions Relating to Construction Quality......................................................... 1 1.2.1 Construction Quality Assurance and Construction Quality Control ...........1 1.2.2 Use of the Terms in this Plan.......................................................................2 1.2.3 CQA Certification Document......................................................................2 1.2.4 Discrepancies between Documents..............................................................3 1.3 Parties to Construction Quality Assurance............................................................. 3 1.3.1 Description of the Parties.............................................................................3 1.3.1.1 Owner...............................................................................................3 1.3.1.2 Design Engineer...............................................................................3 1.3.1.3 Contractor........................................................................................3 1.3.1.4 Construction Quality Assurance (CQA) Engineer ...........................4 1.3.1.5 Construction Surveyor.....................................................................4 1.3.1.6 Soils Engineer..................................................................................4 1.3.1.7 Geosynthetics Manufacturer............................................................4 1.3.1.8 Geosynthetics Installer.....................................................................4 1.3.1.9 Geosynthetics Construction Quality Assurance Laboratory ............ 5 1.3.1.10 Soils Construction Quality Assurance Laboratory ........................5 1.3.2 Qualifications of the Parties.........................................................................5 1.3.2.1 Contractor........................................................................................5 1.3.2.2 Geosynthetics Manufacturers...........................................................6 1.3.2.3 Geosynthetics Installer.....................................................................6 1.3.2.4 Construction Quality Assurance Consultant....................................6 1.4 Units........................................................................................................................ 6 1.5 References...............................................................................................................7 1.6 Site and Project Control.......................................................................................... 7 1.6.1 Preconstruction Meeting..............................................................................8 1.6.2 Daily and Weekly Progress Meetings..........................................................9 1.6.3 Problem or Work Deficiency Meetings.......................................................9 2.0 SOILS CONSTRUCTION..............................................................................................10 2.1 Introduction........................................................................................................... 10 2.2 Earthwork Construction........................................................................................ 10 2.2.1 Subgrade....................................................................................................10 2.2.1.1 Subgrade Materials..................................................................10 2.2.1.2 Subgrade Construction.............................................................10 2.2.2 Compacted Soil Liner.................................................................................12 2.2.2.1 Compacted Soil Liner Materials..............................................12 2.2.2.2 Compacted Soil Liner Test Pad................................................14 2.2.2.3 Compacted Soil Liner Testing Requirements ..........................15 2.2.2.4 Compacted Soil Liner Construction.........................................16 2.2.2.5 Compacted Soil Liner Compaction Control .............................17 2.2.2.6 Compacted Soil Liner Protection of Work...............................18 Civil & Environmental Consultants, Inc. _i- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Table of Contents (continued) Page ii 2.3 Soils Testing.......................................................................................................... 18 2.3.1 Test Methods..............................................................................................18 2.3.2 Soils Testing Requirements.......................................................................19 2.4 Soils Construction Quality Assurance and Construction Quality Control ........... 19 2.4.1 Monitoring.................................................................................................19 2.4.2 Laboratory and Field Tests........................................................................19 2.4.3 Construction Quality Control and Quality Assurance Testing Frequency...............................................................................................................20 2.4.4 Deficiencies................................................................................................21 2.4.4.1 Notification..............................................................................21 2.4.4.2 Repairs and Retesting..............................................................21 3.0 GEOSYNTHETIC CLAY LINER.................................................................................22 3.1 Raw Materials....................................................................................................... 22 3.2 GCL Rolls............................................................................................................. 24 3.3 Acceptance Criteria............................................................................................... 26 3.4 Transportation, Handling and Storage................................................................... 26 3.5 Conditions for GCL Placement............................................................................. 27 3.6 Surface Preparation............................................................................................... 28 4.0 GEOMEMBRANE LINER.............................................................................................30 4.1 Geomembrane Manufacturer's Certification and CQA Conformance Testing................................................................................................................... 30 4.1.1 Geomembrane Manufacturer's Certification.............................................30 4.1.2 Raw Material..............................................................................................30 4.1.3 Geomembrane Manufacturing...................................................................32 4.1.4 Rolls and Sheets.........................................................................................32 4.2 Geomembrane Installation.................................................................................... 34 4.2.1 Transportation, Handling, and Storage......................................................34 4.2.2 Earthwork...................................................................................................34 4.2.2.1 Surface Preparation..................................................................34 4.2.2.2 Anchorage System...................................................................35 4.2.3 Geomembrane Placement..........................................................................36 4.2.3.1 Field Panel Identification.........................................................36 4.2.3.2 Field Panel Placement..............................................................36 4.2.4 Field Seaming............................................................................................39 4.2.4.1 Overlapping.............................................................................39 4.2.4.2 Seam Preparation.....................................................................39 4.2.4.3 Weather Conditions for Seaming.............................................39 4.2.4.4 Test Seam.................................................................................40 4.2.4.5 General Seaming Procedure.....................................................40 4.2.4.6 Seam Layout............................................................................41 4.2.4.7 Requirements of Personnel......................................................42 Civil & Environmental Consultants, Inc. -ii- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Table of Contents (continued) Page iii 4.2.4.8 Seaming Equipment and Products...........................................42 4.2.4.9 Nondestructive Seam Continuity Testing................................43 4.2.4.10 Destructive Seam Testing........................................................43 4.2.4.11 Geosynthetics Construction Quality Control Laboratory Testing......................................................................................47 4.2.4.12 Defining Extent of Destructive Seam Test Failure ..................48 4.2.4.13 Nondestructive Conductive Leak Testing................................48 4.2.5 Defects and Repairs...................................................................................48 4.2.5.1 Seam Reconstruction Procedures.............................................49 4.2.5.2 Documentation of Repairs.......................................................49 4.2.6 Liner Systems Acceptance.........................................................................49 4.2.7 Materials in Contact with Geomembranes.................................................50 4.2.7.1 Pumps and Appurtenances.......................................................50 5.0 GEONET MATERIAL AND INSTALLATION QUALITY ASSURANCE .............52 5.1 Manufacturing.......................................................................................................52 5.2 Labeling................................................................................................................ 55 5.3 Shipment and Storage........................................................................................... 55 5.4 Handling and Placement....................................................................................... 56 5.5 Seams and Overlaps.............................................................................................. 57 5.6 Repair....................................................................................................................57 6.0 HIGH DENSITY POLYTHYLENE PIPE AND FITTINGS CONSTRUCTION QUALITY ASSURANCE..............................................................58 6.1 Material Requirements.......................................................................................... 58 6.2 Manufacturer.........................................................................................................58 6.2.1 Verification and Identification...................................................................59 6.3 Nondestructive Testing......................................................................................... 59 6.3.1 Nondestructive Testing of Joints...............................................................59 7.0 LEACHATE COLLECTION SYSTEM CONSTRUCTION QUALITY ASSURANCE...................................................................................................................60 7.1 Introduction........................................................................................................... 60 7.2 Granular Leachate Collection System.................................................................. 60 7.2.1 Protective Cover Material..........................................................................60 7.2.2 Sump and LCS Pipe Drain Material..........................................................62 7.3 Related Materials.................................................................................................. 62 7.3.1 High Density Polyethylene (HDPE) Pipe Material...................................62 7.3.2 Soil Buffer Layer Material.........................................................................62 7.4 Materials Testing.................................................................................................. 63 7.4.1 Test Methods..............................................................................................63 7.4.2 Material Testing Requirements..................................................................64 7.5 LCS Construction Quality Assurance................................................................... 64 Civil & Environmental Consultants, Inc. -iii- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Table of Contents (continued) Page iv 7.5.1 Monitoring.................................................................................................64 7.5.1.1 Deficiencies..............................................................................64 7.5.1.2 Notification..............................................................................65 7.5.1.3 Repairs and Retesting..............................................................65 8.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION ........................66 8.1 Documentation......................................................................................................66 8.2 Record Keeping.................................................................................................... 66 8.2.1 Memorandum of Discussion with Contractor............................................66 8.2.2 Observation Logs and Testing Data Sheets...............................................67 8.2.3 Construction Problem and Solution Data Sheets.......................................67 8.3 Photographic Reporting Data................................................................................ 68 8.4 Design and/or Specification Changes................................................................... 68 8.5 Progress Reports................................................................................................... 69 8.6 Signature and Final Report ................................................................................... 69 8.7 Storage of Records................................................................................................ 70 TABLES Table 2-1 — Structural Fill Testing Requirements Table 2-2 — Material Property Requirements Compacted Soil Liner Borrow Source Table 2-3 — Pad Testing Requirements Table 2-4 — Compacted Soil Liner Testing Requirements During Construction Table 3-1 — Required Physical Properties of GCL Rolls Table 3-2 — Required Physical Properties of GCL Rolls Table 4-1 — Required Physical Properties of Textured Membrane Liner Rolls Table 4-2 - Required Quality Control Pre -Shipment Testing of Textured Geomembrane Liner Table 5-1 —Non-Woven Geotextile Properties and Test Methods Table 5-2 — Woven Geotextile Properties and Test Methods Table 5-3 — GDL Property Value Requirements Table 5-4 — Manufacturing Quality Control Table 7-1 — Protective Cover Material Civil & Environmental Consultants, Inc. -iv- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 1.0 GENERAL 1.1 INTRODUCTION The Anson Landfill Leachate Storage Facility Upgrade Construction Quality and Quality Control (CQA) Plan has been prepared to provide the Owner, Design Engineer, CQA Engineer, the Contractor, and the Geosynthetics Installer the means to govern the construction quality and to satisfy the environmental protection requirements under current solid waste management regula- tions. The CQA Plan is organized as follows: • Section 1.0 — General; • Section 2.0 — Soils Construction; • Section 3.0 — Geosynthetic Clay Liner; • Section 4.0 — Geomembrane Liner; • Section 5.0 — Geonet Material and Installation; • Section 6.0 — High Density Polyethylene Pipe and Fittings; • Section 7.0 — Leachate Collection System; and • Section 8.0 — Construction Quality Assurance Documentation. 1.2 DEFINITIONS RELATING TO CONSTRUCTION QUALITY 1.2.1 Construction Quality Assurance and Construction Quality Control This CQA Plan is devoted to construction quality assurance/quality control regarding the liner system. In the case of geosynthetics, CQC is provided by the manufacturers and installers of the various materials. The manufacturer's specifications and quality control requirements are included by reference only, and a complete updated version will be incorporated as part of the construction contract documents. In the context of this Plan, construction quality assurance and construction quality control are defined as follows: Civil & Environmental Consultants, Inc. _1- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Construction Quality Assurance (CQA) — A planned and systematic procedure for means and actions required to provide reasonable confidence that items or services involved with liner, meets contractual and regulatory requirements and will perform satisfactorily when installed. Construction Quality Control (CQC) — Those actions which provide a means to measure and regulate the materials and workmanship of an item or service to contractual and regulatory requirements. 1.2.2 Use of the Terms in this Plan In the context of this document: • Construction Quality Assurance refers to the means and methods employed by the Owner to assure conformity of the liner, workmanship, and installation with this CQA Plan, Contract Drawings, and the Specifications. CQA is provided by the CQA Engineer as a representative of the Owner and independent from construction and installation. • Construction Quality Control refers to those actions taken by manufacturers, installers, Quality Control Agency, or Contractor to ensure that the materials and the workmanship meet the requirements of this CQA Plan and the Contract Documents for this project. 1.2.3 CQA Certification Document At the completion of construction an as -built document will be prepared by the CQA Consultant and be submitted to State solid waste regulators. The report will include all QC testing performed by the geosynthetics manufacturers, all CQC testing performed by the geosynthetic installers and other manufacturers, and all CQA conformance testing performed by the CQA consultant. Civil & Environmental Consultants, Inc. -2- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 1.2.4 Discrepancies between Documents The CQA Plan is intended to be a supporting document to improve the overall implementation of the work. The Contractor is instructed to bring discrepancies between Technical Specifications and CQA Plan to the attention of the Design Engineer or CQA Engineer for resolution. The Design Engineer has the sole authority to determine resolution of discrepancies existing within the Contract Documents. Unless otherwise directed by the Design Engineer, the more stringent requirement shall be the controlling resolution. 1.3 PARTIES TO CONSTRUCTION QUALITY ASSURANCE 1.3.1 Description of the Parties The parties to Construction Quality Assurance and Quality Control include the Owner, design engineer, contractor, CQA engineer, surveyor, soils engineer, geosynthetics manufacturer, geosynthetics installer, geosynthetics CQA laboratory, and soils CQA laboratory. 1.3.1.1 Owner The Owner is Waste Connections, Inc., who is responsible for the facility. 1.3.1.2 Design Engineer The Design Engineer is responsible for the engineering design, drawings, plans and specifications for the liner system. 1.3.1.3 Contractor The Contractor is generally responsible for the construction of the liner. The Contractor is responsible for submittal coordination and the overall construction on the project. Civil & Environmental Consultants, Inc. _3- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 1.3.1.4 Construction Quality Assurance (CQA) Engineer The CQA Engineer is a party, independent from the Contractor that is responsible for observing, testing, and documenting activities related to the construction quality assurance of the earthworks at the site, and the production and installation of the geosynthetic components of the cap system. The CQA Engineer is also responsible for issuing an as -built report, sealed by a Professional Engineer registered in the State of North Carolina. 1.3.1.5 Construction Surveyor The Construction Surveyor, also referred to as the CQA Surveyor, is a subcontractor of the Contractor and responsible for all stakeout and survey control. 1.3.1.6 Soils Engineer The Soils Engineer is a representative of the Contractor and responsible for earthwork and soils cap CQA testing. 1.3.1.7 Geosynthetics Manufacturer The geosynthetics manufacturer is responsible for the production of geomembranes and geonets. The manufacturers are responsible for Quality Control (QC) during manufacture of the geosynthetic components, certification of the properties of the geosynthetic components, and field installation criteria. 1.3.1.8 Geosynthetics Installer The geosynthetics installer is a subcontractor of the contractor and is responsible for field handling, storing, placing, seaming, protection of (against wind, etc.), and other aspects of the geosynthetics installations, including the geomembranes and geonets. The geosynthetics Civil & Environmental Consultants, Inc. -4- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 installer may also be responsible for transportation of these materials to the site and for the preparation and completion of anchor trenches. 1.3.1.9 Geosynthetics Construction Quality Assurance Laboratory The Geosynthetics CQA Laboratory is a party, independent from the Owner that is responsible for conducting tests on conformance samples of geosynthetics used in the liner. The Geosynthetics CQA Laboratory services cannot be provided by any party involved with the manufacture, fabrication, or installation of any of the geosynthetic components. 1.3.1.10 Soils Construction Quality Assurance Laboratory The Soils Construction Quality Assurance Laboratory is a party, independent from the Owner that is responsible for conducting geotechnical tests on conformance samples of soils used in the liner system. The Soils CQA Laboratory service cannot be provided by any party involved with the Contractor. 1.3.2 Qualifications of the Parties The following qualifications are required of all parties involved with the manufacture, fabrication, installation, transportation, and CQC/CQA of all materials for the liner. Where applicable, these qualifications must be submitted by the Contractor to the Project Manager for review and approval. 1.3.2.1 Contractor Qualifications of the Contractor are specific to the construction contract and independent of this CQA Plan. Civil & Environmental Consultants, Inc. -5- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 1.3.2.2 Geosynthetics Manufacturers Each Geosynthetics Manufacturer must satisfy the qualifications presented in the project specifications and must be prequalified and approved by the Design Engineer. The physical properties of each geosynthetic product must be certified by the geosynthetics manufacturer. The properties certified must include, at a minimum, those identified in the project specifications. Manufacturer's certification must be approved by the CQA Consultant before the product is used. 1.3.2.3 Geosynthetics Installer The Geosynthetic Installer will be trained and qualified to install the geosynthetics components of the liner system. Each Geosynthetics Installer must meet the requirements of the project specifications and be approved by the Design Engineer and the Geomembrane Manufacturer. 1.3.2.4 Construction Quality Assurance Consultant The CQA Consultant will act as the Owner's CQA representative and will report to the Design Engineer. The CQA Consultant will perform conformance testing to satisfy the requirements of this CQA Plan and will prepare the certification document incorporating the CQA and CQC test data. The CQA Consultant will have experience in the CQA aspects of liner system construction and soils testing and be familiar with ASTM and other related industry standards. The activities of the CQA Consultant will be performed under the supervision of a registered Professional Engineer. 1.4 UNITS In this CQA Plan, all properties and dimensions are expressed in United States units. Civil & Environmental Consultants, Inc. -6- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 1.5 REFERENCES The CQA Plan includes references to the most recent version of the test procedures of the American Society of Testing and Materials (ASTM), the Geosynthetic Research Institute (GRI), and the Federal Test Method Standards (FTMS). 1.6 SITE AND PROJECT CONTROL To guarantee a high degree of quality during installation, clear and open channels of communication are essential. To that end, meetings are critical. Civil & Environmental Consultants, Inc. -7- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 1.6.1 Preconstruction Meeting A Preconstruction Meeting will be held at the site. At a minimum, the meeting will be attended by the Owner, design engineer, the CQA engineer, the Contractor, and the geosynthetic installers. Specific topics considered for this meeting include: • Necessary modifications to the CQA Plan; • Review the responsibilities of each party; • Review lines of authority and communication; • Review methods for documenting and reporting, and for distributing documents and reports; • Establish protocols for testing; • Establish protocols for handling deficiencies, repairs, and retesting; • Review the time schedule for all operations; • Establish rules for writing on the geomembrane, i.e., who is authorized to write, what can be written, and in which color; • Outline procedures for packaging and storing archive samples; • Review panel layout and numbering systems for panels and seams; • Establish procedures for use of the fusion seaming apparatus, if applicable; • Finalize field cutout sample sizes; • Review seam testing procedures; • Review repair procedures; and • Establish soil stockpiling locations (if any). The meeting will be documented by a person designated at the beginning of the meeting, and minutes will be transmitted to all parties. Civil & Environmental Consultants, Inc. -g- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 1.6.2 Daily and Weekly Progress Meetings A weekly progress meeting will be held between the CQA Engineer, Superintendent, the Contractor, the Soils Engineer, and any other involved parties. This meeting will discuss current progress, planned activities for the next week, and any new business or revisions to the work. The CQA Engineer will log any problems, decisions, or questions arising at this meeting in his daily reports. Any matter requiring action that is raised in this meeting will be reported to the appropriate parties. A daily meeting will be held between the CQA Engineer, the Contractor, and any other concerned parties. This meeting will discuss current progress, planned activities for the next shift, and any new business or revisions to the work. The CQA Engineer will log any problems, decisions, or questions arising at this meeting in his daily report. Any matter requiring action that is raised in this meeting will be reported to the appropriate parties. Meeting frequency will depend on the schedule of the project and the mutual agreement of all parties involved. 1.6.3 Problem or Work Deficiency Meetings A special meeting will be held when and if a problem or deficiency is present or likely to occur. At a minimum, the meeting will be attended by all interested parties, the design engineer, the contractor, and the CQA engineer. The purpose of the meeting is to define and resolve the problem or work deficiency as follows: • Define and discuss the problem or deficiency; • Review alternative solutions; and • Implement an action plan to resolve the problem or deficiency. The meeting will be documented by a person designated at the meeting, and minutes will be transmitted to affected parties. Civil & Environmental Consultants, Inc. -9- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 2.0 SOILS CONSTRUCTION 2.1 INTRODUCTION This section of the CQA Plan addresses the soil components of the liner system and outlines the soils CQA program to be implemented with regard to materials confirmation, laboratory test requirements, field test requirements, and resolution of problems. 2.2 EARTHWORK CONSTRUCTION 2.2.1 Subgrade Subgrade materials include the existing in -situ soils at the site and any fill material excavated from a borrow site and placed as fill. 2.2.1.1 Subgrade Materials The subgrade material below the controlled fill will be prepared by the Contractor prior to the placement of fill. The Soils Engineer will provide density testing of the pre -fill subgrade at the frequency specified in the Project Specifications. The CQA Engineer will observe proofrolling by Contractor, review the density test data provided by the Soils Engineer, and provide verification that the pre -fill subgrade is acceptable. The CQA Engineer may conduct confirmation density testing as deemed appropriate. 2.2.1.2 Subgrade Construction The Contractor is responsible for placing fill and preparing subgrade in accordance with the Project Specifications and Drawings. The Soils Engineer shall provide testing of the controlled fill material in accordance with the project specifications and ensure that: • A licensed North Carolina Professional Engineer or Land Surveyor has determined that lines and grades are in accordance with design plans, Civil & Environmental Consultants, Inc. -10- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 • There are no areas excessively softened by high water content; and • The subgrade areas which were unstable under the loading of the compaction equipment have been corrected by re -compaction or removal and replacement with structural fill. After excavation to subgrade elevation, the Contractor shall proof -roll the entire subgrade with loaded, rubber -tired scrapers or equivalent. Unstable areas identified during proof -rolling shall be removed to provide a subgrade sufficiently stable to support the compaction of overlying materials. Removed materials will be replaced with structural fill materials capable of supporting the compaction of overlying materials, and shall be compacted in maximum 12-inch thick loose lifts to a minimum 95 percent of maximum dry density determined from ASTM D- 698, Standard Proctor at +/- 3 percent of the optimum moisture content. In -place density tests on the structural fill and subgrade will be performed by a Soils Quality Assurance Monitor with a nuclear density meter or drive cylinder method. The required degree of compaction is a minimum of 95 percent of the maximum dry density, as determined by ASTM D-698, Standard Proctor at +/- 3 percent of the optimum moisture content. Table 2-1 summarizes the minimum testing and frequency requirements for the compacted structural fill. Table 2-1 - Structural Fill Testing Requirements Item Minimum Requirement* Sieve Analysis with Hydrometer 1 test per 10,000 cu. yd. and whenever soil (ASTM D-422-63) SC, SP, SM, type changes SW, CH, CL, MH or ML Nuclear Density/Moisture (ASTM D-2922- 1 test per 10,000 cu. yd. and whenever soil 91/D3017) Drive Cylinder Method type changes Atterberg Limits and Sieve Analysis (ASTM D- 1 test per 10,000 cu. yd. and whenever soil 4318-84 & D-422- type changes 63 (90)) Standard Proctor Soil Compaction Curve 1 test per 10,000 cu. yd. and whenever soil (ASTM D-698-91) type changes Subgrade Elevation 100 ft. grid interval * Test frequencies related to subgrade and structural fill volume shall be based on in -place cubic yards. Civil & Environmental Consultants, Inc. -11- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 2.2.2 Compacted Soil Liner The Contractor will be responsible for constructing the compacted soil liner according to the following specifications, and maintaining the lines and grades shown on the engineering drawings. 2.2.2.1 Compacted Soil Liner Materials The low permeability soil liner in the MSW area as shown on the engineering drawings shall consist of a low permeability natural or amended soil liner material. Prior to acceptance of any material for use as low permeability soil liner, the Soils Quality Assurance Manager will visit the potential borrow area(s) to visually observe and field classify the material. Upon preliminary acceptance by the Soils Quality Assurance Manager, based on field classification, a sample of representative material from each borrow source will be obtained and transported to the Soils Testing Laboratory for prequalification testing. Each series of prequalification tests will consist of determinations of natural moisture content, grain size distribution, Atterberg Limits, moisture -density relationship and hydraulic conductivity. The compacted soil used for liner construction shall have a classification of CL, ML, MH, CH, or SC in accordance with ASTM D2487, and an in -place compacted saturated hydraulic conductivity equal to or less than 1 x 10-5 cm/sec (or 1 x 10-7 cm/sec to omit GCL) for the upper soil within the density and moisture content range specified for construction. The soil used for liner construction shall allow greater than 30 percent passage through a No. 200 sieve and retain no more than 5 percent on the No. 4 sieve in accordance with ASTM D424. The soil used for the low permeability soil liner shall be substantially free of stones or other particles greater than 0.5 inches in any dimension and have a liquid limit equal to or greater than 25 and a plasticity index greater than 10 but less than 30. Table 2-2 presents the minimum testing frequency of prequalification tests for the borrow source. Civil & Environmental Consultants, Inc. -12- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Table 2-2 - Material Property Requirements Compacted Soil Liner Borrow Source Item ASTM Minimum Requirements D-2216 D-4643 1 test per 5,000 cu. yd. and each change in Moisture Content D-4944 material type D-4954 Atterberg Limits D-4318-84 1 test per 5,000 cu. yd. and each change in material type. Sieve Analysis with D-422-63 Hydrometer and 1 test per 5,000 cu. yd. and each change in D-2497-92 Soil Classification material type SC, CH, CL, MH or ML Standard Proctor D-698 1 test per 5,000 cu. yd. and each change in material type. 1 test per 5,000 cu. yd. and each change in Compacted Hydraulic D-5084 material type. These tests can be conducted on Conductivity material from the Soil Liner borrow area prior to the start of construction. The minimum interface friction angle calculated was determined to be 11 degrees for the base liner construction. Conformance testing of the liner system interfaces should be performed to verify materials provided for each cell construction will meet or exceed this requirement. The soil materials used to construct the final cover system over the 3.5H:1 V slopes must possess a minimum internal friction angle of 23.1 °. Additionally, the minimum shear strengths for low normal loads were identified above and were based on a minimum geosynthetic interface friction angle of 23.1 ° and cohesion of 51 psf above the geomembrane, and 23.1 ° with no cohesion below the geomembrane. Civil & Environmental Consultants, Inc. -13- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 2.2.2.2 Compacted Soil Liner Test Pad An initial test area will be constructed, before the placement and compaction of the compacted soil liner for the Chambers Development MSW Management Facility Phase 2 MSW Landfill, according to the EPA Technical Guidance Document - Quality Assurance and Quality Control for Waste Containment Facilities. The soil liner demonstration test area shall be tested in accordance with the requirements presented in Table 2-3. Civil & Environmental Consultants, Inc. -14- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Table 2-3 - Pad Testing Requirements Item Minimum Requirement Sieve Analysis with Hydrometer (ASTM D-422-63) 1 test per lift Standard Proctor Soil Compaction Curve (ASTM D-698-91) 1 test per lift Atterberg Limits (ASTM D-4381-84) 1 test per lift Permeability Test (ASTM D-5084) Shelby Tubes Samples at upper and lower lift interfaces 1 test per lift (2 archive samples) In -Place Density and Moisture Content (ASTM D-3017 or 2937) 3 tests per lift Construction Oversight Continuous 2.2.2.3 Compacted Soil Liner Testing Requirements The low permeability soil liner materials shall meet the requirements as outlined in Section 4.2. During construction of the low permeability soil liner, the Soils Quality Assurance Monitor will obtain samples of on -site liner material just before compaction. Samples will be obtained on a more frequent basis when, in the judgment of the Soils Quality Assurance Monitor, the low permeability soil material has changed. The following Table 2-4 summarizes the minimum testing requirements for the low permeability soil liner. Table 2-4 - Compacted Soil Liner Testing Requirements During Construction Item ASTM Minimum Requirements Sieve Analysis with Hydrometer ASTM D-422 1 per acre per lift Atterberg Limits ASTM D-4318 1 per acre per lift Standard Proctor Soil Compaction Curve ASTM D-698 1 per 5,000 yd3 In -Place Density and Moisture Content Tests ASTM D-3017 or 2937 1 per 10,000 sf per lift In -situ Permeability Test ASTM D-5084 1 per acre per lift Construction Oversight Visual Observation Continuous Thickness Surveyor 8 locations per acre Civil & Environmental Consultants, Inc. -15- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 The Soils Quality Assurance Monitor will maintain an on -going sampling and testing program during construction to monitor moisture/density curves so that representative soil data is being used to estimate relative compaction. More frequent compaction curves or one -point moisture/density tests may be performed at the discretion of the Soils Quality Assurance Consultant to properly control field compaction operations. 2.2.2.4 Compacted Soil Liner Construction The compacted soil liner will be placed and compacted according to the same procedures as developed during the test pad program and, at a minimum, the following requirements: • The compacted soil liner lifts shall be uniform in thickness and shall not exceed 6 inches in thickness after compaction unless otherwise approved by the Soils Quality Assurance consultant. The compaction equipment shall be a sheepsfoot compactor with a peg length that will fully penetrate the low permeability soil lifts in loose measure. • All lifts shall be compacted to a minimum of 95 percent of the maximum dry density, as determined by ASTM D-698, Standard Proctor to achieve a maximum hydraulic conductivity of 1 x 10-7 cm/sec or 1 x 10-5 cm/sec (with GCL). The "acceptance zone" for the soil liner will be developed during the installation of the demonstration test area and reviewed and approved by the Design Engineer. • The moisture content during compaction shall range from +1 percent to +4 percent of the optimum moisture content as determined by ASTM D-698, Standard Proctor. • Adjustments to the 95 percent of Standard dry density requirement or moisture content range may be required if additional information is determined during the development of the acceptance zone developed during the placement of the demonstration area or laboratory remolded permeability's. The performance criteria for density and moisture content will be based on what is required to maintain a maximum hydraulic conductivity of 1 x 10-7 cm/sec or 1 x 10-5 cm/sec (with GCL). • Compaction shall be performed with an appropriately heavy, properly ballasted, penetrating foot compactor. Civil & Environmental Consultants, Inc. -16- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 • Hand manipulated compaction equipment (vibrating drums or mechanical tampers) shall be used for working in confined areas and adjacent to structures. • The daily work area should extend to such a distance necessary to minimize desiccation and crusting of the lift surface. The finished surface should be smooth rolled at the end of the day to promote precipitation runoff. • If desiccation, crusting, or sealing by rolling of the lift surface occurs prior to placement of the next lift, the area shall be scarified to a minimum depth of 1-inch or until sufficiently moist materials are encountered, whichever is greater. After scarification, the surficial soil should be removed to obtain a moisture content at least two percent above optimum moisture content. Alternatively, the drier surficial soil may be stripped and mixed with moist soil to achieve a uniform moisture content satisfying the project requirements. Also, the addition of water to surfaces prior to placement of additional clay may be utilized when necessary to maintain uniformly moist soil conditions. 2.2.2.5 Compacted Soil Liner Compaction Control In order to control the moisture content and density of the low permeability soil liner, the Soils Quality Assurance Monitor will: 1. Conduct in -place density and moisture content tests utilizing the nuclear density gauge method or drive cylinder method at a minimum frequency of one test per 10,000 square feet per lift of soil. A grid pattern of 100-foot will be established that includes side slopes to locate samples. 2. Conduct a microwave oven moisture content test (ASTM D-4643) for every five nuclear moisture content test (ASTM D-3017); 3. Conduct a drive cylinder test (ASTM D-2937) for every 20 nuclear density tests (ASTM D-2922); and, 4. All penetrations in the low permeability soil liner shall be filled with bentonite pellets prior to placement of next lift. If tests fail to meet the requirements, the areas of the low permeability soil liner from which the tests were obtained shall be retested. If the retest fails, the area must be compacted or removed Civil & Environmental Consultants, Inc. -17- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 and replaced. If the retest passes, the area shall be accepted. The area of failure shall be localized by passing tests in four directions. The repaired area must be retested to demonstrate compliance with the specifications. 2.2.2.6 Compacted Soil Liner Protection of Work During construction, the compacted soil liner should be protected from detrimental climatic effects by incorporating the following procedure: 1. No frozen low permeability soil liner material shall be placed. 2. Compacted soil liner material shall not be placed on a previous lift of compacted soil liner material which is frozen. Frozen in -place compacted soil liner material shall be removed prior to placement of additional compacted soil liner material. 3. Compacted soil liner material which has been subjected to a freeze/thaw cycle(s) shall be scarified and/or disked prior to recompaction and prior to placement of subsequent lifts of compacted soil liner material. 4. Exposed finished lifts of compacted soil liner material should be sprinkled with water daily to minimize desiccation, as necessary. 5. At the end of each day's construction activities, completed lifts or sections of compacted soil liner should be sealed by rolling with a rubber tire or smooth -drum roller or by backdragging with a bulldozer, and should be sprinkled with water, as needed. 6. Proper grading should be provided at the end of each workday to assure adequate runoff in the event of overnight rain. 2.3 SOILS TESTING 2.3.1 Test Methods All testing used to evaluate the suitability or conformance of soils materials will be carried out in accordance with the project specifications. Civil & Environmental Consultants. Inc. -18- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 2.3.2 Soils Testing Requirements The soil testing required for construction conformance and quality assurance testing must comply with the minimum frequencies as presented in the project specifications. The actual frequency of construction quality assurance (CQA) testing required will be determined by the CQA Engineer, in light of the potential variability of materials at the site. 2.4 SOILS CONSTRUCTION QUALITY ASSURANCE AND CONSTRUCTION QUALITY CONTROL Construction evaluation testing will consist of (1) monitoring the work; and (2) laboratory and field tests. Laboratory tests will be conducted on samples taken at the borrow source, stockpile, and during the course of the work prior to construction. Field tests will be conducted during the course of the work. 2.4.1 Monitoring The CQA Engineer shall monitor and document the construction of all components. Monitoring the construction work for the subgrade and structural fill includes the following: • Observing CQA testing to determine the water content and other physical properties of the soil component of the structural fill during compaction and compilation of the data; • Monitoring the loose thickness of lifts as placed; • Monitoring the action of the compaction and/or heavy hauling equipment on the construction surface (i.e., penetration, pumping, cracking, etc.); and • Monitoring the number of passes used to compact each lift. 2.4.2 Laboratory and Field Tests The laboratory and field test methods and testing frequencies presented in the technical specifications will apply. Civil & Environmental Consultants, Inc. -19- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 At locations where the field testing of the subgrade indicates densities or moisture content not conforming to the requirements of the Specifications, the failing area will be reworked. Reworking includes scarifying the area, adjusting the moisture content, and recompacting. Equally acceptable is removal of the non-compliance fill and replacement with new fill material. Criteria to be used for determination of acceptability will be identified in the Project Specifications. 2.4.3 Construction Quality Control and Quality Assurance Testing Frequency Construction Quality Control testing will be conducted by the Soils Engineer in conjunction with the CQA testing by the CQA Engineer and in accordance with the Project Specifications or as directed by the Owner or the CQA Consultant. Documentation and reporting of test results will be in accordance with the requirements identified in this CQA Plan. Preconstruction testing will be conducted on material samples obtained from the borrow source and/or stockpile. Routine testing frequencies for material evaluations and construction quality evaluation are presented in the CQA Plan and project specifications. Sampling locations will be selected by the CQA Engineer. During construction, the frequency of testing may be increased at the discretion of the Owner or the CQA Engineer when visual observations of construction performance indicate a potential problem. Additional testing for suspected areas will be considered when: • The rollers slip during rolling operation; • The lift thickness is greater than specified; • The fill material is at an improper moisture content; • Fewer than the specified number of roller passes are made; • Dirt -clogged rollers are used to compact the material; • The rollers may not have used optimum ballast; • The fill materials differ substantially from those specified; and • The degree of compaction is doubtful. Civil & Environmental Consultants, Inc. _20- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 2.4.4 Deficiencies If a defect is discovered in the earthwork product, the CQA Engineer will immediately determine the extent and nature of the defect. If the defect is indicated by an unsatisfactory test result, the CQA Engineer will determine the extent of the deficient area by additional tests, observations, a review of records, or other means that the CQA Engineer deems appropriate. If the defect is related to adverse site conditions, such as overly wet soils or surface desiccation, the CQA Engineer will define the limits and nature of the defect. 2.4.4.1 Notification After determining the extent and nature of a defect, the CQA Engineer will notify the Owner and Contractor and schedule appropriate retests when the work deficiency is corrected. 2.4.4.2 Repairs and Retesting The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a project Specification criterion cannot be met, or unusual weather conditions hinder work, then the CQA Engineer will develop and present to the Owner suggested solutions for his approval. All retests recommended by the CQA Engineer must verify that the defect has been corrected before any additional work is performed by the Contractor in the area of the deficiency. The CQA Engineer will also verify that all installation requirements are met and that all submittals are provided. Civil & Environmental Consultants, Inc. -21- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 3.0 GEOSYNTHETIC CLAY LINER The Chambers Development MSW Management Facility Phase 2 MSW Landfill includes the option of an alternate liner that includes a Geosynthetic Clay Liner (GCL) to be installed between the compacted soil liner and the upper 60-mil HDPE geomembrane. 3.1 RAW MATERIALS The Manufacturer will provide the Project Manager or Geosynthetic Quality Assurance Manager with the following information: 1. The certification for the bentonite used (including bentonite supplier's name, identification brand name) and raw material test results of the bentonite clay; 2. A copy of the quality control certificate issued by the GCL Supplier; and, 3. Summary reports of the test results, including the test frequency used by the Manufacturer to verify the quality of each bentonite batch used to manufacture GCL rolls assigned to the project. These tests shall include clay mass per area (ASTM D5993), grab strength (ASTM D4632) and permeability (ASTM D5887). At a minimum, one series of tests will be conducted for each GCL batch. Based on the data supplied by the Manufacturer, the Geosynthetics Quality Assurance Manager will notify the Project Manager of any deviation from the project specifications. Civil & Environmental Consultants, Inc. -22- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Table 3-1 - Required Physical Properties of GCL Rolls Item ASTM Required Value Clay (as received) swell index (ml/2g) D5890 24 fluid loss (ml)(1) D5891 18 Geotextiles (as received) cap fabric (nonwoven) - mass/unit area (oz/yd2)(2) D5261 5.8 cap fabric (woven) - mass/unit area (oz/yd2) D5261 3 Carrier fabric (nonwoven composite) - mass/(oz/yd2)(2) D5261 5.9 Carrier fabric (woven) - mass/unit area (oz/yd2) D5261 3 GCL (as manufactured) mass of GCL (lb/ft2)(4) D5993 0.82 mass of bentonite (lb/ft2)(4) D5993 0.75 moisture content(1) (%) D5993 (3) Tensile strength, MD (lb/in.) D6768 23 peel strength (lb/in.) D4632 15 permeability(1) (cm/sec) D5887 5 x 10-9 GCL permeability(1),(5) (cm/sec) (max. at 5 lb/in.2) D6766 I x 10-6 GCL permeability(1),(5) (cm/sec) (max. at 70 Ib/in.2) D6766 mod. 5 x 10-8 Component Durability geotextile and reinforcing yarns (6) (% strength retained) See § 5.6.2 of GRI-GCL-3 65 n/a = not applicable with respect to this property 1. These values are maximum (all others are minimum). 2. For both cap and carrier fabrics for nonwoven reinforced GCLs; one, or the other, must contain a scrim component of mass > 2.9 oz/yd2 for dimensional stability. 3. Value is both site -specific and product -specific and is currently being evaluated. Civil & Environmental Consultants, Inc. -23- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 4. Mass of the GCL and bentonite is measured after oven drying per the stated test method. 5. Value represents GCL permeability after permeation with a 0.1 M calcium chloride solution (11.1 g CaC12 in 1-liter water). 6. Value represents the minimum percent strength retained from the as -manufactured value after oven aging at 60°C for 50 days. 3.2 GCL ROLLS The Manufacturer will provide the Project Manager or Geosynthetics Quality Assurance Manager with a quality control certificate for the GCL produced. The quality control certificate should be signed by a responsible party employed by the Manufacturer. The quality control certificate shall include: • Roll number and identification; and, • Sampling procedures, frequency, and results of quality control tests. Testing for each roll shall include properties listed in Table 3-1. These tests should be conducted using the methods and test frequency indicated in Table 3-2. The Manufacturer will provide the Project Manager or Geosynthetics Quality Assurance Manager with production quality control data for all the GCL rolls shipped to the site. The Geosynthetics Quality Assurance Manager will: • Review the quality control certificates, test methods used, and the measured roll properties for conformance to the specifications; • Verify that the quality control certificates have been provided for all rolls; and, Civil & Environmental Consultants, Inc. -24- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Table 3-2 - Required Physical Properties of GCL Rolls Item ASTM Required Value Clay (as received) swell index (ml/2g) D5890 50 tons fluid loss (ml)(1) D5891 50 tons Geotextiles (as received) cap fabric (nonwoven) - mass/unit area (oz/yd2)(2) D5261 25,000 yd2 cap fabric (woven) - mass/unit area (oz/yd2) D5261 25,000 yd2 carrier fabric (nonwoven composite) - mass/(oz/yd2)(2) D5261 25,000 yd2 carrier fabric (woven) - mass/unit area (oz/yd2) D5261 25,000 yd2 GCL (as manufactured) mass of GCL (lb/ft2)(4) D5993 5,000 yd2 mass of bentonite (lb/ft2)(4) D5993 5,000 yd2 moisture content(1) (%) D5993 5,000 yd2 tensile strength., MD (lb/in.) D6768 25,000 yd2 peel strength (lb/in.) D4632 5,000 yd2 permeability(1) (cm/sec) D5887 30,000 yd2 GCL permeability(l),(5) (cm/sec) (max. at 5 lb/in.2) D6766 Yearly GCL permeability(l),(5) (cm/sec) (max. at 701b/in.2) D6766 mod. Yearly Component Durability geotextile and reinforcing yarns (8) (% strength retained) See § 5.6.2 of GRI-GCL-3 Yearly n/a = not applicable with respect to this property 1. These values are maximum (all others are minimum) 2. For both cap and carrier fabrics for nonwoven reinforced GCLs; one, or the other, must contain a scrim component of mass > 2.9 oz/yd2 for dimensional stability 2. Value is both site -specific and product -specific and is currently being evaluated Civil & Environmental Consultants, Inc. -25- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 3. Mass of the GCL and bentonite is measured after oven drying per the stated test method 4. Value represents GCL permeability after permeation with a 0.1 M calcium chloride solution (11.1 g CaC12 in 1-liter water) 5. Value represents the minimum percent strength retained from the as -manufactured value after oven aging at 60°C for 50 days 3.3 ACCEPTANCE CRITERIA Tables 3-1 and 3-2 list the tests, test methods and frequencies to be performed on GCL rolls sampled by the Manufacturer. Retesting of GCL rolls because of failure to meet any of the specifications of Table 3-1 can only be authorized by the Project Manager. Table 3-1 lists the acceptance specifications for the GCL to be used for the project. The following procedure will be used for interpreting results: 1. If the value meets the stated specification, then the roll and the lot will be accepted for use in the liners for the job site. 2. If the result does not meet the specification, then the roll and all other rolls between other passing tests shall be rejected. The roll or rolls may be retested using additional samples which bound the failed test. Two additional tests must be performed for the failed test procedure. If both of the retests are acceptable, then the material between previous and subsequent passing tests is unsuitable and shall be rejected. 3.4 TRANSPORTATION, HANDLING AND STORAGE Transportation of the GCL is the responsibility of the Manufacturer, the Geomembrane Installer, or other party as decided at the pre -construction meeting. All handling on -site after unloading is the responsibility of the GCL Installer. The Geosynthetics Quality Assurance Monitor will monitor the handling procedures with regard to: Civil & Environmental Consultants, Inc. -26- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 1. The adequacy of on -site handling of equipment to minimize risk of damage to both the GCL and underlying subgrade; and, 2. The careful handling of the GCL by the Installer's personnel. Upon delivery at the site, the GCL Installer, in the presence of the Geosynthetics Quality Assurance Monitor (acting as an observer), will observe rolls for defects and/or damage. Each roll shall be delivered in a protective waterproof outer covering. Visual observation should be conducted without unrolling (unfolding) rolls unless defects or damage are found on the surface or are suspected. The rolls shall be stored in a secure area and protected from damage and moisture. The Geosynthetics Quality Assurance Monitor will indicate/report to the Project Manager: a) That the rolls are tagged with the proper identification, including roll numbers; b) Rolls are stored off the ground and covered; c) Rolls or portions thereof, which in the opinion of the Geosynthetics Quality Assurance Monitor should be rejected and removed from the site because of visually obvious flaws; and, d) Rolls which include flaws which may be repairable. Selected samples of the GCL material may be obtained by the Geosynthetic Quality Assurance Manager for physical testing to document that the GCL material tested satisfies the minimum material property requirements established in Section 3.2. 3.5 CONDITIONS FOR GCL PLACEMENT • To protect the installed GCL against hydration, the Geomembrane Installer shall cover the GCL with a plastic film or geomembrane barrier on a daily basis. The film or barrier shall be weighted down with sand bags or other materials to prevent transfer of air or liquid between the film/barrier and GCL. • GCL panel deployment shall not take place during any precipitation, in the presence of excessive moisture (e.g. fog, dew), in an area of ponded water, or in the presence of high winds. Civil & Environmental Consultants, Inc. -27- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 • The Quality Assurance Monitor will inform the Project Manager when the above conditions are not fulfilled. The Quality Assurance Monitor will inform the Project Manager of observed GCL damage caused by adverse weather conditions. • The Geomembrane Installer will inform the Project Manager if the weather conditions are not acceptable for GCL deployment. • The Installer shall install only that GCL that can be covered during the same working day to maintain the integrity of the installed GCL. 3.6 SURFACE PREPARATION The Contractor will be responsible for preparing the surface to receive GCL according to the specifications. The Quality Assurance Monitor will document that: 1. A qualified Professional Engineer or Land Surveyor has determined that lines and grades are in substantial conformance with design plan; 2. The surfaces to be lined have been rolled and compacted so as to be free of major irregularities, protrusions, loose soil, and abrupt changes in grades; 3. The surface does not contain stones or other particles greater than 0.75-inches in diameter which may be damaging to the GCL; 4. There are no areas excessively softened by high water content; and, 5. Areas which were unstable under the loading of the compaction equipment have been corrected by recompaction or removal and replacement with appropriate material. The Geosynthetics Installer will certify that the surface on which each GCL will be installed is acceptable. This written subgrade acceptance will be given by the Geosynthetics Installer to the Geosynthetics Quality Assurance Monitor prior to commencement of GCL installation over a given area. After the surface has been accepted by the Geosynthetics Installer, it will be the Installer's responsibility to indicate to the Project Manager or Geosynthetics Quality Assurance Monitor any change in the subgrade conditions that may require repair work. If the Quality Assurance Civil & Environmental Consultants, Inc. -28- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Monitor concurs with the Geosynthetics Installer, then the Quality Assurance Monitor will identify the necessary repair work to be performed by the Contractor. At any time prior to or during the geosynthetics installation, the Quality Assurance Monitor will notify the Project Manager and Contractor of locations which, in the opinion of the Quality Assurance Monitor, will require corrective action prior to geosynthetics installation. Civil & Environmental Consultants, Inc. -29- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 4.0 GEOMEMBRANE LINER 4.1 GEOMEMBRANE MANUFACTURER'S CERTIFICATION AND CQA CONFORMANCE TESTING 4.1.1 Geomembrane Manufacturer's Certification Compliance testing will be performed by the Geomembrane Manufacturer to demonstrate that the product meets the manufacturers' quality control and conformance test minimum standards for geomembrane specifications and exceeds the project technical specifications. The CQA Engineer for purposes of conformance evaluation may perform additional testing. If the results of the Geomembrane Manufacturer's and the CQA Engineer's testing differ, the testing will be repeated by the CQA Engineer's laboratory, and the Geomembrane Manufacturer will be allowed to monitor this testing. The results of this latter series of tests will prevail, provided that the applicable test methods have been followed. 4.1.2 Raw Material Prior to the installation of any geomembrane material, the Geomembrane Manufacturer will provide the CQA Engineer with the following information as a bound document with the individual sections clearly identified: • The origin (Resin Supplier's name and resin production plant), identification (brand name and number), and production date of the resin; • A copy of the quality control certificates issued by the Resin Supplier; • Reports on the tests conducted by the Geomembrane Manufacturer to verify the quality of the resin used to manufacture the geomembrane rolls assigned to the project; these tests shall include specific gravity (ASTM D792 Method B, or ASTM D 1505) and melt flow index (ASTM D1238, condition E) and carbon black content (ASTM D1603) if applicable. At a minimum, one series of tests will be conducted for each resin batch. The CQA Engineer will review these documents and report any discrepancies with the above requirements to the Design Engineer. Civil & Environmental Consultants, Inc. -30- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Table 4-1 - Required Physical Properties of Textured Membrane Liner Rolls Item ASTM Required Value 60-mil HDPE (text.) 40-mil LLDPE (text.) Thickness, mil (min. average) ASTM D5994 60 nominal (- 5%) 40 nominal (- 5%) Lowest individual for 8 of 10 values -10% -10% Lowest individual for any of the 10 values -15% -15% Asperity Height, mil (min. ave.) GM 12 10 10 Sheet Density, g/cm3 (min.) ASTM D792 or ASTM D 1505 0.940 0.939 Min. Tensile Properties (each direction) ASTM D6693 Type IV Strength at Yield (lb/in) 126 - Elongational Yield (%) 12 - Strength at Break (lb/in) 90 60 Elongational Break (%) 100 250 Tear Resistance, lbs. (min.) ASTM D 1004 42 22 Puncture Resistance, lbs. (min.) ASTM D4833 90 44 Carbon Black Content (allowable range in %) ASTM D1603 2.0-3.0 2.0-3.0 Carbon Black Dispersion ASTM D5596 9 views in categories 1 or 2, and 1 view in category 3 9 views in categories 1 or 2, and 1 view in category 3 Hot Wedge Seams Civil & Environmental Consultants, Inc. -31- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Seam Peel Strength, lb/in (min) ASTM 6392 91 50 Seam Shear Strength, lb/in (min) ASTM 6392 120 60 Extrusion Fillet Seams Seam Peel Strength, lb/in (min) ASTM 6392 78 44 Seam Shear Strength, lb/in (min) ASTM 6392 120 60 Note: Alternate test methods may be used at the discretion of the Geosynthetics Quality Assurance Manager 4.1.3 Geomembrane Manufacturing Prior to the installation, the Geomembrane Manufacturer will provide the Contractor and the CQA Engineer with the following: • A properties sheet including, at a minimum, all specified properties, measured using test methods indicated in the project technical specifications, or equivalent; • The sample procedure and results of testing; and • A certification that property values given in the properties sheet are minimum average roll values and are guaranteed by the Geomembrane Manufacturer. The CQA Engineer will review these documents and verify that: • The reported property values certified by the Geomembrane Manufacturer meet all of the project technical specifications; • The measurements of properties by the Geomembrane Manufacturer are properly documented and that the test methods used are acceptable; and • Report any discrepancies with the above requirements to the Design Engineer. 4.1.4 Rolls and Sheets Prior to shipment, the Geomembrane Manufacturer will provide the CQA Engineer with a quality control certificate for each roll of geomembrane provided. The quality control certificate Civil & Environmental Consultants, Inc. -32- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 will be signed by a responsible party employed by the Geomembrane Manufacturer, such as the Production Manager. The quality control certificate will include: • Roll numbers and identification; and • Sampling procedures and results of quality control tests —as a minimum, results will be given for thickness, tensile characteristics and tear resistance, evaluated in accordance with the methods indicated in the project specifications or equivalent methods approved by the engineer. See Table 4-1 for testing properties and Table 4-2 for test frequency. The quality control certificates will be bound and included as a part of the report required in Section 4.1.2. The CQA Engineer will: • Verify that the quality control certificates have been provided at the specified frequency and that each certificate identified the rolls or sheets related to is; • Review the quality control certificates and verify that the certified roll or sheet properties meet the project technical specifications; and • Report any discrepancies with the above requirements to the Design Engineer. Table 4-2 - Required Quality Control Pre -Shipment Testing of Textured Geomembrane Liner Property Test Method Frequency Thickness ASTM D5994 Each Roll Asperity Height GM 12 Every 2nd roll Density ASTM D792 or ASTM D 1505 Every 200,000 lbs of resin Tensile Properties ASTM D6693 Every 20,000 lbs Tear Resistance ASTM D1004 Every 45,000 lbs Puncture Resistance ASTM D4833 Every 45,000 lbs Civil & Environmental Consultants, Inc. -33- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 4.2 GEOMEMBRANE INSTALLATION 4.2.1 Transportation, Handling, and Storage The CQA Engineer will verify that: • Handling equipment used on the site is adequate, meets manufacturer's recommen- dations, and does not pose any risk of damage to the geomembrane; and • The Geomembrane's Installer's personnel handle the geomembranes with care. Upon delivery at the site, the CQA Engineer will conduct a surface observation of all rolls and sheets for defects and damage. This examination will be conducted without unrolling rolls unless defects or damages are found or suspected. The CQA Engineer will indicate to the Design Engineer: • Any rolls, or portions thereof, that should be rejected and removed from the site because they have severe flaws; and • Any rolls that have minor repairable flaws • Rolls have proper identification and roll numbers. Refer to ASTM D4873 for detailed methods. The CQA Engineer will document that the Contractor's storage of the geomembrane provides adequate protection against moisture, dirt, shock, and other sources of damage or contamination. 4.2.2 Earthwork 4.2.2.1 Surface Preparation The CQC Engineer and the Geomembrane Installer will certify in writing that the surface on which the geomembrane will be installed meets the requirements of the project specifications. 1. A qualified Professional Engineer or Land Surveyor has determined that lines and grades are in substantial conformance with design plan; Civil & Environmental Consultants, Inc. -34- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 2. The surfaces to be lined have been rolled and compacted so as to be free of major irregularities, protrusions, loose soil, and abrupt changes in grades; 3. There are no areas excessively softened by high water content; and, 4. Areas which were unstable under the loading of the compaction equipment have been corrected by recompaction or removal and replacement with appropriate material. After the surface has been accepted by the Geomembrane Installer, it will be the Geomembrane Installer's responsibility to indicate to the Project Manager or Geosynthetics Quality Assurance Monitor any change in the subgrade conditions that may require repair work. If the Quality Assurance Monitor concurs with the Geomembrane Installer, then the Quality Assurance Monitor will identify the necessary repair work to be performed by the Contractor. At any time prior to or during the geomembrane installation, the Quality Assurance Monitor will notify the Project Manager and Contractor of locations which, in the opinion of the Quality Assurance Monitor, will require corrective action prior to geomembrane installation. 4.2.2.2 Anchorage System The anchor trenches will be excavated to the lines and depth shown on the engineering drawings, prior to geosynthetics placement. The Quality Assurance Monitor will document the anchor trenching operation. Rounded corners shall be provided in the trenches where the geosynthetics enter the trench to allow the geosynthetics to be uniformly supported by the subgrade and to avoid sharp bends in the geosynthetics. No loose soil will be allowed to underlie the geosynthetics in the anchor trenches. The geomembrane should be seamed completely to the ends of all panels to minimize the potential for tear propagation along the seam. Backfilling of the anchor trenches will be conducted using the same materials specified for the structural fill in Section 2.2. The material shall be placed and compacted using compaction equipment that is compatible with the dimensions of the anchor trench and should not damage the geosynthetics placed in the anchor trench. Civil & Environmental Consultants, Inc. -35- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 4.2.3 Geomembrane Placement 4.2.3.1 Field Panel Identification The CQA Engineer will document that the Geomembrane Installer labels each field panel with an "identification code" (number or letter -number consistent with the layout plan) agreed upon by the Geomembrane Installer and the CQA Engineer at the CQA Preconstruction Meeting. The Geomembrane Installer will establish a table or chart showing correspondence between roll numbers and field panel identification codes. This documentation shall be submitted to the CQA Engineer for review and verification. The field panel identification code will be used for all quality control and quality assurance records. 4.2.3.2 Field Panel Placement Location: The CQA Engineer will verify that field panels are installed at the location indicated in the Geomembrane Installer's layout plan, as approved or modified in Section 4.2.3.1. Installation Schedule: The CQA Engineer will evaluate every change in the schedule proposed by the Geomembrane Installer and advise the Design Engineer on the acceptability of that change. The CQA Engineer will verify that the condition of the supporting soil has not changed detrimentally during installation. The CQA Engineer will record the identification code, location, and date of installation of each field panel. Civil & Environmental Consultants, Inc. -36- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Placement of Geomembrane: The CQA Engineer will verify that project specification related restrictions on placement of geomembrane are fulfilled. Additionally, the CQA Engineer will verify that the supporting soil has not been damaged by weather conditions. The CQA Engineer will inform the Design Engineer if the above conditions are not fulfilled. The Quality Assurance Monitor will document that panel installation is consistent with locations indicated in the Geomembrane Installer's layout plan, as approved or modified at the initial meeting. • Only those panels which can be reasonably expected to be anchored or seamed together in I day are to be unrolled. Panels may be installed using any of the following schedules: o All panels placed prior to field seaming; o Panels placed one at a time and each panel seamed immediately after its placement; and, o Any combination of the above. • The Quality Assurance Monitor will record on a drawing the identification code, location, and date of installation of each geomembrane panel. • To protect the previously -installed GCL against hydration, the Geomembrane Installer shall cover the GCL with a plastic film or geomembrane barrier on a daily basis. The film or barrier shall be weighted down with sand bags or other materials to prevent transfer of air or liquid between the film/barrier and GCL. • Care shall be taken to not drag the geomembrane across the previously installed GCL so that the interface between the two surfaces is not compromised. • Geomembrane panel deployment or seaming shall not take place during any precipitation, in the presence of excessive moisture (e.g. fog, dew), in an area of ponded water, or in the presence of high winds. • The Quality Assurance Monitor will inform the Project Manager when the above conditions are not fulfilled. The Quality Assurance Monitor will inform the Project Civil & Environmental Consultants, Inc. -37- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Manager of observed low permeability soil liner damage caused by adverse weather conditions. • The Geomembrane Installer will inform the Project Manager if the weather conditions are not acceptable for geomembrane deployment or seaming. • The Installer shall provide suitable wind protection as necessary to maintain the integrity of the installation. The CQA Engineer will: • Observe equipment damage to the geomembrane as a result of handling, traffic, leakage of hydrocarbons, or other means; • Observe deviations from the requirement that no one is permitted to smoke, wear damaging shoes, or engage in other activities which could damage the geomembrane; • Observe scratches, crimps, or wrinkles in the geomembrane and any damage to the low permeability soil liner; and, • Observe damage caused by loading which may be necessary to prevent uplift by wind. Damage: The CQA Engineer will visually observe each panel, after placement and prior to seaming, for damage. The CQA Engineer will advise the Design Engineer which panels, or portions of panels, should be rejected, repaired, or accepted. Damaged panels or portions of damaged panels that have been rejected will be marked and their removal from the work area recorded by the CQA Engineer. Repairs will be made according to procedures described in the project specifications. As a minimum, the CQA Engineer will document that: • The panel is placed in such a manner that it is unlikely to be damaged; and • Any tears, punctures, holes, thin spots, etc., are either marked by the Geomembrane Installer for repair or the panel is rejected. Civil & Environmental Consultants, Inc. -38- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 4.2.4 Field Seaming 4.2.4.1 Overlapping The Quality Assurance Monitor will observe that geomembrane panels were properly overlapped for fusion welding and extrusion welding. 4.2.4.2 Seam Preparation Seams must be prepared so that: • Prior to seaming, the seam area will be clean and free of moisture, dust, dirt, debris of any kind, and foreign material. • Seam overlap grinding (for extrusion welding only) will be completed according to the • Manufacturer's instructions and in a way that does not damage the geomembrane. • Seams will be aligned with the fewest possible number of wrinkles and "fishmouths". 4.2.4.3 Weather Conditions for Seaming The typical weather conditions required for seaming are as follows: • No seaming shall be attempted above 104 degrees F ambient air temperature or below 40 degrees F ambient air temperature. • Ambient temperature shall be measured 6 inches above the liner. • Welding below 40 degrees F will be subject to cold weather seaming practices. In all cases, the geomembrane shall be dry and protected from wind damage. The Geosynthetic Quality Assurance Monitor representative will observe the seaming techniques appropriate for the prevailing weather conditions are employed and will advise the Project Civil & Environmental Consultants, Inc. -39- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Manager of deviation. The final decision as to whether or not seaming may be performed will be made by the Project Manager. 4.2.4.4 Test Seam Test seams will be prepared each day prior to commencing geomembrane field seaming. Such test seams will be made at the beginning of each seaming period, at the discretion of the Geosynthetics Quality Assurance Monitor, and at least once every 4 to 6 hours of continuous welding for each seaming apparatus used that day. The test seam sample will be at least 10 feet long for fusion welding and 3 feet long for extrusion welding by 1-foot wide with the seam centered lengthwise. Six adjoining 1-inch wide specimens will be die cut from the seam sample. Three specimens will be immediately tested with a tensiometer in the field for peel by the Geomembrane Installer, and should not fail in the seam. The three remaining specimens shall be field tested by the Geomembrane Installer for shear. If any of the test seam specimens fails to meet the requirements of Table 4-1, the entire operation will be repeated. If the additional test seam fails, the seaming apparatus or seamer will not be accepted and will not be used for seaming until the deficiencies are corrected and two consecutive successful full test seams are achieved. Test seam failure is defined as failure of any one of the specimens tested in shear or peel. The Geosynthetic Quality Assurance Monitor will observe all test seam procedures. 4.2.4.5 General Seaming Procedure Unless otherwise specified, the general seaming procedure used by the Geomembrane Installer shall be as follows: • If required, a moveable protective layer of plastic may be placed directly below each overlap of geomembrane that is to be seamed. The purpose of the protective layer is to prevent any moisture build-up between the sheets to be welded. No protective layers may be left beneath the geomembrane on side slopes. Civil & Environmental Consultants, Inc. -40- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 • No porous material which may prevent contact between the geomembrane and GCL may be left in place. • Seaming shall extend to the outside edge of panels to be placed in anchor trenches. • If required, a firm substrata should be provided by using a flat board, a conveyer belt, or similar hard surface directly under the seam overlap to achieve proper support. • Fishmouths or large differential wrinkles at the seam overlaps should be cut along the ridge of the wrinkle in order to achieve a flat overlap. The cut fishmouths or wrinkles will be seamed over the entire length and will then be patched with an oval or round patch of the same type of geomembrane extending a minimum of 6 inches beyond the cut in all directions. The Geosynthetics Quality Assurance Manager will observe that the above seaming procedures (or any other procedures agreed upon) are followed, and will inform the Project Manager if they are not. 4.2.4.6 Seam Layout The Geomembrane Installer will provide the CQA Engineer with a seam layout drawing, i.e. a drawing of the facility to be lined showing all expected seams. The CQA Engineer and Design Engineer will review the seam layout drawing and verify that it is consistent with the accepted state of practice and this CQA Plan. In addition, no panels not specifically shown on the seam layout drawing may be used without the Design Engineer's prior approval. A seam numbering system compatible with the panel numbering system will be agreed upon at the Resolution and/or Preconstruction Meeting, Section 1.6. In general, no horizontal seam shall be within 5 feet from the toe of the slope. An on -going written record of the seams and repair areas shall be maintained by the Geomembrane Installer with weekly review by the CQA Engineer. Civil & Environmental Consultants, Inc. -41- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 4.2.4.7 Requirements of Personnel The Geomembrane Installer will provide the CQA Engineer with a list of proposed seaming personnel and their experience records. This document will be reviewed by the Design Engineer and the CQA Engineer for compliance with project specifications. All personnel performing seaming operations must be qualified by experience or by successfully passing seaming tests. At least one seamer will have a minimum of 3,000,000 ft2 of geomembrane seaming experience using the same type of seaming apparatus in use at the site. CQA Engineer has the right to reject a seamer if they cannot demonstrate suitable experience and qualifications. 4.2.4.8 Seaming Equipment and Products Field seaming processes must comply with project specifications. Proposed alternate processes will be documented and submitted to the CQA Engineer for his approval. Only seaming apparatus, which have been specifically approved by make and model, will be used. The CQA Engineer will submit all documentation to the Design Engineer for his concurrence. Seaming Equipment: • The approved processes for field seaming are fusion or extrusion welding; • The apparatus used for welding the major seams will be equipped with gauges indicating the temperature in the apparatus or at the application point. The CQA Engineer will observe apparatus temperatures and ambient temperatures at appropriate intervals; • The CQA Engineer Monitor will observe that: Equipment used for seam The extruder is purged prior to beginning a seam until the heat -degraded extrudant has been removed from the barrel; the electric generator is placed on a smooth base such that no damage occurs to the geomembrane; A smooth insulating plate or fabric is placed beneath the welding apparatus after usage; and, the geomembrane is protected from damage in heavily trafficked areas. Observe continuity testing of the repaired areas performed by the Geomembrane Installer. Civil & Environmental Consultants, Inc. -42- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 4.2.4.9 Nondestructive Seam Continuity Testing The Geomembrane Installer will nondestructively test all field seams over their full length using test methods approved by the project specifications. The CQA Engineer shall periodically observe the nondestructive testing to ensure conformance with this CQA Plan and the project specifications. For approximately 10 percent of the noncomplying tests, the CQA Engineer will: • Observe continuity testing of the repaired areas performed by the Geomembrane Installer; • Confirm the record location, date, test unit number, name of tester, and compile the record of testing provided by the Geomembrane Installer; • Provide a walkthrough inspection of all impacted seam areas and verify that the areas have been tested in accordance with the CQA Plan and project specifications; and • Verify that the Geomembrane Installer has marked repair areas with the appropriate color -coded marking pencil. • Seams must be constructed in a fashion that allows them to be non-destructively tested. Any patches, seams around liner penetrations, or seams near sharp corners must be capped or patched with geomembrane of sufficient size to allow non- destructive testing of all seams 4.2.4.10 Destructive Seam Testing Destructive seam tests will be performed by the CQC consultant at locations and a frequency in accordance with the project specifications. The CQA Engineer will perform conformance tests on a minimum of 10 percent of the CQC destructive seam test samples obtained. Additional destructive seam tests may be required at the CQA Engineer's discretion. Selection of such locations may be prompted by suspicion of contamination, excessive grinding, off center and/or offset seams, or any other potential cause of imperfect seaming. Civil & Environmental Consultants, Inc. -43- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 Locations and Frequency. • The Geomembrane Installer shall cut a minimum of one 1-inch specimen at the end of each production seam. A film tear bond is required to continue welding. • A minimum frequency of one test location per 500 feet of field seam length. At least one sample shall be taken for each seaming crew for each day of welding. Sampling Procedures: Samples will be cut by the Geomembrane Installer as the seaming progresses in order to have laboratory test results before completion of liner installation. The Geosynthetics Quality Assurance Monitor will: • Observe sample cutting; • Assign a number to each sample and mark it accordingly; • Record the sample location on a layout drawing; and • Observe field tensiometer testing performed by the Geomembrane Installer and record test data. Holes in the geomembrane resulting from destructive seam sampling will be immediately repaired by the Geomembrane Installer in accordance with repair procedures described in Section 4.2.5. The continuity of the new seams in the repaired area will be tested according to Section 4.2.4. Size of Samples: The samples will be a minimum of 18 inches wide by about 54 inches long with the seam centered lengthwise. One 1-inch wide strip will be cut from each end of the sample and these will be tested by the Installer in the field for peel and shear using the tensiometer, and should not fail in the seam. The remaining sample will be cut into three parts and distributed as follows: • One portion to the Geomembrane Installer for laboratory testing, 18-inch x 18-inch; Civil & Environmental Consultants, Inc. -44- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 • One portion for Geosynthetics Quality Assurance Consultant for possible laboratory testing, • 18-inch x 18-inch; and • One portion to the Owner for archive storage, 18-inch x 18-inch. Samples will be cut by the Geomembrane Installer at the locations designated by, and under the observation of, the Geosynthetics Quality Assurance Monitor as the seaming progresses in order to obtain laboratory test results prior to completion of liner installation. The Geosynthetics Quality Assurance Monitor will witness field tests and mark samples with their number. The Geosynthetics Quality Assurance Monitor will also log the date, name of seamer, number of seaming unit, and pass or fail description. Testina Reauirements: Laboratory testing of seams will commence as soon as possible after the field seam samples (FSS) are received. A minimum of five specimens should be tested each for shear and peel, for a total of ten destructive tests per FSS. The shear and peel testing of the seams should be conducted according to ASTM D-6392. All five tests from each FSS should fail outside of the seamed area to be considered an acceptable seam. If one of the shear or peel tests fails, an additional specimen from the same FSS will be tested in the mode by which the specimen failed. If the retest specimen passes then the FSS is acceptable. If the retest specimen fails then the FSS is unacceptable. Definition of Pass/Fail Criteria: Fusion Weld • A passing seam produced by the fusion weld will be achieved in peel when no greater than 10 percent of the seam width (defined as the extent o peels (separates) at any Civil & Environmental Consultants, Inc. -45- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 point. From this point, a peel strength listed in Table 4-1 will result in a passing sample. • A passing seam in shear will elongate, and be at least the minimum tensile force at yield for the parent material listed in Table 4-4. Yield strain shall be at least 10 percent and the break strain shall be at least 50 percent. Extrusion Weld • A passing seam produced by the extrusion weld will be achieved in peel when no greater than a 1/8-inch separation occurs. From this point, a FTB shall occur with a peel strength listed in Table 4-1. • A passing seam in shear will fail with a minimum tensile strength listed in Table 4-4. Yield strain shall be at least 10 percent and break strain shall be at least 50 percent. Procedures for Destructive Test Failure: The following procedures will apply whenever a sample fails the field destructive test. The Geomembrane Installer has two options: • The Geomembrane Installer can cap strip the seam between the failed location and two passed laboratory test locations, or the beginning or end of that day's seaming using the procedures described in Section 4.2.5. Cap -stripping involves applying a strip of geomembrane, a minimum distance of 6 inches on all sides of the defective seams, and seaming it to the sheet material by extrusion welding. • The Geomembrane Installer can retrace the welding path to an intermediate location on both sides of the failed test location (10-foot minimum from the location of the failed test) and take a minimum of two 8-inch x 12-inch samples for additional field tests (see Section 4.2.4.10). If these additional samples pass the test, then specimens shall be laboratory tested for confirmation and the seam should be reconstructed between the passing lab test locations. If either of these samples fail, then the entire seam will be reconstructed between passing laboratory test locations. Civil & Environmental Consultants, Inc. -46- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 In any case, all acceptable reconstructed seams must be bounded by two passing laboratory test locations, (i.e., the above procedure should be followed in both directions from the original failed location), and one laboratory test must be taken within the reconstructed area if the failed length exceeds 200 feet. In the event that a sample fails a laboratory destructive test (whether it is conducted by the independent laboratory or by the Geomembrane Installer's laboratory), then the above procedures should be followed, considering laboratory tests exclusively. Since the final seam must be bounded by two laboratory passed test locations, it may then be necessary to take one or more new samples for laboratory testing in addition to the one required in the reconstructed seam area. The Geosynthetics Quality Assurance Monitor will observe and note actions taken in conjunction with destructive test failures. 4.2.4.11 Geosynthetics Construction Quality Control Laboratory Testing Destructive test samples will be packaged and shipped by the CQC Consultant in a manner that will not damage the test sample. The Project Manager will be responsible for storing the archive samples. These procedures will be fully outlined at the Resolution Meeting, Section 1.6.3. Test samples will be tested by the Geosynthetics CQC Laboratory. Conformance testing will include "Seam Strength" and "Peel Adhesion" (ASTM D6392 using one -inch strips and a strain rate of two inches per minute) in accordance with ASTM D4437 and project specifications. All geomembrane destructive test samples that fail to meet project specifications shall be saved and sent to the CQA Engineer for observation. The Geosynthetics CQC Laboratory will provide preliminary test results no more than 24 hours after they receive the samples. The CQA Engineer will review laboratory test results as soon as they become available. Civil & Environmental Consultants, Inc. -47- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 4.2.4.12 Defining Extent of Destructive Seam Test Failure All defective seam test failures must be bounded by seam tests from which destructive samples passing laboratory tests have been taken. The CQC Consultant will document repair actions taken in conjunction with all destructive seam test failures. 4.2.4.13 Nondestructive Conductive Leak Testing The Geomembrane Installer will nondestructively perform conductive leak testing of the liner system over the full liner area using test methods approved by the project specifications. The CQA Engineer shall periodically observe the nondestructive testing to ensure conformance with this CQA Plan and the project specifications. 4.2.5 Defects and Repairs All seam and nonseam areas of the geomembrane will be examined by the CQC Consultant for identification of defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. Each suspected location, both in -seam and nonseam areas, will be nondestructively tested using methods in accordance with the project specifications. Each location that fails the nondestructive testing will be marked by the CQC Consultant and repaired by the Geomembrane Installer. Repair procedures will be in accordance with project specifications or procedures agreed to by the Design Engineer in the Preconstruction meeting. The CQA Engineer will observe all repair procedures and advise the Project Manager of any problems. Repairs: • Defective seams will be repaired by reconstruction. • Tears or holes will be repaired by patching. • Pinholes will be repaired by applying an extrudate bead to the prepared surface. Civil & Environmental Consultants, Inc. -48- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 • Blisters, larger holes, undispersed raw materials, and contamination by foreign matter will be repaired by patching. • Patches shall be round or oval in shape, made of the same material as the geomembrane, and extend a minimum of 6 inches beyond all edges of the defect. Patches will be applied using the approved method as required in the specifications. • All seams made in repairing defects will be subjected to the same non-destructive test procedures as outlined for all other seams. 4.2.5.1 Seam Reconstruction Procedures Seam sections which need repair due to overheating, burn holes, and unseamed areas shall be reconstructed by cap -stripping with the same geomembrane material. Cap -stripping involves applying a strip of geomembrane, a minimum distance of 6 inches on all sides of the defective seams, and seaming it to the sheet material by extrusion welding. 4.2.5.2 Documentation of Repairs Each repair will be non-destructively tested using the methods described in Section 4.2.4.9, as appropriate. Repairs which pass the non-destructive test will be taken as an indication of an adequate repair. Repairs which fail will be redone and retested until a passing test is achieved. The Geosynthetics Quality Assurance Monitor will observe all non-destructive testing of repairs. 4.2.6 Liner Systems Acceptance The Geomembrane Installer and the Geosynthetic Manufacturers will retain all ownership and responsibility for the geosynthetics until acceptance by the Owner. The geomembrane component of the liner system will be accepted by the Owner when: • The installation is finished; • Verification of the adequacy of all seams and repairs, including associated testing, is complete; Civil & Environmental Consultants, Inc. -49- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 • CQC consultant provides the CQA Engineer and Design Engineer with a final copy of the nondestructive test documentation, repair information, and as -built drawings; • CQA Engineer furnishes the Design Engineer with certification that the geomem- brane was installed in accordance with the Geosynthetic Manufacturer's recommen- dations as well as the Plans and project specifications; • All documentation of installation is completed including the CQA Engineer's final report; and • Certification by the CQA Engineer, including Record Drawing(s), sealed by a Professional Engineer registered in North Carolina, has been received by the Design Engineer. The CQA Engineer will certify that the installation has proceeded in accordance with this CQA Plan and the project specifications for the project except as noted to the Design Manager. 4.2.7 Materials in Contact with Geomembranes The quality assurance procedures indicated in this Subsection are only intended to assure that the installation of these materials does not damage the geomembrane. Although protective geosynthetics have been incorporated into the liner system, all reasonable measures to protect the geomembrane and provide additional quality assurance procedures are necessary to ensure proper performance. 4.2.7.1 Pumps and Appurtenances The CQA Engineer will verify that: • Installation of the geomembrane in appurtenance areas, and connection of the geomembrane to appurtenances have been made according to the project specifications; • Extreme care is taken while seaming around appurtenances since neither nondestructive nor destructive testing may be feasible in these areas; Civil & Environmental Consultants, Inc. -50- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 • The geomembrane has not been visibly damaged while making connections to appurtenances; • The installation of the geomembranes shall be exercised so as not to damage sumps and pump appurtenances; and • The CQA Engineer will inform the Design Engineer if the above conditions are not fulfilled. Civil & Environmental Consultants, Inc. -51- CQA Plan Anson Landfill Phases 3- 4 Permit To Construct Application September 2016 5.0 GEONET MATERIAL AND INSTALLATION QUALITY ASSURANCE 5.1 MANUFACTURING The Contractor will provide the CQA Engineer with a list of guaranteed "minimum average roll value" properties (as defined by the Federal Highway Administration), for the type of geonet to be delivered. The Contractor will also provide the CQA Engineer with a written certification from the Geonet Manufacturer that the materials actually delivered have "minimum average roll value" properties that meet or exceed all property values guaranteed for that type of geonet. The CQA Engineer will examine all manufacturer certifications to ensure that the property values listed on the certifications meet or exceed those specified for the particular type of geonet. Any deviations will be reported to the Design Engineer. The Geocomposite Drainage Layer (GDL) shall be a high capacity double -sided geonet designed for landfill applications. The GDL shall have the properties that comply with the required property values shown in the following table. The GDL Manufacturer and/or Fabricator shall provide results of tests performed using the procedures listed on the following table, as well as certification that the materials meet or exceed the specified values. Table 5-1 - Non -Woven Geotextile Properties and Test Methods Property Unit Qualifier Test Method Value Grab Elongation % MARV ASTM D 4632 50 Mass Per Unit Area oz/ydz MARV ASTM D5261 7.2 Grab Tensile Strength lb MARV ASTM D4632 205 Puncture Resistance lb MARV ASTM D4833 95 Trapezoidal Tear Strength lb MARV ASTM D 4533 80 Apparent Opening Size Sieve Size MARV ASTM D 4751 70-100 Permittivity Sec-1 MARV ASTM D 4491 1.05 Civil & Environmental Consultants. Inc. -52- CQA Plan Anson Landfill Permit to Construct Application August 2016 Table 5-2 - Woven Geotextile Properties and Test Methods Property Unit Qualifier Test Method Value Grab Elongation % MARV ASTM D 4632 15 Mass Per Unit Area oz/yd2 MARV ASTM D5261 7.2 Grab Tensile Strength lb MARV ASTM D4632 300 Puncture Resistance lb MARV ASTM D4833 120 Trapezoidal Tear Strength lb MARV ASTM D 4533 65 Table 5-3 - GDL Property Value Requirements Properties Test Method Units Qualifier Specified Value GEONET: Resin Density ASTM D 1505 g/cm3 Minimum 0.94 Carbon Black content ASTM D 4218 % Minimum 2.0 Thickness ASTM D 5199 Minimum 200 GEOTEXTILE: Fabric Weight ASTM D 3776 oz/sy MARV* 8 Grab Strength ASTM D 4632 Lbs MARV* 220 Tear Strength ASTM D 4533 Lbs MARV* 65 Puncture Strength ASTM D 4833 Lbs MARV* 120 Water Flow Rate ASTM D 4491 gpm/sf MARV* 110 AOS ASTM D 4751 US Sieve MARV* 80 GEOCOMPOSITE: Peel Strength (1) ASTM D 413 lbs/inch typical 0.75 Transmissivity: @100 hr seat ASTM D4716 m2/sec Minimum 1x10-4 (2)(3) *MARV = Minimum Average Roll Values Civil & Environmental Consultants, Inc. -53- CQA Plan Anson Landfill Permit to Construct Application August 2016 Notes: 1. Ply Adhesion tested by manufacturer every 40,000 square feet of product per ASTM F904 with a 2-inch wide 10-inch long strip where the geotextile bonded to one side of the geonet is pulled apart at a speed of 12.0-inch/min. The value reported is the average peak value of five tested samples. 2. Transmissivity is calculated as the flow rate per unit width divided by the hydraulic gradient as defined in ASTM D4716. Transmissivity values shown above are based on a normal stress = 10,000 psf for the GDL. 3. Transmissivity values are approximate. The GDL system described by this Specification consists of. a composite drainage net and with a double -sided nonwoven polypropylene geotextile thermally bonded to each side of the geonet. In addition to the property values listed in table above, the GDL shall: 1. Retain its structure during handling, placement, and long-term service. 2. Be capable of withstanding outdoor exposure for a minimum of 30 days with no measurable deterioration. 3. Geotextiles will be thermally bonded to geonet components of GDL rather than chemically bonded. Table 5-4 - Manufacturing Quality Control GDL Component Test Procedure Geonet Component Specific gravity ASTM D 1505 Carbon black ASTM D 4218 Thickness ASTM D 5199 Geotextile Component Mass per unit area ASTM D 3776 AOS ASTM D 4751 Permittivity ASTM D 4491 Puncture Strength ASTM D 4833 Grab Strength ASTM D 4632 Trapezoidal Tear Strength ASTM D 4533 Geotextile/Geonet/ Composite Peel Strength ASTM D 413 Civil & Environmental Consultants, Inc. -54- CQA Plan Anson Landfill Permit to Construct Application August 2016 Notes: 1. The hydraulic transmissivity test (ASTM D 4716) need not be performed at a frequency of one per 20,000 square feet. However, the GDL Manufacturer and/or Fabricator shall certify that this test has been performed on a sample of GDL identical to the product that will be delivered to the site. The GDL Manufacturer and/or Fabricator shall provide test results to the Owner's Representative demonstrating that the GDL Manufacturer and/or Fabricator performed the tests and that acceptable results were obtained. 2. The GDL Manufacturer and/or Fabricator shall comply with the certification and submittal requirements of this plan. The minimum interface friction angle calculated was determined to be 11 degrees for the base liner construction. Conformance testing of the liner system interfaces should be performed to verify materials provided for each cell construction will meet or exceed this requirement. The soil materials used to construct the final cover system over the 3.5H:1 V slopes must possess a minimum internal friction angle of 23.1 °. Additionally, the minimum shear strengths for low normal loads were identified above and were based on a minimum geosynthetic interface friction angle of 23.1 ° and cohesion of 51 psf above the geomembrane, and 23.1 ° with no cohesion below the geomembrane. 5.2 LABELING The Geonet Manufacturer will identify all rolls of geonet in conformance with the project specifications. The CQA Engineer will examine rolls upon delivery and any deviation from the above requirements will be reported to the Design Engineer. 5.3 SHIPMENT AND STORAGE Civil & Environmental Consultants, Inc. -55- CQA Plan Anson Landfill Permit to Construct Application August 2016 During shipment and storage, the geonet will be protected as required by manufacturer's recommendations and the project specifications. The CQA Engineer will observe rolls upon delivery at the site and any deviation from the above requirements will be reported to the Design Engineer. 5.4 HANDLING AND PLACEMENT The Geosynthetic Installer will handle all geonets in such a manner as required by the project specifications. Any noncompliance will be noted by the CQA Engineer and reported to the Design Engineer. Civil & Environmental Consultants, Inc. -56- CQA Plan Anson Landfill Permit to Construct Application August 2016 5.5 SEAMS AND OVERLAPS All geonets will be seamed or overlapped in accordance with project specifications or as approved by the CQA Engineer and Design Engineer. 5.6 REPAIR Any holes or tears in the geonet will be repaired in accordance with the project specifications. The CQA Engineer will observe any repair and note any noncompliance with the above requirements and report them to the Design Engineer. Civil & Environmental Consultants, Inc. -57- CQA Plan Anson Landfill Permit to Construct Application August 2016 6.0 HIGH DENSITY POLYTHYLENE PIPE AND FITTINGS CONSTRUCTION QUALITY ASSURANCE 6.1 MATERIAL REQUIREMENTS All HDPE pipe and fittings shall be produced in accordance with the project specifications. 6.2 MANUFACTURER Prior to the installation of HDPE pipe, the Manufacturer will provide to the Contractor and the CQA Engineer the following: • A properties sheet including, at a minimum, all specified properties, measured using test methods indicated in the project technical specifications; • A list of quantities and descriptions of materials other than the base resin which comprise the pipe; • The sampling procedure and results of testing; and • A certification by the HDPE Pipe Manufacturer that values given in the properties sheet are minimum values and are guaranteed by the HDPE Pipe Manufacturer. The CQA Engineer will review these documents and verify that: • The property values certified by the HDPE Pipe Manufacturer meet all of the project technical specifications; • The measurements of properties by the HDPE Pipe Manufacturer are properly documented and that the test methods are acceptable; and • Report any discrepancies with the above requirements to the Design Engineer. Civil & Environmental Consultants. Inc. -58- CQA Plan Anson Landfill Permit to Construct Application August 2016 6.2.1 Verification and Identification Prior to shipment, the Contractor will provide the Design Engineer and the CQA Engineer with a quality control certification for each lot/batch of the HDPE pipe provided. The quality control certificate will be signed by a responsible party employed by the HDPE Pipe Manufacturer, such as the Production Manager. The quality control certificate will include: • Lot/batch number and identification; and • Sampling procedures and results of quality control tests. The CQA Engineer will: • Verify that the quality control certificates have been provided at the specified frequency for all lots/batches of pipe, and that each certificate identifies the pipe lot/batch related to it; and • Review the quality control certificates and verify that the certified properties meet the project technical specifications. 6.3 NONDESTRUCTIVE TESTING 6.3.1 Nondestructive Testing of Joints All nonperforated HDPE joints must be nondestructively tested. These pipe joints will be tested using the pressure test as provided in the project technical specifications. Other nondestructive test methods may be used only when: • The Geosynthetic Installer can prove its effectiveness; • The method is approved by the Pipe Manufacturer; • The method is approved by the Design Engineer; and • The Design Engineer and the CQA Engineer will verify the effectiveness and validity of the alternative test method. The CQA Engineer will report any nonconformance of testing methods to the Design Engineer. Civil & Environmental Consultants, Inc. -59- CQA Plan Anson Landfill Permit to Construct Application August 2016 7.0 LEACHATE COLLECTION SYSTEM CONSTRUCTION QUALITY ASSURANCE 7.1 INTRODUCTION This section of the CQA plan addresses the sand and gravel drains, and the soil buffer layer of the Leachate Collection System (LCS). By reference to Sections 5.0 and 6.0 of this CQA Plan, this section also addresses the perforated plastic pipes and geotextile filters and cushions that are included in the LCS system. This section outlines the CQA program to be implemented with regard to materials confirmation, laboratory and field test requirements, overview and interfacing with the Contractor, and resolution of problems. 7.2 GRANULAR LEACHATE COLLECTION SYSTEM 7.2.1 Protective Cover Material The LCS layer shall be placed and compacted in accordance with the project specifications. The Soils Engineer will provide gradation and density testing of the granular material at the frequency specified in the project specifications. The CQA Engineer will observe that placement of the granular material is done in a manner to protect the geomembrane, and review the gradation and density test data provided by the Soils Engineer. The CQA Engineer may conduct confirmation gradation and density testing as deemed appropriate. The protective cover used as part of the leachate collection system and for protection of the bottom liner system shall consist of a 24-inch layer of soil material. Each series of qualification tests will consist of determinations of grain size distribution, Atterberg Limits, and hydraulic conductivity. The soil used for the protective cover shall have a classification of SW, SP, SM, or SC in accordance with ASTM D2487 and a compacted saturated hydraulic conductivity equal to or greater than 1.9 x 10-4 cm/sec. The soil used for the protective cover shall be substantially free of topsoil, organics, and rocks larger than 1-inch in diameter. Civil & Environmental Consultants. Inc. -60- CQA Plan Anson Landfill Permit to Construct Application August 2016 Table 7-1 - Protective Cover Material Item ASTM Minimum Requirements Atterberg Limits D-4318-84 10,000 cubic yards Sieve Analysis with Hydrometer D-422-63 10,000 cubic yards Compacted Hydraulic Conductivity D-5084 10,000 cubic yards The minimum interface friction angle calculated was determined to be 11 degrees for the base liner construction. Conformance testing of the liner system interfaces should be performed to verify materials provided for each cell construction will meet or exceed this requirement. The soil materials used to construct the final cover system over the 3.51-1:1 V slopes must possess a minimum internal friction angle of 23.1 °. Additionally, the minimum shear strengths for low normal loads were identified above and were based on a minimum geosynthetic interface friction angle of 23.1 ° and cohesion of 51 psf above the geomembrane, and 23.1 ° with no cohesion below the geomembrane. The protective cover shall be placed by light, wide tracked equipment. Only nominal compaction need be applied to the protective soil layer. Over compaction due to equipment traffic must be avoided. Care must be exercised to eliminate any possibility of damage to the geosynthetics during placement. Wrinkles noted in the geosynthetics during placement should be relaxed and corrected in accordance with the Geomembrane Installer's recommendations. Protective cover thickness shall be monitored throughout each day of construction to determine if the thickness is adequate. Thickness verification shall be taken on a minimum 100-foot grid by a Surveyor. A bulk sample shall be obtained for every 10,000 cubic yards of source material for conformance testing outlined in Table 7-1. Civil & Environmental Consultants, Inc. -61- CQA Plan Anson Landfill Permit to Construct Application August 2016 If the source is changed, or a different material from the same source is considered, these materials will be tested at the same frequency as described in Table 7-1. 7.2.2 Sump and LCS Pipe Drain Material The drain material placed in the sumps and surrounding the LCS drainage pipe shall be placed in accordance with the project specifications. The Soils Engineer will provide gradation and mineralogical testing of the gravel material at the frequency specified in the project specifications. The CQA Engineer will observe that placement of the gravel is done in a manner to protect the geomembrane and plastic pipe and review the gradation and density test data provided by the Soils Engineer. The CQA Engineer may conduct confirmation gradation and additional testing as deemed appropriate. 7.3 RELATED MATERIALS 7.3.1 High Density Polyethylene (HDPE) Pipe Material The perforated HDPE pipe placed within the gravel drain material shall be placed in accordance with project specifications. The CQA program for this material is presented in Section 6.0 of this CQA Plan. 7.3.2 Soil Buffer Layer Material The soil buffer layer material shall be placed and compacted in accordance with project specifications. The Soils Engineer will provide classification testing of the material at the frequency specified in the project specifications. The CQA Engineer will observe that the placement of the soil buffer is done in a manner to protect the filter geotextile and review the classification data provided by the Soils Engineer. The CQA Engineer may conduct confirmation classification testing as deemed appropriate. Civil & Environmental Consultants, Inc. -62- CQA Plan Anson Landfill Permit to Construct Application August 2016 7.4 MATERIALS TESTING 7.4.1 Test Methods All testing used to evaluate the suitability or conformance of LCS materials will be carried out in accordance with the project specifications. Civil & Environmental Consultants. Inc. -63- CQA Plan Anson Landfill Permit to Construct Application August 2016 7.4.2 Material Testing Requirements The material CQC testing must comply with the minimum frequencies presented in the project specifications. The frequency of CQA testing will be determined by the CQA Engineer in light of the potential variability of the materials and the acceptance/failure rate of the CQC testing. 7.5 LCS CONSTRUCTION QUALITY ASSURANCE CQA will be performed on all components of the LCS system construction. CQA evaluation will consist of. (1) monitoring the work and observing the CQC testing, and (2) performing laboratory and field conformance tests. Laboratory CQA conformance tests may be conducted on samples taken at the borrow source, stockpile, and during the course of work prior to construction. Field conformance tests will be conducted during the course of the work. 7.5.1 Monitoring The CQA Engineer shall monitor and document the construction of all LCS components. Monitoring the construction work for the natural materials of all the LCS system includes the following: • Reviewing CQC testing for gradation and other physical properties of the natural materials and compilation of the data; • Monitoring the minimum vertical buffer maintained between field equipment and the geomembrane; and • Monitoring the placement of the natural materials does not fold or damage the geomembrane in any way. 7.5.1.1 Deficiencies If a defect is discovered in the earthwork product, the Soils Engineer will immediately determine the extent and nature of the defect and report it to the CQA Engineer. If the defect is indicated by an unsatisfactory test result, the Soils Engineer will determine the extent of the deficient area Civil & Environmental Consultants. Inc. -64- CQA Plan Anson Landfill Permit to Construct Application August 2016 by additional tests, observations, a review of records, or other means that the CQA Engineer deems appropriate. 7.5.1.2 Notification After determining the extent and nature of a defect, the Soils Engineer will notify the Design Engineer and Contractor and schedule appropriate retests when the work deficiency is corrected. The CQA Engineer shall observe all retests on defects. 7.5.1.3 Repairs and Retesting The Contractor will correct the deficiency to the satisfaction of the CQA Engineer. If a project specification criterion cannot be met, or unusual weather conditions hinder work, then the Soils Engineer will develop and present to the Design Engineer suggested solutions for his approval. All retests recommended by the Soils Engineer must verify that the defect has been corrected before any additional work is performed by the Contractor in the area of the deficiency. The CQA Engineer will verify that all installation requirements are met and that all submittals are provided. Civil & Environmental Consultants. Inc. -65- CQA Plan Anson Landfill Permit to Construct Application August 2016 8.0 CONSTRUCTION QUALITY ASSURANCE DOCUMENTATION 8.1 DOCUMENTATION The CQA Engineer will provide the Owner with the daily and weekly reports including signed descriptive remarks, data sheets, and logs to verify that all monitoring activities have been carried out. The CQA Engineer will also maintain at the job site a complete file of Plans, Reports, and Specifications, a CQA/CQC Plan, checklists, test procedures, daily logs, and other pertinent documents. 8.2 RECORD KEEPING Standard reporting procedures will include preparation of a daily report which, at a minimum, will consist of (1) field notes, including memoranda of meetings and/or discussions with the Contractor; (2) observation logs and testing data sheets; and (3) construction problem and solution data sheets. This information will be submitted weekly to and reviewed by the CQA Engineer. The daily report must be completed at the end of each shift prior to leaving the site and submitted to the CQA Engineer. The weekly reports should summarize the major events that occurred during that week. Critical problems that occur shall be communicated verbally immediately as well as being included in the reports. 8.2.1 Memorandum of Discussion with Contractor A daily report will be prepared summarizing discussions between the CQA Engineer and Contractor. At a minimum, the daily report will include the following information: • Date, project name, location, and other identification; • Name of parties to discussion at the time; • Relevant subject matter or issues; • Activities planned and schedule; and Civil & Environmental Consultants, Inc. -66- CQA Plan Anson Landfill Permit to Construct Application August 2016 • Signature of the CQA Engineer. 8.2.2 Observation Logs and Testing Data Sheets Observation logs and testing data sheets will be prepared daily by the CQA Engineer. At a minimum, these logs and data sheets will include the following information: • An identifying sheet number for cross referencing and document control; • Date, project name, location, and other identifications; • Data on weather conditions; • A reduced -scale site plan showing all proposed work areas and test locations; • Descriptions and locations of on -going construction; • Locations where tests and samples were taken; • A summary of test results; • Calibrations or recalibrations of test equipment and actions taken as a result of recalibration; • Off -site materials received, including quality verification documentation; • Decisions made regarding acceptance of units or work and/or corrective actions to be taken in instances of substandard quality; and • The CQA Engineer's signature. 8.2.3 Construction Problem and Solution Data Sheets Sheets describing special construction situations will be cross-referenced with specific obser- vation logs and testing data sheets, and must include the following information where available: • An identifying sheet number for cross referencing and document control; • A detailed description of the situation or deficiency; • The location and probable cause of the situation or deficiency; • How and when the situation or deficiency was found or located; • Documentation of the response to the situation or deficiency; • Final results of any responses; Civil & Environmental Consultants, Inc. -67- CQA Plan Anson Landfill Permit to Construct Application August 2016 • Any measures taken to prevent a similar situation from occurring in the future; and • The signature of the CQA Engineer and signature of the Design Engineer indicating concurrence. The Design Engineer will be made aware of any significant recurring non-conformance with the Specifications. The Design Engineer will then determine the cause of the non-conformance and recommend appropriate changes in procedures or specification. When this type of evaluation is made, the results will be documented; and any revisions to procedures or Specifications will be approved by the Owner and Design Engineer. 8.3 PHOTOGRAPHIC REPORTING DATA Photographic reporting data sheets, where used, will be cross-referenced with observation logs and testing data sheets and/or construction problem and solution data sheets. Photographs shall be taken at regular intervals during the construction process and in all areas deemed critical. These photographs will serve as a pictorial record of work progress, problems, and mitigation activities. The basic file will contain color prints, and negatives will also be stored in a separate file in chronological order. These records will be presented to the Design Engineer upon completion of the project. In lieu of photographic documentation, videotaping may be used to record work progress, problems, and mitigation activities. The Design Engineer may require that a portion of the documentation be recorded by photographic means in conjunction with videotaping. 8.4 DESIGN AND/OR SPECIFICATION CHANGES Design and/or specification changes may be required during construction. In such cases, the CQA Engineer will notify the Design Engineer. The Design Engineer will then notify the appro- priate agency, if necessary. Civil & Environmental Consultants, Inc. -68- CQA Plan Anson Landfill Permit to Construct Application August 2016 Design and/or specification changes will be made only with the written agreement of the Design Engineer and will take the form of an addendum to the Specifications. All design changes shall include a detail (if necessary) and state which detail it replaces in the plans. 8.5 PROGRESS REPORTS The CQA Engineer will prepare a summary progress report each week or at time intervals established at the pre -construction meeting. As a minimum, this report will include the following information: • A unique identifying sheet number for cross-referencing and document control; • The date, project name, location, and other information; • A summary of work activities during progress reporting period; • A summary of construction situations, deficiencies, and/or defects occurring during the progress reporting period; • A summary of test results, failures, and retests; and • A signature of the CQA Engineer. 8.6 SIGNATURE AND FINAL REPORT At the completion of each major construction activity, all required forms, observation logs, field and laboratory testing data sheets including sample location plans, construction problems, and solution data sheets will be certified by the CQA Engineer. The Design Engineer will also provide a final report that will certify that the work has been performed in compliance with the Plans and Specifications, and that the supporting documents provide the necessary information. The CQA Engineer will also provide summaries of all the data listed above with the report. The Record Drawings will include scale drawings depicting the location of the construction and details pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil component thicknesses, etc.). All surveying and base maps required for development of the Civil & Environmental Consultants. Inc. -69- CQA Plan Anson Landfill Permit to Construct Application August 2016 Record Drawings will be done in accordance with the project specifications and this CQA Plan. These documents will be certified by the Contractor and delivered to the CQA Engineer and included as part of the CQA documentation. 8.7 STORAGE OF RECORDS All handwritten data sheet originals, especially those containing signatures, should be stored by the CQA Engineer in a safe repository on site. Other reports may be stored by any standard method that will allow for easy access. Civil & Environmental Consultants. Inc. -70- CQA Plan Anson Landfill Permit to Construct Application August 2016 ANSON LANDFILL PHASES 3-4 PERMIT TO CONSTRUCT APPLICATION SPECIFICATIONS Prepared For: CHAMBERS DEVELOPMENT OF NORTH CAROLINA, INC., A WHOLLY OWNED SUBSIDIARY OF WASTE CONNECTIONS, INC. Prepared By: CIVIL & ENVIRONMENTAL CONSULTANTS, INC. CHARLOTTE, NORTH CAROLINA CEC Project 143-125 OCTOBER 2016 IA' W AIAM Civil & Environmental Consultants, Inc. 1900 Center Park Drive, Suite A I Charlotte, NC 28217 1 p: 980-224-8104 F: 980-224-8172 1 www.cecinc,com Civil & Environmental Consultants, Inc. ANSON LANDFILL PHASES 3-4 PERMIT TO CONSTRUCT PROJECT SPECIFICATIONS TABLE OF CONTENTS Pages Section Number Section Title 02074 GEOCOMPOSITES 12 02076 POLYETHYLENE GEOMEMBRANE LINER 15 02110 CLEARING AND GRUBBING 3 02220 EARTHWORK 12 02221 STRUCTURAL FILL 5 02310 TRENCHING 8 02230 PROTECTIVE COVER 7 02235 COMPACTED SOIL LINER 14 02280 EROSION AND SEDIMENT CONTROL 5 02485 SEEDING AND MULCHING 5 02710 HDPE PIPING AND VAULTS 4 02780 GEOSYNTHETIC CLAY LINER (GCL) 11 02900 GEOTEXTILE FABRIC 3 15100 VALVES 3 15452 SUBMERSIBLE LEACHATE PUMPS AND CONTROLS 7 143-125 Anson County Landfill October 2016 Phase 3 and 4 SECTION 02074 GEOCOMPOSITES TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 SECTION INCLUDES 1 1.02 REFERENCES 1 1.03 DEFINITIONS 2 1.04 QUALIFICATIONS 2 1.05 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING 3 1.06 WARRANTY 4 2.01 GEOCOMPOSITE PROPERTIES 4 2.02 MANUFACTURING QUALITY CONTROL 9 3.01 FAMILIARIZATION 9 3.02 MATERIAL PLACEMENT 10 3.03 SEAMS AND OVERLAPS 10 3.04 REPAIR 10 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 1 SECTION 02074 GEOCOMPOSITES PARTI. — GENERAL 1.01 SECTION INCLUDES A. Specifications and guidelines for manufacturing and installing geocomposite. 1.02 REFERENCES B. American Society for Testing and Materials (ASTM) 1. D 1505-98 Standard Test Method for Density of Plastics by the Density -Gradient Technique 2. D 1603-94 Standard Test Method for Carbon Black in Olefin Plastics 3. D1621-94 Standard Test Method for Compressive Properties of Rigid Cellular Plastics 4. D3776-96 Standard Test Methods for Mass Per Unit Area (Weight) Fabric. 5. D4218-96 Standard Test Method for the Determination of Carbon Black Content in Polyethylene Compounds by the Muffle -Furnace Technique 6. D4533-91 (1996) Standard Test Method for Trapezoid Tearing Strength of Geotextiles 7. D4595-86 (1994) Standard Test Method for Tensile Properties of Geotextiles by the Wide Width Strip Method 8. D4632-91 (1997) Standard Test Method for Grab Breaking Load and Elongation of Geotextiles 9. D4716-00 Standard Test Method for Determining the (In -Plane) Flow Rate Per Unit Width and Hydraulic Transmissivity of a Geosynthetic Using a Constant Head 10. D4751-99 Standard Test Method for Determining Apparent Opening Size of a Geotextile 11. D4833-88 (1996) Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes and Related Products 12. D5035-95 Standard Test Method for Breaking Force and Elongation of Textile Fabrics (Strip Method) 13. D5199-99 Standard Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes. 14. F904-98 Standard Test Method for Comparison of Bond Strength or Ply Adhesion of Similar Laminates Made From Flexible Materials. C. Geosynthetic Research Institute (GRI) 1. GRI GC-7 Determination of Adhesion and Bond Strength of Geocomposites. D. Relevant publications from the Environmental Protection Agency (EPA): 1. Daniel, D.E. and R.M. Koerner, (1993), Technical Guidance Document: Quality Assurance and Quality Control for Waste Containment Facilities, EPA/600/R- 93/182 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 1 1.03 DEFINITIONS A. Construction Quality Assurance Consultant (CONSULTANT)- Party, independent from MANUFACTURER and INSTALLER that is responsible for observing and documenting activities related to quality assurance during the lining system construction. B. ENGINEER- The individual or firm responsible for the design and preparation of the project's Contract Drawings and Specifications. C. Geocomposite Manufacturer (MANUFACTURER)- The party responsible for manufacturing the geocomposite rolls. D. Geosynthetic Quality Assurance Laboratory (TESTING LABORATORY)- Party, independent from the MANUFACTURER and INSTALLER, responsible for conducting laboratory tests on samples of geosynthetics obtained at the site or during manufacturing, usually under the direction of the OWNER. E. INSTALLER- Party responsible for field handling, transporting, storing and deploying the geocomposite. F. Lot- A quantity of resin (usually the capacity of one rail car) used to manufacture polyethylene geocomposite rolls. The finished rolls will be identified by a roll number traceable to the resin lot. 1.04 QUALIFICATIONS A. MANUFACTURER 1. Acceptable manufacturers of Geocomposite include: GSE. Tensar Earth Technologies. Tenax Corporation. FSI. Or approved equal. 2. MANUFACTURER shall have manufactured a minimum of 10,000,000 square feet of polyethylene geocomposite material during the last year. B. INSTALLER Installation shall be performed by one of the following installation companies (or approved equal): GSE Lining Technology, Inc. Plastic Fusion Fabricators, Inc. Environmental Specialties International, Inc. FSI. Engineer approved Dealer/Installer. 2. INSTALLER shall have installed a minimum of 2,500,000 square feet of geocomposite in the last 2 years. 3. INSTALLER shall have worked in a similar capacity on at least 10 projects similar in complexity to the project described in the contract documents, and with at least 435,000 square feet of geocomposite installation on each project. 4. The Installation Supervisor shall have worked in a similar capacity on projects similar in size and complexity to the project described in the Drawings. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 2 1.05 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING A. Labeling- Each roll of geocomposite delivered to the site shall be wrapped and labeled by the MANUFACTURER. The label will identify: 1. Manufacturer's name. 2. Product identification. 3. Length. 4. Width. 5. Roll number. B. Delivery- Rolls of geonet will be prepared to ship by appropriate means to prevent damage to the material and to facilitate off-loading. C. Storage- The on -site storage location for the geocomposite, provided by the CONTRACTOR to protect the geonet from abrasions, excessive dirt and moisture shall have the following characteristics: 1. Level (no wooden pallets). 2. Smooth. 3. Dry. 4. Protected from theft and vandalism. 5. Adjacent to the area being lined. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 3 D. Handling: 1. The CONTRACTOR and INSTALLER shall handle all geocomposite in such a manner as to ensure it is not damaged in any way. 2. The INSTALLER shall take any necessary precautions to prevent damage to underlying layers during placement of the geocomposite. 1.06 WARRANTY A. Material shall be warranted, on a pro-rata basis against defects for a period of 1-year from the date of the geocomposite installation. Written warranty shall be provided within one month of delivery of material to the job site. B. Installation shall be warranted against defects in workmanship for a period of 1-year from the date of geocomposite completion. Written warranty shall be provided within one month of installation of the material. PART 2 — PRODUCTS 2.01 GEOCOMPOSITE PROPERTIES A. Geocomposite Bottom Liner Drainage Layer: 1. A geocomposite shall be comprised of a geonet structure with thermally bonded polypropylene non -woven geotextile on both sides. 2. The geocomposite specified shall have properties that meet or exceed the values listed in Table 1 unless otherwise approved by the Engineer. Properties shown are from GSE F52080080S product. Table 1 Standard Property Drainage Sheet Bi-Planar Geocomposite Tested Property Transmissivity(a), m2/sec Test Method Minimum ASTM D4716-00 Average 5 x 10-4 Ply Adhesion, lb/in (N/m) ASTM F904 or GRI GC-7 1.0(174) Roll Width, ft (m) 14.5 (4.42) Roll Length, ft (m) 200 (61) Net Component (b) Thickness, mil (mm) ASTM D 5199 250 (6.3) Density, g/cm3 ASTM D 1505 0.94 Tensile Strength (MD), lb/in (N/mm) ASTM D 5035 55(9.6) Carbon Black Content, % ASTM D 1603 2.0 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 4 Table 1 Standard Property Drainage Sheet Bi-Planar Geocomposite Tested Property Test Method Minimum Average Geotextile Component (b> Mass Per Unit Area, oz/yd2 ASTM D 5261 8 (270) (g/m2) AOS, US Sieve (mm) ASTM D 4751 80 (0.180) Flow Rate, gpm/ft2 (lpm/m2) ASTM D 4491 110 (4480) UV Resistance, % retained ASTM D 4355 70 (after 500 hours) (a) Gradient of 0.10, normal load of 10,000 psf, water at 20 C (70 F) between two steel plates. (b)Component properties prior to lamination. (c) These are MARV values and are based on the cumulative results of specimens tested and as determined by Serrot International, Inc. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 5 B. Geocomposite Gas Transmission Layer: 1. Same as A in Geocomposite Bottom Liner Drainage Layer. 2. The geocomposite specified shall have properties that meet or exceed the values listed in Table 2 unless otherwise approved by the Engineer. Properties shown are from GSE F72080080S product. Table 2 Standard Property Drainage Sheet Bi-Planar Geocomposite Tested Property Test Method Minimum Average TransmissiviWa), m2/sec ASTM D4716-00 5 x 10-4 Ply Adhesion, lb/in (N/m) ASTM F904 or 1.0(174) GRI GC-7 Roll Width, ft (m) 14.5 (4.42) Roll Length, ft (m) 200 (61) Net Component (b) Thickness, mil (mm) ASTM D 5199 250 (6.3) Density, g/cm3 ASTM D 1505 0.94 Tensile Strength (MD), Win ASTM D 5035 55(9.6) (N/mm) Carbon Black Content, % ASTM D 1603 2.0 Geotextile Component (b) Mass Per Unit Area, oz/yd2 ASTM D 5261 8 (270) (g/m2) AOS, US Sieve (mm) ASTM D 4751 80 (0.180) Flow Rate, gpm/ft2 (lpm/m2) ASTM D 4491 110 (4480) UV Resistance, % retained ASTM D 4355 70 (after 500 hours) (a) Gradient of 0.33, normal load of 4,000 psf. Testing conditions are: steel plate/uniform drainage layer/geocomposite/ 60 mil HDPE geomembrane/ steel plate, with flat side of the geocomposite facing the soil. The seating period is 100 hours. (b)Component properties prior to lamination. (c) These are MARV values that are based on the cumulative results of specimens tested and as determined by Tenax. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 6 C. Geocomposite Closure Cap Drainage Layer: 1. Same as A in Geocomposite Bottom Liner Drainage Layer. 2. The geocomposite specified shall have properties that meet or exceed the values listed in Table 3 unless otherwise approved by the Engineer. Properties shown are from GSE F52080080S product. Table 3 Standard Property Drainage Sheet Bi-Planar Geocomposite Tested Property Test Method Minimum Average Transmissivity(a), m2/sec ASTM D4716-00 8.0 x 10-4(a) Ply Adhesion, lb/in ASTM D413 or 1.0 GRI GC-7 Roll Width, ft (m) 14.5 (4.4) Roll Length, ft (m) 180 (54.0) Net Component (b) Thickness, mil (mm) ASTM D 5199 275 (7) Density, g/cm3 ASTM D 1505 0.94 Tensile Strength (MD), Win ASTM D 5035 65 (11.5) (N/mm) Carbon Black Content, % ASTM D 1603 2.0 Geotextile Component (b) Mass Per Unit Area, oz/yd2 ASTM D 5261 8 (g/m2) AOS, US Sieve, mm ASTM D 4751 80 (0.180) (ppM/m2) Flow Rate, gpm/ft2 ASTM D 4491 110 (4480) (P/min/m2) (a) Gradient of 0.33, normal load of 4,000 psf. Testing conditions are: steel plate/uniform drainage layer/geocomposite/ 60 mil HDPE geomembrane/ steel plate, with flat side of the geocomposite facing the soil. The seating period is 100 hours. (b)Component properties prior to lamination. (c) These are MARV values that are based on the cumulative results of specimens tested and as determined by Tenax. D. Resin 1. Resin shall be new first quality, compounded polyethylene resin. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 7 2. Natural resin (without carbon black) shall meet the following additional minimum requirements: Table 02621-3 Density (g/cm3) ASTM D 1505 >0.94 Melt Flow Index (g/10 min) ASTM D 1238 < 1.0 1 Some test procedures may require modification for application to geosynthetics. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 8 2.02 MANUFACTURING QUALITY CONTROL A. The geocomposite shall be manufactured in accordance with the Manufacturer's Quality Control Plan submitted to and approved by the ENGINEER. B. The geocomposite shall be tested according to the test methods and frequencies listed below: Table 02621-4 Manufacturing Quality Control Test Frequencies Characteristics Test Method Units Frequency Resin Polymer Density ASTM D 1505 g/cm3 Once Per Lot Melt Flow Index ASTM D 1238 g/10 min Once Per Lot Geonet Test Thickness ASTM D 5199 mil 50,000 ft2 Carbon Black ASTM D 4218 % 50,000 ft2 Tensile Strength, ASTM D 4595 lbs/ ft 50,000 ft2 MD Transmissivity ASTM D 4716-00 m2/sec 200,000 ft2 Geotextile Tests Mass per Unit ASTM D 5261 oz/yd2 Every 100,000 ft2 Area Grab Tensile ASTM D 4632 lbs. Every 100,000 ft2 Puncture ASTM D 4833 lbs. Every 100,000 ft2 AOS, US Sieve ASTM D 4751 min Every 540,000 ft2 Water Flow Rate ASTM D 4491 gpm/ft2 Every 540,000 ft2 Geocomposite Tests Ply Adhesion GRI GC-7/ F904 lbs/ in. 50,000 ft2 Transmissivity (mod) in 2 540 000 ft 2 ASTM D 4716-00 PART 3 — EXECUTION 3.01 FAMILIARIZATION A. Inspection 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 9 Prior to implementing any of the work in the Section to be lined, the INSTALLER shall carefully inspect the installed work of all other Sections and verify that all work is complete to the point where the installation of this Section may properly commence without adverse impact. 2. If the INSTALLER has any concerns regarding the installed work of other Sections, he shall notify the Project ENGINEER. 3.02 MATERIAL PLACEMENT A. The geocomposite roll should be installed in the direction of the slope and in the intended direction of flow unless otherwise specified by the ENGINEER. B. If the project contains long, steep slopes, special care should be taken so that only full length rolls are used at the top of the slope. C. In the presence of wind, all geocomposites shall be weighted down with sandbags or the equivalent. Such sandbags shall be used during placement and remain until replaced with cover material. D. If the project includes an anchor trench at the top of the slopes, the geocomposite shall be properly anchored to resist sliding. Anchor trench compacting equipment shall not come into direct contact with the geocomposite. E. In applying fill material, no equipment can drive directly across the geocomposite. The specified fill material shall be placed and spread utilizing vehicles with a low ground pressure. F. The cover soil shall be placed on the geocomposite in a manner that prevents damage to the geocomposite. Where used, cover soil shall be placed over the geocomposite immediately following the placement and inspection of the geocomposite. 3.03 SEAMS AND OVERLAPS A. Each component of the geocomposite will be secured or seamed to the like component at overlaps. B. Geonet Components 1. Adjacent edges of the geonet along the length of the geocomposite roll shall be placed with the edges of each geonet butted against each other. 2. The overlaps shall be joined by tying the geonet structure with plastic cable ties. These ties shall be spaced every 5 feet along the roll length. 3. Adjoining geocomposite rolls (end to end) across the roll width should be shingled down in the direction of the slope, with the geonet portion of the top overlapping the geonet portion of the bottom geocomposite a minimum of 12 inches across the roll width. 4. The geonet portion should be tied every 6 inches in the anchor trench or as specified by the ENGINEER. 3.04 REPAIR A. Prior to covering the deployed geocomposite, each roll shall be inspected for damage resulting from construction. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 10 B. Any rips, tears or damaged areas on the deployed geocomposite shall be removed and patched. The patch shall be secured to the original geonet by tying every 6 inches with the approved tying devices. If the area to be repaired is more than 50 percent of the width of the panel, the damaged area shall be cut out and the two portions of the geonet shall be cut out and the two portions of the geonet shall be joined in accordance with Subsection 3.03. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02074 — 11 SECTION 02076 POLYETHYLENE GEOMEMBRANE LINER GENERAL TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 SECTION INCLUDES 1 1.02 REFERENCES 1 1.03 DEFINITIONS 1 1.04 SUBMITTALS POST -AWARD 2 1.05 QUALITY ASSURANCE 3 1.06 QUALIFICATIONS 3 1.07 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING 3 1.08 WARRANTY 4 1.09 GEOMEMBRANE 4 1.10 EQUIPMENT 5 1.11 DEPLOYMENT 5 1.12 FIELD SEAMING 7 1.13 FIELD QUALITY ASSURANCE 8 1.14 REPAIR PROCEDURES 9 1.15 MEASUREMENT AND PAYMENT 10 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 1 SECTION 02076 POLYETHYLENE GEOMEMBRANE LINER GENERAL PART 1 — GENERAL 1.01 SECTION INCLUDES A. Specifications and guidelines for MANUFACTURING and INSTALLING geomembrane. 1.02 REFERENCES A. American Society for Testing and Materials (ASTM) 1. D638 Standard Test Method for Tensile Properties of Plastics 2. D 1004 Test Method for Initial Tear Resistance of Plastic Film and Sheeting 3. D 123 8 Standard Test Method for Flow Rates of Thermoplastics by Extrusion Plastometer 4. D 1505 Test Method for Density of Plastics by the Density -Gradient Technique 5. D 1603 Test Method for Carbon Black in Olefin Plastics 6. D3895 Standard Test Method for Oxidative -Induction Time of Polyolefins by Differential Scanning Calorimetry 7. D4833 Standard Test Method for Index Puncture Resistance of Geotextiles, Geomembranes, and Related Products 8. D5199 Standard Test Method for Measuring Nominal Thickness of Geotextiles and Geomembranes 9. D5397 Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin Geomembranes Using Notched Constant Tensile Load Test 10. D5596 Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon Black in Polyolefin Geosynthetics 11. D5994 Standard Test Method for Measuring Core Thickness of Textured Geomembranes 12. D6392 Standard Test Method for Determining the Integrity of Non -reinforced Geomembrane Seams Produced Using Thermo -Fusion Methods B. The Geosynthetic Research Institute (GRI). 1.03 DEFINITIONS A. Lot A quantity if resin (usually the capacity of one rail car) used in the manufacture of polyethylene geomembrane rolls. The finished roll will be identified by a roll number traceable to the resin lot used. B. Construction Quality Assurance Consultant (CONSULTANT) — Party, independent from MANUFACTURER and INSTALLER that is responsible for observing and documenting activities related to quality assurance during the lining system construction. C. Engineer — The individual or firm responsible for the design and preparation of the project's Contract Drawings and Specifications. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 1 D. Geomembrane Manufacturer (MANUFACTURER) — The party responsible for manufacturing the geomembrane rolls. E. Geosynthetic Quality Assurance Laboratory (TESTING LABORATORY) — Party, independent from the OWNER, MANUFACTURER and INSTALLER, responsible for conducting laboratory tests on samples of geosynthetics obtained at the site or during manufacturing, usually under the direction of the OWNER. F. Installer — Party responsible for field handling, transporting, storing, deploying, seaming and testing of the geomembrane seams. G. Panel — Unit area of a geomembrane that will be seamed in the field that is larger than 100 square feet. H. Patch — Unit area of a geomembrane that will be seamed in the field that is less than 100 square feet. I. Subgrade Surface Soil layer surface, which immediately underlies the geosynthetic material(s). 1.04 SUBMITTALS POST -AWARD A. Furnish the following product data, in writing, to ENGINEER prior to installation of the geomembrane material: 1. Resin Data shall include the following. a. Certification stating that the resin meets the specification requirements (see Section 1.09). 2. Geomembrane Roll a. Statement certifying no reclaimed polymer is added to the resin (product run may be recycled). B. The INSTALLER shall furnish the following information to the ENGINEER and OWNER prior to installation: 1. Installation layout drawings a. Must show proposed panel layout including field seams and details. b. Must be approved prior to installing the geomembrane: 1) Approved drawings will be for concept only and actual panel placement will be determined by site conditions as approved by the Engineer. 2. Installer's Geosynthetic Field Installation Quality Assurance Plan C. The INSTALLER will submit the following to the ENGINEER upon completion of installation: Certificate stating the geomembrane has been installed in accordance with the Contract Documents 2. Material and installation warranties 3. As -built drawings showing actual geomembrane placement and seams including typical anchor trench detail 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 2 1.05 QUALITY ASSURANCE A. The OWNER will engage and pay for the services of a Geosynthetic Quality Assurance Consultant and Laboratory to monitor geomembrane installation. 1.06 QUALIFICATIONS A. MANUFACTURER: 1. Geomembrane shall be manufactured by the following: a. GSE Lining Technology, Inc. b. Approved equal. 2. MANUFACTURER shall have manufactured a minimum of 10,000,000 square feet of polyethylene geomembrane during the last year. B. INSTALLER: 1. Installation shall be performed by one of the following installation companies (or approved equal): a. GSE Lining Technology, Inc. b. GSE Approved Dealer/Installers. 2. INSTALLER shall have installed a minimum of 5,000,000 square feet of PE geomembrane during the last 2 years. 3. INSTALLER shall have worked in a similar capacity on at least 5 projects similar in complexity to the project described in the contract documents, and with at least 100,000 square feet of PE geomembrane installation on each project. 4. The Installation Supervisor shall have worked in a similar capacity on projects similar in size and complexity to the project described in the Contract Documents and shall have supervised the installation of at least 1,000,000 square feet of PE geomembrane in the last 2 years. 5. The INSTALLER shall provide a minimum of one Master Seamer for work on the project. a. Must have completed a minimum of 1,000,000 square feet of PE geomembrane seaming work using the type of seaming apparatus proposed for the use on this Project. No reamer shall have less than 200,000 square feet of experience welding PE geomembrane in the last year. 1.07 MATERIAL LABELING, DELIVERY, STORAGE AND HANDLING Labeling - Each roll of geomembrane delivered to the site shall be labeled by the MANUFACTURER. The label will identify: a. manufacturer's name b. product identification c. thickness d. length e. width f. roll number 2. Delivery- Rolls of liner will be prepared to ship by appropriate means to prevent damage to the material and to facilitate off-loading. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 3 3. Storage- The on -site storage location for geomembrane material, provided by the CONTRACTOR to protect the geomembrane from punctures, abrasions and excessive dirt and moisture should have the following characteristics: a. level (no wooden pallets) b. smooth c. dry d. protected from theft and vandalism e. adjacent to the area being lined 4. Handling- Materials are to be handled so as to prevent damage. 1.08 WARRANTY A. Material shall be warranted, on a pro-rata basis against Manufacturer's defects for a period of 5 years from the date of geomembrane installation. Written warranty shall be provided within one month of delivery of material to the job site. B. Installation shall be warranted against defects in workmanship for a period of 1 year from the date of geomembrane completion. Written warranty shall be provided within one month of installation of the material. 1.09 GEOMEMBRANE A. Material shall be smooth/textured polyethylene geomembrane as shown on the drawings. B. Resin 1. Resin shall be new, first quality, compounded and manufactured specifically for producing geomembrane. 2. Natural resin (without carbon black) shall meet the following additional minimum requirements unless otherwise approved by the Engineer: Property Test Method HDPE LLDPE Density [g/cm3] ASTM D 1505 0.932 0.915 Melt Flow Index [g/10 ASTM D 1238 < 1.0 <— 1.0 min.] (190/2.16) OIT [minutes] ASTM D 3895 (1 100 1000) atm/200° C) 1 OIT for LLDPE resin is performed on a representative finished product for each lot of resin rather than on the natural (without carbon black) resin. C. Geomembrane Rolls 1. Do not exceed a combined maximum total of 1 percent by weight of additives other than carbon black. 2. Geomembrane shall be free of holes, pinholes as verified by on-line electrical detection, bubbles, blisters, excessive contamination by foreign matter, and nicks and cuts on roll edges. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 4 3. Geomembrane material is to be supplied in roll form. Each roll is to be identified with labels indicating both number, thickness, length, width and MANUFACTURER. 4. All liner sheets produced at the factory shall be inspected prior to shipment for compliance with the physical property requirements listed in Section 1.09, B, and be tested by an acceptable method of inspecting for pinholes. If pinholes are located, identified and indicated during manufacturing, these pinholes may be corrected during installation. D. Textured surfaced geomembrane shall meet the requirements shown in the following table(s) for the following material(s) unless otherwise approved by the ENGINEER. 1. Table 1 for black coextruded textured HDPE 2. Table 2 for black coextruded textured LLDPE E. Extrudate Rod or Bead 1. Extrudate material shall be made from same type resin as the geomembrane. 2. Additives shall be thoroughly dispersed. 3. Materials shall be free of contamination by moisture or foreign matter. 1.10 EQUIPMENT A. Welding equipment and accessories shall meet the following requirements: 1. Gauges showing temperatures in apparatus (extrusion welder) or wedge (wedge welder) shall be present. 2. An adequate number of welding apparatus shall be available to avoid delaying work. 3. Power source capable of providing constant voltage under combined line load shall be used. 1.11 DEPLOYMENT A. Assign each panel a simple and logical identifying code. The coding system shall be subject to approval and shall be determined at the job site. B. Visually inspect the geomembrane during deployment for imperfections and mark faulty or suspect areas. C. Deployment of geomembrane panels shall be performed in a manner that will comply with the following guidelines: 1. Unroll geomembrane panels using methods that will not damage geomembrane and will protect underlying surface from damage (i.e., spreader bar, protected equipment bucket). 2. Place ballast (commonly sandbags) on geomembrane, which will not damage geomembrane to prevent wind uplift. 3. Personnel walking on geomembrane shall not engage in activities or wear shoes that could damage the geomembrane. Smoking will not be permitted on the geomembrane. 4. Do not allow heavy vehicular traffic directly on geomembrane. Rubber -tired ATV's and trucks are acceptable if wheel contact is less than 6 psi. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 5 5. Protect geomembrane in areas of heavy traffic by placing protective cover over the geomembrane. D. Sufficient material (slack) shall be provided to allow for thermal expansion and contraction of the material. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 6 1.12 FIELD SEAMING A. Seams shall meet the following requirements: 1. To the maximum extent possible, orient seams parallel to line of slope, i.e., down and not across slope. 2. Minimize number of field seams in corners, odd -shaped geometric locations and outside corners. 3. Slope seams (panels) shall extend a minimum of five -feet beyond the grade break into the flat area. 4. Use a sequential seam numbering system compatible with panel numbering system that is agreeable to the CONSULTANT and INSTALLER. 5. Align seam overlaps consistent with the requirements of the welding equipment being used. A 6-inch overlap is commonly suggested. B. During Welding Operations 1. Provide at least one Master Seamer who shall provide direct supervision over other welders as necessary. C. Extrusion Welding 1. Hot-air tack adjacent pieces together using procedures that do not damage geomembrane. 2. Clean geomembrane surfaces by disc grinder or equivalent. 3. Purge welding apparatus of heat -degraded extrudate before welding. D. Hot Wedge Welding 1. Welding apparatus shall be a self-propelled device equipped with an electronic controller which displays applicable temperatures. 2. Clean seam area of dust, mud, moisture, and debris immediately ahead of the hot wedge welder. 3. Protect against moisture build-up between sheets. E. Trial Welds 1. Perform trial welds on geomembrane samples to verify welding equipment is operating properly. 2. Make trial welds under the same surface and environmental conditions as the production welds, i.e., in contact with subgrade and similar ambient temperature. 3. Minimum of two trial welds per day, per welding apparatus, one made prior to the start of work and one completed at mid shift. 4. Cut four, one -inch wide by six-inch long test strips from the trial weld. 5. Quantitatively test specimens for peel adhesion, and then for bonded seam strength (shear). 6. Trial weld specimens shall pass when the results shown in Table 3 and Table 4 are achieved in both peel and shear test. a. The break, when peel testing, occurs in the liner material itself, not through peel separation (FTB). b. The break is ductile. 7. Repeat the trial weld, in its entirety, when any of the trial weld samples fail in either peel or shear. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 7 8. No welding equipment or welder shall be allowed to perform production welds until equipment and welders have successfully completed trial weld. F. Seaming shall not proceed when ambient air temperature or adverse weather conditions jeopardize the integrity of the liner installation as determined by the Engineer. INSTALLER shall demonstrate that acceptable seaming can be performed by completing acceptable trial welds. G. Defects and Repairs 1. Examine all seams and non -seam areas of the geomembrane for defects, holes, blisters, undispersed raw materials, and any sign of contamination by foreign matter. 2. Repair and non-destructively test each suspect location in both seam and non - seam areas. Do not cover geomembrane at locations that have been repaired until test results with passing values are available. 1.13 FIELD QUALITY ASSURANCE A. MANUFACTURER and INSTALLER shall participate in and conform to all terms and requirements of the Owner's quality assurance program. CONTRACTOR shall be responsible for assuring this participation. B. Quality assurance requirements are as specified in this Section and in the Field Installation Quality Assurance Manual if it is included in the contract. C. Field Testing 1. Non-destructive testing may be carried out as the seaming progresses using one of the following methods: a. Vacuum Testing 1) Shall be performed in accordance with ASTM D 5641, Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber. b. Air Pressure Testing 1) Shall be performed in accordance with ASTM D 5820, Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed Geomembranes. a) Other methods approved by the Engineer. 2. Destructive Testing (performed by CONSULTANT with assistance from INSTALLER) a. Location and Frequency of Testing 1) Collect destructive test samples at a frequency of one per every 1000 lineal feet of seam length. 2) Test locations will be determined after seaming. 3) If approved by the ENGINEER, use the Method of Attributes as described by GRI GM-14 (Geosynthetics Institute, http://www.geosynthetic-institute.org) to minimize test samples taken. b. Sampling Procedures are performed as follows: D. INSTALLER shall cut samples at locations designated by the CONSULTANT as the seaming progresses in order to obtain field laboratory test results before the geomembrane is covered. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 8 1) CONSULTANT will number each sample, and the location will be noted on the installation as -built. 2) Samples shall be twelve (12) inches wide by minimal length with the seam centered lengthwise. 3) Cut a 2-inch wide strip from each end of the sample for field-testing. 4) Cut the remaining sample into two parts for distribution as follows: a) One portion for INSTALLER, 12-inches by 12 inches b) One portion for the Third Party laboratory, 12-inches by 18-inches c) Additional samples may be archived if required. 5) Destructive testing shall be performed in accordance with ASTM D 6392, Standard Test Method for Determining the Integrity of Non - Reinforced Geomembrane Seams Produced Using Thermo -Fusion Methods. 6) INSTALLER shall repair and non-destructively test all holes in the geomembrane resulting from destructive sampling. 7) Repair and test the continuity of the repair in accordance with these Specifications. 2. Failed Seam Procedures a. If the seam fails, INSTALLER shall follow one of two options: 1) Reconstruct the seam between any two passed test locations. 2) Trace the weld to an intermediate location at least 10 feet minimum or to where the seam ends in both directions from the location of the failed test. b. The next seam welded using the same welding device is required to obtain an additional sample, i.e., if one side of the seam is less than 10 feet long. c. If sample passes, then the seam shall be reconstructed or capped between the test sample locations. d. If any sample fails, the process shall be repeated to establish the zone in which the seam shall be reconstructed. 1.14 REPAIR PROCEDURES A. Remove damaged geomembrane and replace with acceptable geomembrane materials if damage cannot be satisfactorily repaired. B. Repair any portion of unsatisfactory geomembrane or seam area failing a destructive or non-destructive test. C. INSTALLER shall be responsible for repair of defective areas. D. Agreement upon the appropriate repair method shall be decided between CONSULTANT and INSTALLER by using one of the following repair methods: 1. Patching - Used to repair large holes, tears, undispersed raw materials, and contamination by foreign matter. 2. Abrading and Re -welding- Used to repair short section of a seam. 3. Spot Welding- Used to repair pinholes or other minor, localized flaws or where geomembrane thickness has been reduced. 4. Capping- Used to repair long lengths of failed seams. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 9 5. Flap Welding- Used to extrusion weld the flap (excess outer portion) of a fusion weld in lieu of a full cap. 6. Remove the unacceptable seam and replace with new material. E. The following procedures shall be observed when a repair method is used: 1. All geomembrane surfaces shall be clean and dry at the time of repair. 2. Surfaces of the polyethylene which are to be repaired by extrusion welds shall be lightly abraded to assure cleanliness. 3. Extend patches or caps at least 6 inches for extrusion welds and 4 inches for wedge welds beyond the edge of the defect, and around all corners of patch material. F. Repair Verification 1. Number and log each patch repair. 2. Non-destructively test each repair using methods specified in this Specification. 1.15 MEASUREMENT AND PAYMENT A. Payment for geomembrane installation will be as per contract unit price per square foot, as measured parallel to liner surface, including designed anchor trench material and is based upon net lined area. B. Net lined area is defined to be the true area of all surfaces to be lined plus designed burial in all anchor trenches, rubsheets, and sacrificial layers. C. Prices shall include full compensation for furnishing all labor, material, tools, equipment, and incidentals. D. Prices also include doing all the work involved in performing geomembrane installation completely as shown on the drawing, as specified herein, and as directed by the ENGINEER. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 10 Table 1 Minimum Values for Coextruded Textured HDPE Geomembranes Property Test Method(') Thickness, mil (mm) ASTM D 5994 Minimum Average 30 40 (1.0) 60 (1.5) 80 (2.0) 100 Lowest Ind. Reading (0.75) 36 54 (1.4) 72 (1.8) (2.5) 27 (0.91) 90(2.3) (0.69) Density, g/cm3 ASTM D 1505 0.94 0.94 0.94 0.94 0.94 Carbon Black Content(2)ASTM D 1603, 2.0 2.0 2.0 2.0 2.0 % modified Carbon Black Dispersion ASTM D 5596 Note 4 Note 4 Note 4 Note 4 Note 4 Tensile Properties(2): ASTM D 638 (each direction) Type IV, 2 ipm Strength at Yield, lb/in 63 (11) 84 (15) 130 (23) 173 (30) 216 (kN/m) (3 8) Strength at Break, lb/in 45 (8) 60 (11) 90 (16) 120 (21) 150 (kN/m) (27) Elongation at Yield, % (1.3" gauge 13 13 13 13 13 length) Elongation at Break, % (2.0" gauge 150 150 150 150 150 length) Tear Resistance, lb (N) ASTM D 1004 21 (93) 28 (124) 40 (187) 56 (249) 70 (311) Puncture Resistance, lb ASTM D 4833 54 72 (320) 108 144 180 (N) (240) (480) (641) (801) Notched Constant ASTM D 5397, 400 400 400 400 400 Tensile Load (3), hours appendix Oxidative Induction ASTM D 3895 100 100 100 100 100 Time, min. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 11 Table 1 Minimum Values for Coextruded Textured HDPE Geomembranes Property Test Method(') 'Some test procedures have been modified for application to geosynthetics. 2The combination of stress concentrations due to coextrusion texture geometry and the small specimen size results in large variations of test results. Therefore, these tensile properties are minimum average roll values. 3 NCTL on coextruded textured product is conducted on representative smooth membrane samples. 4 Only near spherical agglomerates are considered. 9 of 10 views shall be Category 1 or 2. No more than one view Category 3 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 12 Table 2 Minimum Values for Coextruded Textured LLDPE Geomembranes Property Test Method(') Thickness, mil (min) Minimum Average ASTM D 5994 40 (1.0) 60 (1.5) Lowest Individual 36 (0.91) 54 (l.4) Reading Density, g/cm3 ASTM D 1505 0.92 0.92 Carbon Black Content, % ASTM D 1603, modified 2.0 2.0 Carbon Black Dispersion ASTM D 5596 Note 3 Note 3 Tensile Properties(3): ASTM D 638 (each direction) Type IV, 2 ipm Strength at Break, lb/in 100 (18) 132 (23) (kN/m) Elongation at Break, % (2.0" gauge length) 500 500 Tear Resistance, lb (N) ASTM D 1004 22 (100) 33 (150) Puncture Resistance, lb (N) ASTM D 4833 48 (214) 73 (325) Oxidative Induction Time, ASTM D 3895 100 100 min. 1 Some test procedures are modified for application to geosynthetics. 2 The combination of stress concentrations due to coextrusion texture geometry and the small specimen size results in large variations of test results. Therefore, these tensile properties are average roll values. 3 Only near spherical agglomerates are considered. 9 of 10 views shall be Category 1 or 2. No more than one view Category 3. Table 3 Minimum Weld Values for Coextruded Textured HDPE Geomembranes Property Test 30 40 (1.0) 60 (1.5) 80 (2.0) 100 Method (0.75) (2.5) Peel Strength (fusion), ppi (kN/m) ASTM D 49 (8.6) 65 (12) 98 (17) 130 162 6392 (23) (29) Peel Strength (extrusion), ppi (kN/m) ASTM D 39 (6.9) 52 (9) 78 (14) 104 130 6392 (18) (23) Shear Strength (fusion & ext.), ppi ASTM D 61 (11) 81 (14) 121 162 203 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 13 �J(kN/m) 6392 1 1 1 (21) 1 (29) (36) Table 4 Minimum Weld Values for Coextruded Textured LLDPE Geomembranes Property Test Method 40 (l.0) 60 (1.5) Peel Strength (fusion & ext.), ppi ASTM D 6392 40(7.0) 60 (11) (kN/m) Shear Strength (fusion & ext.), ppi ASTM D 6392 48(8.4) 72 (13) (kN/m) END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02076— 14 SECTION 02110 CLEARING AND GRUBBING PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: CONTRACTOR shall furnish all labor, materials, equipment and incidentals required to perform all clearing and grubbing as shown and specified. B. Related Work Specified Elsewhere: 1. Section 02220, Earthwork. 2. Section 02221, Structural Fill. 1.02 QUALITY ASSURANCE A. Codes and Standards: State and local laws and code requirements shall govern the hauling and disposal of trees, shrubs, stumps, roots, rubbish, debris and other matter. 1.03 JOB CONDITIONS A. Protection: 1. Streets, roads, adjacent property and other works and structures shall be protected throughout the entire project. CONTRACTOR shall return to original condition, satisfactory to the ENGINEER, damaged facilities caused by the CONTRACTOR'S operations. 2. Trees, shrubs and grassed areas which are to remain shall be protected by fences, barricades, wrapping or other methods as shown, specified or approved by the ENGINEER. Equipment, stockpiles, etc. shall not be permitted within tree branch spread. Trees shall not be removed without approval of the ENGINEER unless shown or specified. B. Salvable Improvements: 1. Unless specified elsewhere carefully remove items to be salvaged and store on premises in approved location, all in accordance with recommendations of specialists recognized in the Work involved. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02110-1 1.04 GUARANTEE A. CONTRACTOR shall guarantee that Work performed under this Section will not permanently damage trees, shrubs, turf or plants designated to remain, or other adjacent work or facilities. If damage resulting from CONTRACTOR'S operations appears during the period up to 18 months after completion of the project, he shall replace damaged items at no expense to OWNER. PART 2 — PRODUCTS (NOT USED) PART 3 - EXECUTION 3.01 CLEARING AND GRUBBING A. Limits of clearing shall be all areas within the Contract limit lines except as otherwise shown. Damage outside these limits caused by the CONTRACTOR'S operations shall be corrected at the CONTRACTOR'S expense. B. Except as noted below, CONTRACTOR shall remove from the site and satisfactorily dispose of all trees, shrubs, stumps, roots, brush, masonry, rubbish, scrap, debris, pavement, curbs, fences and miscellaneous other structures not covered under other Sections as shown, specified or otherwise required to permit construction of the new Work. C. Trees, stumps and other cleared and grubbed material may be disposed on site, where shown or approved by the ENGINEER. No cleared or grubbed material may be used in backfills or structural embankments. D. Burning on site shall not be permitted. E. All burning, on or off the site, shall be in complete accordance with rules and regulations of local authorities having jurisdiction. F. Trees and shrubs shall be trimmed when doing so will avoid removal or damage. Trimmed or damaged trees shall be treated and repaired by persons with experience in this specialty who are approved by ENGINEER. Trees and shrubs intended to remain which are damaged beyond repair or removed, shall be replaced by the CONTRACTOR. G. Control air pollution caused by dust and dirt, and comply with governing regulations. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02110-2 3.02 TOPSOIL REMOVAL A. Topsoil is defined as friable clay loam surface soil found in a depth of not less than 4 inches. Topsoil shall be substantially free of subsoil, clay lumps, stones, and other objects over 2 inches in diameter, and without weeds, roots, and other objectionable material. B. Strip topsoil which is satisfactory to whatever depths are encountered, and in such manner as to prevent intermingling with the underlying subsoil or other objectionable material. Remove heavy growths of grass from areas before stripping. 1. Where trees are shown or directed to be left standing, stop topsoil stripping a sufficient distance from such trees to prevent damage to the main root system. C. Stockpile topsoil in storage piles in areas shown, or where otherwise approved by ENGINEER. Construct storage piles to freely drain surface water. Cover storage piles if required to prevent windblown dust. Topsoil in excess of quantity required shall remain property of OWNER. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02110-3 SECTION 02220 EARTHWORK PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: 1. CONTRACTOR shall provide all labor, materials, equipment and incidentals required to perform all excavating, stockpiling, backfilling, filling and grading of earth materials as required for construction of the proposed leachate storage tank and piping and associated features required to complete the Work in every respect. 2. The Work of this Section shall include, but not necessarily be limited to: excavating, hauling, stockpiling, backfilling, compacting, surveying, trenching and grading of soils. The Work of this Section may pertain in whole or in part to construction of the following: subgrade, structural fill, access roads, trenching for pipe installation and construction of surface water control structures. The Work of this Section also includes dewatering and protection of the Work. 3. All temporary means needed to prevent discharge of sediment to water courses from dewatering systems or erosion are included. 4. No classification of excavated materials will be made. Excavation includes all materials regardless of type, character, composition, moisture, or condition thereof. 5. The contractor shall conform to the dimensions, lines, and grades specified on the Drawings. B. Related Sections: 1. Section 02221, Structural Fill 1.02 QUALITY ASSURANCE A. Pre -Construction Testing: 1. CONTRACTOR shall give full cooperation to the Project Representative so that the required soil tests can be collected in an efficient and timely manner. B. Field Conformance Testing: 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-1 1. In -place Field Testing: the Project Representative will conduct tests to determine acceptability of the installed material. CONTRACTOR shall give full cooperation to the Project Representative so that the required soil tests can be collected in an efficient and timely manner. 2. Where noted in Part 2, the CONTRACTOR shall engage the services of a qualified laboratory to make tests and determine acceptability of the fill or material. Laboratory shall be acceptable to Project Representative. C. Permits and Regulations: 1. Obtain all necessary permits for work in roads, rights -of -way, railroads, etc. Also obtain permits as required by local, state and federal agencies for discharging water from excavations. 2. Perform excavation work in compliance with applicable requirements of governing authorities having jurisdiction. D. Reference Standards: Comply with applicable provisions and recommendations of the following except as otherwise shown or specified. 1. ASTM A 36, Specification for Structural Steel. 2. ASTM A 328, Specification for Steel Sheet Piling. 3. ASTM D 422, Method for Particle -Size Analysis of Soils. 4. ASTM D 698 (AASHTO T99), Test Methods for Moisture -Density Relations of Soils and Soil Aggregate Mixtures, Using 5.5 pound (2.5 kg) Rammer and 12-inch (304.8 mm Drop). 5. ASTM D 1556, Test Method for Density and Unit Weight of Soil in Place by the Sand -Cone Method. 6. ASTM D 1557, Test Method for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft 16/cu ft) (2,700 KN-m/cum). 7. ASTM D 6938, Standard Test Method for In -Place Density and Water Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth). 8. AISC Specifications for the Design, Fabrication, and Erection of Structural Steel for Buildings. 9. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section .650 (Subpart P - Excavations). 10. ASTM D 4220, Standard Practices for Preserving and Transporting Soil Samples 11. ASTM D 4318, Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 12. ASTM D 2487, Standard Classification of Soils (Unified Soil Classification System). 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-2 1.03 SUBMITTALS A. Proposed compaction methods and equipment. B. Certification that all fill materials brought to the site have been obtained from a clean source. C. Submit proposed supplier's source of fill materials for approval by Project Representative. D. Submit supplier certifications that fill materials obtained from off -site sources meet the specified requirements. 1.04 JOB CONDITIONS A. Subsurface Information: 1. Additional test borings and other exploratory operations may be made by CONTRACTOR at no cost to OWNER. B. Existing Structures: The Drawings show certain surface and underground structures adjacent to the Work. This information has been obtained from existing records. It is not guaranteed to be correct or complete and is shown for the convenience of CONTRACTOR. CONTRACTOR shall explore ahead of the required excavation to determine the exact location of all structures. They shall be supported and protected from damage by CONTRACTOR. If they are broken or damaged, they shall be restored immediately by CONTRACTOR at his expense. C. Existing Utilities: Locate existing underground utilities in the areas of Work. If utilities are to remain in place, provide adequate means of protection during all operations. 1. Should uncharted or incorrectly charted piping or other utilities be encountered during excavation, consult piping or utility owner and ENGINEER immediately for directions as to procedure. Cooperate with OWNER and utility owner in keeping services and facilities in operation. Repair damaged utilities to satisfaction of utility owner. 2. Do not interrupt existing utilities serving facilities occupied and used by OWNER or others, except when permitted in writing by ENGINEER and then only after acceptable temporary utility services have been provided. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-3 D. Use of Explosives: The use of explosives will not be permitted. E. Protection of Persons and Property: Barricade open excavations occurring as part of the Work and post with warning lights. Operate warning lights during hours from dusk to dawn each day and as otherwise required. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused by settlement, lateral movement, undermining, washout and other hazards created by earthwork operations. F. Dust Control: Conduct all operations and maintain areas of activity, including sweeping and sprinkling of roadways, to minimize creation and dispersion of dust. Calcium chloride shall not be used at this site. PART 2 - PRODUCTS 2.01 MATERIAL SPECIFICATIONS Refer to specific Sections regarding material specifications. PART 3 - EXECUTION 3.01 INSPECTION A. Provide Project Representative and ENGINEER with sufficient notice and with means to examine the areas and conditions under which excavating, filling, and grading are to be performed. Project Representative and ENGINEER will notify CONTRACTOR if conditions are found that may be detrimental to the proper and timely completion of the Work. Do not proceed with the Work until unsatisfactory conditions have been corrected in an acceptable manner. 3.02 EXCAVATION A. Perform all excavation required to complete the Work as shown, specified and required. Excavations shall include earth, sand, clay, gravel, hardpan, boulders not requiring drilling and blasting for removal of decomposed rock, pavements, rubbish and all other materials within the excavation limits, except rock. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-4 B. Excavations for structures and pipelines shall be open excavations. Provide excavation protection system(s) required by ordinances, codes, law and regulations to prevent injury to workmen and to prevent damage to new and existing structures or pipelines. C. Pumping of water from excavations shall be done in such a manner to prevent damage to the existing subgrade. D. When excavations are made below the required grades, without the written approval of ENGINEER, they shall be backfilled with compacted structural fill as directed by ENGINEER, at the expense of CONTRACTOR. E. Subgrades for roadways shall be firm, dense, and thoroughly compacted and consolidated; shall be free from mud, muck, and other soft or unsuitable materials; and shall remain firm and intact under all construction operations. Subgrades which are otherwise solid, but which become soft or mucky on top due to construction operations, shall be reinforced with crushed stone or gravel. The finished elevation of stabilized subgrades shall not be above subgrade elevations shown. F. Pipe Trench Preparation: l . No more trench may be opened in advance of pipe laying than can be backfilled that day. 2. Trench width shall be minimized to greatest extent practical but shall conform to the following: a. Sufficient to provide room for installing, jointing and inspecting piping, but in no case wider at top of pipe than pipe barrel OD plus 2 feet. b. Enlargements at pipe joints may be made if required and approved by ENGINEER. C. Sufficient for shoring and bracing, or shielding and dewatering, if necessary. d. Sufficient to allow thorough compaction of backfill supporting pipe. e. Do not use excavating equipment which requires the trench to be excavated to excessive width. 3. Depth of trench shall be as shown. If required and approved by ENGINEER, depths may be revised. G. Material Storage: Stockpile satisfactory excavated materials in approved areas, until required for backfill or fill. Place, grade and shape stockpiles for proper drainage. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-5 H. Silt fence shall be installed around the perimeter of the stockpiles as shown on the Construction Drawings. I. Locate and retain soil materials away from edge of excavations. J. Where ENGINEER considers the existing material beneath the bedding material unsuitable, CONTRACTOR shall remove same and replace it with structural fill. 3.03 UNAUTHORIZED EXCAVATION A. All excavation outside the lines and grades shown, and which is not approved by ENGINEER, together with the removal of the associated material shall be at CONTRACTOR'S expense. Unauthorized excavations shall be filled and compacted with select backfill by CONTRACTOR at his expense. 3.04 DRAINAGE AND DEWATERING A. Excavations and Depressions: 1. CONTRACTOR shall be responsible for pumping of water from excavations and depressions until the completion of construction. 2. Prevent surface and subsurface water from flowing into excavations and from flooding adjacent areas. 3. Remove water from excavation as fast as it collects. 4. Maintain the ground water level below the bottom of the excavation to provide a stable surface for construction operations, a stable subgrade for the permanent work, and to prevent damage to the Work during all stages of construction. 5. Provide and maintain pumps, sumps, suction and discharge lines and other dewatering system components necessary to convey water away from excavations. 6. Obtain ENGINEER'S approval before shutting down dewatering system for any reason. B. Disposal of Water Removed by Dewatering System: 1. Dispose of all water removed from the excavation in such a manner as to comply with the NPDES permit and not to endanger public health, property, or any portion of the Work under construction or completed. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-6 2. Leachate, if encountered, shall be pumped to the leachate collection system. Piping or hoses for conveyance of leachate from trench to leachate collection system shall remain within the limits of waste placement or be dual contained. 3. Dispose of water in such a manner as to cause no inconvenience to OWNER or others involved in work about the site. 4. Convey water from the construction site in a closed conduit. Do not use trench excavations as temporary drainage ditches. 3.05 STOCKPILING A. Stockpiles shall be no steeper than 3:1 (horizontal:vertical) graded to drain, sealed by tracking parallel to the slope with a dozer or other means approved by the Owner or Engineer, and dressed daily during periods when soil is taken from the stockpile. B. Excavated material classified as rejected or accepted shall be segregated and stockpiled as specified by the Owner or Engineer. C. Stockpiles that will remain out of active use for a period greater than seven months or as directed by the Owner or Engineer shall be revegetated in accordance with Section 2485, "Seeding/Mulching". 3.06 SHEETING, SHORING AND BRACING A. General: 1. Used material shall be in good condition, not damaged or excessively pitted. All steel or wood sheeting designated to remain in place shall be new. New or used sheeting may be used for temporary work. 2. All timber used for breast boards (lagging) shall be new or used, meeting the requirements for Douglas Fir Dense Construction grade with a bending strength not less than 1500 psi or Southern Pine No. 2 Dense. 3. All steel work for sheeting, shoring, bracing, cofferdams etc., shall be designed in accordance with the provisions of the "Specifications for the Design, Fabrication and Erection of Structural Steel for Buildings", of the AISC except that field welding will be permitted. 4. Steel sheet piling shall be manufactured from steel conforming to ASTM A 328. Steel for soldier piles, wales and braces shall be new or used and shall conform to ASTM A 36. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-7 5. Maintain shoring and bracing in excavations regardless of time period excavations will be open. Carry down shoring and bracing as excavation progresses. 6. Unless otherwise shown, specified, or ordered, all materials used for temporary construction shall be removed when work is completed. Such removal shall be made in a manner not injurious to the structure or its appearance or to adjacent Work. 3.07 TRENCH SHIELDS A. Excavation of earth material below the bottom of a shield shall not exceed the limits established by ordinances, codes, laws and regulations. B. When using a shield for pipe installation: 1. Any portion of the shield that extends below the mid -diameter of an installed rigid pipe (i.e., RCP) shall be raised above this point prior to moving the shield ahead for the installation of the next length of pipe. 2. The bottom of the shield shall not extend below the mid -diameter of installed flexible pipe (i.e., HDPE, PVC, etc.) at any time. C. When using a shield for the installation of structures, the bottom of the shield shall not extend below the top of the bedding for the structures. D. When a shield is removed for moved ahead, extreme care shall be taken to prevent the movement of pipe or structures or the disturbance of the bedding for pipe or structures. Pipe or structures that are disturbed shall be removed and reinstalled as specified. 3.08 GENERAL REQUIREMENTS FOR BACKFILL, FILL AND COMPACTION A. Furnish, place and compact all backfill required for structures, trenches and to provide the finished grades shown and specified. Unless otherwise specified fill may be obtained from on -site sources. Additional materials, if required, shall be furnished from off -site sources at no additional cost to OWNER. B. Backfill excavations as promptly as Work permits, but not until completion of the following: 1. Acceptance by ENGINEER of construction below finish grade. 2. Inspection, testing, approval, and recording of locations of underground utilities. 3. Removal of concrete formwork. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-8 4. Removal of shoring and bracing. 5. Removal of trash and debris. 6. Permanent or temporary horizontal bracing is in place on horizontally supported walls. C. Keep excavations dry during backfilling operations. Bring backfill around structures and piping up evenly on all sides. D. Do not allow levels of backfill against concrete walls to differ by more than 2 feet on either side of walls unless walls are adequately braced or all floor framing is in place up to and including grade level slabs. E. Place all backfilling in pipe trenches which are below structures, other pipes, or paved areas, in horizontal layers not exceeding 6 inches in depth and thoroughly compact each before the next layer is placed. In other pipe trenches, compacted layers shall be 6 inches up to the pipe center line and 12 inches thereafter. F. Where pipe is laid in rock excavation, crushed stone or gravel fill shall be carefully placed and tamped over the rock before the pipe is laid. Depth of crushed stone or gravel shall be at least 6 inches for pipe 24-in. and smaller and 9 inches for pipe 30-in. and larger. After laying pipe, the balance of the backfill shall be placed as described herein. G. Prior to the installation of pipes which are to be installed in fill sections, place the fill as described herein, until a minimum height of 2 feet above the pipe is reached, unless otherwise required in other Sections. The fill for the trench width shall then be excavated and the pipe installed and backfilled. The remainder of the fill shall then be placed. H. Unless otherwise specified or directed by ENGINEER fill shall be placed in horizontal loose lifts not exceeding 12 inches in thickness and shall be mixed and spread in a manner assuring uniform lift thickness after placing. I. Control the water content of fill material during placement within the range necessary to obtain the compaction specified. In general, the moisture content of the fill shall be within 3 percent of the optimum moisture content for compaction as determined by laboratory tests. Perform all necessary work to adjust the water content of the material to within the range necessary to permit the compaction specified. Do not place fill material when free water is standing on the surface of the area where the fill is to be placed. No compaction of fill will be permitted with free water on any portion of the fill to be compacted. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-9 J. Do not place or compact fill in a frozen condition or on top of frozen material. Remove fill containing organic materials or other unacceptable material and replace with approved fill material. K. Perform Compaction of fill with equipment suitable for the type of material placed and which is capable of providing the densities required. CONTRACTOR shall select compaction equipment and submit it and his proposed procedure to ENGINEER for approval. L. Compact fill shall be compacted by at least two coverages of all portions of the surface of each lift by compaction equipment. One coverage is defined as the condition obtained when all portions of the surface of the fill material have been subjected to the direct contact of the compactor. M. Test the effectiveness of the equipment selected by CONTRACTOR at the commencement of compaction by construction of a small section of fill within the area where fill is to be placed. If tests on this section of fill show that the specified compaction is not obtained, CONTRACTOR shall increase the number of coverages, decrease the lift thicknesses or obtain a different type of compactor. No additional cost to OWNER shall be incurred. N. Perform backfill around structures using the specified procedures, except that within 10 feet of foundations and underground structures, light compaction equipment shall be used, with the gross weight of the equipment not exceeding 7,000 pounds. Provide equipment that is capable of the required compaction within restricted areas next to structures and around piping. O. Fill that supports piping, roadways, parking areas, and walks shall be 95 percent of the maximum dry density determined by the Standard Proctor Method (ASTM D698). P. If the specified densities are not obtained because of improper control of placement or compaction procedures, or because of inadequate or improperly functioning compaction equipment, the CONTRACTOR shall perform whatever work is required to provide the required densities. This work shall include complete removal of unacceptable fill areas, and replacement and recompaction until acceptable fill is provided. Q. CONTRACTOR shall repair, at his own expense, any after settlement that occurs. He shall make all repairs and replacements necessary within 30 days after notice from ENGINEER or OWNER. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-10 3.09 GENERAL FILL A. Unless otherwise directed by ENGINEER fill shall be placed in horizontal loose lifts not exceeding 8 inches in thickness and shall be mixed and spread in a manner ensuring uniform lift thickness after placing. B. The minimum density shall be 95 percent of maximum dry density in accordance with Standard Proctor ASTM D 698. 3.10 UNCOMPACTED BACKFILL A. Compaction of trench backfill above top of pipe in locations other than those specified will not be required except to the extent necessary to prevent future settlement. B. Place material above embedments so that no excessive or unbalanced load, shock or impact occurs on the pipe or results in displacement of the pipe. 3.11 DISPOSAL OF EXCAVATED MATERIALS A. Refuse removed from the excavations which is in excess of that required for backfill shall be hauled to the working face and coordinated with the OWNER. 3.12 DEWATERING AND DRAINAGE A. At all times during construction, the Contractor shall provide, maintain and operate proper dewatering equipment and facilities to remove all water entering excavations and keep such excavations dry to expedite construction. B. Surfaces that are damaged by water inundation due to inadequate dewatering procedures shall be dewatered, moisture conditioned, and recompacted. The damaged soil may be removed to satisfactory bearing material and the area backfilled with approved material to bring the excavated area back to design elevations. These remedial measures shall be performed by the Contractor at no cost to the Owner. C. Drainage shall be discharged only in an area approved by the Owner or Owner's Engineer. 3.13 SURVEY CONTROL 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-11 A. The Owner shall provide all as -built surveying for the project and the Contractor shall provide all layout surveying as discussed in Section 01050. B. The Owner will provide Record Drawings of the pre- and post -excavation surfaces in accordance with the requirements of the CQA Plan. Once the Owner certifying survey is complete and the as -built is found to be at design grade within tolerances, the Contractor may proceed with construction. 3.14 PROOFROLLING A. The surface of the subgrade shall be proofrolled with a compactor or other heavy equipment as approved in the CQA Plan under the observation of the QA/QC Consultant. Should the subgrade fail to achieve density required, the Contractor shall remoisturize or recompact the soil as needed under the observation of the QA/QC Consultant. This procedure shall be repeated as necessary. After acceptable recompaction, the subgrade shall be proof rolled under the observation of the QA/QC Consultant. B. Should efforts to achieve required density be unsuccessful at the discretion of the QA/QC Consultant, the Contractor shall over excavate the material and replace with suitable backfill. Undercutting shall not be permitted except at the direction of the Engineer. 3.15 FINISH GRADING A. All earthwork shall be shaped to the lines and grades indicated on the Construction Drawings. All grading shall be blended into the surrounding, existing terrain. 3.16 FIELD QUALITY CONTROL A. Quality Control Testing During Construction: I. OWNER'S testing lab will inspect and approve subgrades and fill layers before further construction work is performed thereon. 2. Tests of subgrades and fill layers shall be taken from the Construction Quality Assurance Plan. B. Unsuitable Compaction: If, based on reports of testing lab and inspection, subgrade or fills which have been placed are below specified density, provide additional compaction and testing at no additional expense to the OWNER. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02220-12 SECTION 02221 STRUCTURAL FILL PART 1 - GENERAL 1.01 DESCRIPTION A. Scope: 1. CONTRACTOR shall provide all labor, materials, equipment and incidentals as shown, specified and required to place structural fill in the proposed leachate storage tank and piping. Work includes compaction of the structural fill to the specified degree and bringing it to the required lines and grades. B. Related Sections: 1. Section 02220, Earthwork 1.02 QUALITY ASSURANCE A. Permits and Regulations: 1. Samples of the proposed structural fill material shall be submitted to testing laboratory in air -tight containers, 50-lb. sample of each type of material. B. Submittals: 1. CONTRACTOR shall obtain all necessary permits for the Work including permits as required by local, state and federal agencies for discharging water from excavations into rivers and streams. 2. CONTRACTOR shall perform Work in compliance with applicable requirements of governing authorities having jurisdiction. B. Reference Standards: Comply with applicable provisions and recommendations of the following except as otherwise shown or specified. 1. ASTM D 422, Method for Particle -Size Analysis of Soils. 2. ASTM D 698 (AASHTO T99), Test Methods for Moisture -Density Relations of Soils and Soil Aggregate Mixtures, Using 5.5 pound (2.5 kg) Rammer and 12-inch (304.8 mm Drop). 143-125 Anson County Landfill October 2016 Phase 3 and 4 02221-1 3. ASTM D 1556, Test Method for Density of Soil in Place by the Sand - Cone Method. 4. ASTM D 1557, Test Methods for Moisture -Density Relations of Soils and Soil Aggregate Using 10 lb. (4.5 kg) Rammer and 18-inch (457 mm) Drop. 5. ASTM D 2216, Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass. 6. ASTM D 2850, Standard Test Method for Unconsolidated, Undrained Compressive Strength of Cohesive Soils in Triaxial Compression. 7. ASTM D 693 8, Standard Test Method for In -Place Density and Water Content of Soil and Soil -Aggregate by Nuclear Methods (Shallow Depth). 8. ASTM D 4318, Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 9. OSHA Standard, Title 29, Code of Federal Regulations, Part 1926, Section .650 (Subpart P — Excavations). PART 2 - PRODUCTS 2.01 SOIL MATERIALS A. Structural Fill: 1. Structural fill shall be obtained from borrow areas. 2. Structural fill uses are as follows: engineered subgrade, berms/embankments, and access roads. 3. Provide approved materials that are free of debris, foreign material, and deleterious material. PART 3 - EXECUTION 3.01 PREPARATION OF SURFACES UNDER STRUCTURAL FILL A. Prior to placing the structural fill on earth surfaces, the vegetation, topsoil and organic material shall be removed and stockpiled as directed by the OWNER. Then the earth shall be plowed or harrowed to a depth of at least 8 inches. Water shall be added, if required. Where structural fill is placed on or against rock or concrete, the surface shall be cleaned thoroughly and moistened if necessary to assure a good bond. All holes and depressions shall be filled with structural fill placed in layers, moistened with water if necessary, and tamped with mechanical tampers to 95 percent of maximum density as determined by Standard Proctor. As soon as surfaces have been made 143-125 Anson County Landfill October 2016 Phase 3 and 4 02221-2 reasonably level the balance of the structural fill shall be constructed as specified. 3.02 CONSTRUCTION OF STRUCTURAL FILL A. Materials for construction of compacted structural fill shall be transported in approved conveying units of such size and having such bearing tread areas that the completed fill shall not be unduly rutted by their passage. Equipment shall not be used if it is so heavy as to cause non -uniform consolidation of the earth fill. All earth fill surfaces which are too smooth to bind properly with succeeding layers shall be loosened by disking or harrowing or other approved means before the succeeding layer is placed thereon. The earth fill material shall be evenly and uniformly spread in layers not exceeding 8 inches thick. B. All stones greater than 6 inches diameter and all roots and other perishable materials shall be removed prior to rolling. Smaller stones shall be kept apart and not permitted to accumulate in groups. A sufficient number of laborers shall be available when the spreading and rolling is being done to remove all oversize stones, roots and other unsuitable materials and to separate the smaller stones. No frozen material shall at any time be used in the construction of the structural fill and no materials shall be placed which are frozen or loosened by freezing. C. All excavation, transportation and placing operations shall be such as will produce a satisfactory mixture and gradation of materials after they have been spread and compacted. The spreading equipment shall be light -weight and no other equipment, except sprinklers or harrows as necessary shall pass over any layer which is being prepared for rolling before the rolling is completed. Dumping, spreading, sprinkling and compacting operations shall be carried out systematically so as not to interfere with each other. D. Structural fill shall be compacted to 95 percent of Standard Proctor maximum density at the approximate optimum moisture content. ENGINEER'S specific requirements as to selection of materials, water content and degree of compaction will be varied as necessary to obtain an earth fill of the required dry weight, imperviousness and stability. 3.03 MOISTURE CONTROL 143-125 Anson County Landfill October 2016 Phase 3 and 4 02221-3 A. The moisture content of materials in the structural fill shall be controlled to meet the requirements of this Section. When necessary, moisture shall be added by use of approved watering equipment. Water shall be added uniformly and each layer shall be thoroughly disked or harrowed to provide proper mixing. Any layer found too wet for proper compaction shall be allowed to dry before it is rolled. Placing or rolling of material on earth fills will not be permitted during or immediately after rainfall which increase the moisture content beyond the limit of satisfactory compaction. The earth fill shall be brought up uniformly and its top shall be kept graded and sloped. Compacted earth fill that is damaged by washing, shall be replaced by CONTRACTOR in an acceptable manner. 3.04 ROLLING A. Approved tamping rollers shall be used for compacting the structural fill which they can effectively reach. Each drum of a roller shall have an outside diameter of not less than 5 feet and shall be not less than 4 feet or more than 6 feet in length. The space between two adjacent drums, when on a level surface, shall be not less than 12 inches or more than 15 inches. Each drum shall be free to pivot about an axis parallel to the direction of travel. Each drum shall be equipped with a suitable pressure -relief valve. B. At least one tamping foot shall be provided for each 100 square inches of drum surface. The space measured on the surface of the drum, between the centers of any two adjacent tamping feet, shall be not less than 9 inches. The length of each tamping foot from the outside surface of the drum shall be maintained at not less than 9 inches. The cross -sectional area of each tamping foot shall be not more than 10 square inches at a plane normal to the axis of the shank, 6 inches from the drum surface, and shall be maintained at not less than 7 square inches nor more than 10 square inches at a plane normal to the axis of the shank, 8 inches from the drum surface. C. The weight of a roller when fully loaded shall be not less than 4,000 pounds per foot of length of drum. The loading used in the roller drums and operation of the rollers shall be as required to obtain the required compaction. If more than one roller is used on any one layer of fill, all rollers so used shall be of the same type and essentially of the same dimensions and weight. Tractors used for pulling rollers shall have sufficient power to pull the rollers satisfactorily when drums are fully loaded with sand and water. During the operation of rolling, CONTRACTOR shall keep the spaces between the tamping feet clear of materials which would impair the effectiveness of the tamping rollers. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02221-4 D. The number of trips of the roller required over each layer shall be such as will give at least 50 percent coverage. Tandem drums may be used to reduce the number of trips. In order to perform this operation to best advantage, the moisture content of the top two layers must be right, otherwise the structural fill will sink and weave under the roller or material trucks, indicating that moisture content is excessive and compaction inadequate. If such condition develops to an unsatisfactory extent, operations shall be suspended until the structural fill solidifies. Adjacent roller trips shall overlap to insure proper coverage. All parts of the structural fill shall be compacted to the extent ordered by ENGINEER in accordance with the results and requirements described and specified hereinabove. In the early part of the Work, various numbers of roller trips will be tried in order to determine the proper compaction method. CONTRACTOR shall vary the number of roller trips as directed and shall cooperate with ENGINEER in obtaining a solid, tight structural fill. A minimum of two passes of roller trips shall be completed on the structural fill. E. Other types of rollers may be used if it can be shown that equal or better results can be obtained. If CONTRACTOR wishes to make such substitution, he shall demonstrate the effectiveness of the roller by actual soil compaction results with laboratory work performed by an approved soil testing laboratory. 3.05 FINISHING STRUCTURAL FILL A. The structural fill shall be constructed to the elevations, lines, grades and cross -sections as shown, specified or otherwise directed by ENGINEER with such increased heights and widths as deemed necessary by ENGINEER to allow for later shrinkage and settlement, but in no case will such increase exceed 3 percent of the dimensions shown. The structural fill shall be maintained in a completely satisfactory manner and surfaces shall be compact and accurately graded before riprap, paving or topsoil is placed on them. 3.06 INSPECTION A. ENGINEER shall examine the areas and conditions under which structural fill Work is to be performed and notify CONTRACTOR of conditions detrimental to the proper a timely completion of the Work. Do not proceed with the Work until unsatisfactory conditions have been corrected in an acceptable manner. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02221-5 SECTION 02230 PROTECTIVE COVER (OPERATIONAL COVER LAYER) TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 DESCRIPTION 1 1.02 RELATED WORK SPECIFIED ELSEWHERE 1 1.03 QUALITY STANDARDS 1 1.04 SUBMITTALS 2 1.05 JOB CONDITIONS 2 1.06 TOLERANCES 3 2.01 MATERIALS 3 3.01 GENERAL 3 3.02 QUALITY CONTROL 4 143-125 Anson County Landfill October 2016 Phase 3 and 4 02230 Protective Cover.doc SECTION 02230 PROTECTIVE COVER (OPERATIONAL COVER LAYER) PART 1— GENERAL 1.01 DESCRIPTION A. General: 1. Furnish all labor, materials, tools, equipment, and services for installation and placement of the protective cover (leachate collection layer) and leachate collection stone around leachate collection piping, as indicated, in accordance with provisions of Contract Documents. Work shall also include all borrow area development, excavation, and hauling of selected soil materials to cell area or stockpile area from approved off -site source. 2. Completely coordinate with work of all other trades. 3. Although such work is not supplementary or miscellaneous items, appurtenances, and devices incidental to or necessary for a sound, secure, complete, and compatible installation. 1.02 RELATED WORK SPECIFIED ELSEWHERE A. Related Sections include but are not necessarily limited to: 1. Division 0 — Bidding Requirements, Contract Forms, and Conditions of the Contract. 2. Division 1 — General Requirements 3. Section 02200 Earthwork. 4. Section 02235 — Soil Liner System. 5. Section 02712 — Drainage Composite. 6. Section 02775 — HDPE Geosynthetic Liner System. 7. Section 15067 High Density Polyethylene (HDPE) Pipe and Fittings. B. Construction Quality Assurance and Construction Quality Control (CQA/CQC) Plan, Anson County Landfill — Phase 3 and 4 Permit To Construct. 1.03 QUALITY STANDARDS A. Referenced Standards: American Society for Testing and Materials: a. C 117 or C 136, Particle Size Analysis. b. D-698, Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-LBf/ft). c. D-2434, Permeability of Granular Soils. d. D-2488, Standard Practice for Description and Identification of Soils (Visual -Manual Procedure). e. D-4373, Calcium Carbonate Content of Soils. f. D-5084, Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02230 Protective Cover.doc — 1 2. North Carolina Department of Transportation, Standard Specifications for Highway Construction, latest edition. 3. Construction Quality Assurance Plan. 1.04 SUBMITTALS A. At least four weeks prior to construction of the leachate collection layer, submit a bulk sample of each material from each source to the CQC Consultant for approval and the CQA Consultant for acceptance. B. Submit all required laboratory test data as required by Subparts 2.1 and 3.2 for materials used in the construction. C. Submit periodic surveys of the layer during construction for thickness verification. Frequency of survey submittals to be established between Contractor and CQA Consultant prior to placement. Follow the CQA Plan for surveying requirements. 1.05 JOB CONDITIONS A. Take necessary precautions to protect synthetic landfill liner and drainage geocomposite from damage due to any construction activity. Repair damages to liner at own expense. Assess no cost to Owner, Engineer, or auxiliary party for any damages to liner system or pipe resulting from placement of stone or activities of equipment operating on stone. B. Protect and maintain bench marks, monuments, or other established points and reference points, and if disturbed or destroyed, replace items to full satisfaction of Owner and controlling agency. C. Protective cover soils may be obtained from on -site (if suitable sources are available) or from approved off -site sources. The Contractor shall submit source test data from proposed borrow area(s) for approval by the CQA Engineer prior to excavation and hauling of materials to the cell for placement. 1. Use of on -site soils for the proposed 10-4 cm/sec protective cover layer shall be at Contractor's own risk in terms of the availability and quantity of suitable materials as required per these specifications. 2. The Owner specifically makes no implication or warranty, whether express or implied, that on -site materials from the existing borrow areas are suitable for use as 10-4 cm/sec protective cover material soil. 3. Contractor shall be responsible for the permitting and development of off -site borrows area(s) (if required) for protective cover materials. Development shall include all permitting, clearing, installation of required temporary sediment and erosion control measures, access roads, stockpiling of overburdened and top soil materials, hauling of protective cover materials, and maintenance of stockpiles, final grading, and site restoration. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02230 Protective Cover.doc — 2 1.06 TOLERANCES A. Materials shall be placed to the lines and grades as shown on the Contract Drawings except that a 2 IN overbuild is allowed. Material placed beyond these limits shall be removed at Contractor's expense. PART 2 — PRODUCTS 2.01 MATERIALS A. Material: The CQC Consultant shall submit source test data to the CQA Consultant from proposed borrow source(s) prior to excavation and hauling of materials to Cell area. 1. Protective Cover material shall be classified as either SW, SP, SM, or SC soils according to the USCS ASTM D2487 and have a remolded permeability of equal to or greater than 1.9 X 10-4 cm/s. 2. Free of roots, sod or other organic matter, and frozen material. The material shall be of durable and of noncarbonaceous origin. 3. Materials must meet acceptance criteria presented in 3.02 of this Section. 4. Materials must be natural. PART 3 — EXECUTION 3.01 GENERAL A. The protective cover material (leachate collection layer) is placed directly over the liner system; thus, extreme caution shall be exercised by the Contractor to prevent damage to these materials. B. Placement of these materials within the cell shall be conducted only when the CQA Consultant or his representative is present at the site and informed in advance of the intent to complete this work. C. The Contractor shall exercise care in maintaining a true line and grade on all piping during placement and spreading of the material D. Materials shall be placed over the drainage geocomposite and geomembrane only after areas have been released by the Geomembrane Installer and the CQA Consultant. The materials shall be placed as specified below: 1. All materials shall be placed and spread with low ground pressure equipment (6 psi ground pressure or less) as approved by the Engineer to reduce potential damage to the geomembrane. The geomembrane surface shall be off limits to construction traffic. Excessive hard turning of tracked equipment on the material must be avoided. 2. At least 12 IN of separation between the geomembrane and equipment shall be maintained. 3. Material shall not be placed over standing water or ice. 4. Material shall not be compacted within the cell limits. 5. Material on slope shall be placed from the bottom to top of the slope. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02230 Protective Cover.doc — 3 E. The protective cover material (leachate collection layer) shall be spread in a manner that minimizes development of folds in the geosynthetics (drainage geocomposite and geomembrane). Any portions of the geosynthetics that develop crimp shall be repaired by the Contractor at no expense to the Owner. 1. If during spreading, excessive wrinkles develop, the Contractor shall adjust placement and spreading methods, or cease until the geomembrane cools and wrinkles decrease in size. 2. Wrinkles that exceed approximately 6 IN in height and cannot be eliminated by amended placement and spreading methods shall be cut and repaired by the Geomembrane Installer in a method approved by the CQA Consultant. 3. This layer should be placed/spread prior to placing the leachate collection stone around the leachate collection piping. F. Any damage to the underlying soil, drainage geocomposite, geomembrane liner, or geotextiles or shall be repaired in accordance with the applicable section of these Specifications at Contractor's expense. G. Stockpiling of materials within the limits of the cell shall be subject to advanced approval by the CQA Consultant. Any hauling equipment (dump trucks, etc.) operating within the cell limits, including access ramps, shall have a minimum of 3 FT of separation between the vehicle wheels and the geomembrane. H. Any areas where unauthorized or tracked equipment has operated over the leachate collection system shall be subject to investigation for potential geomembrane damage. Such investigations may include removal of overlying materials in the affected areas and visual inspection of the geomembrane. These activities shall be conducted under direction by the CQA Consultant at Contractor's expense. Test areas to evaluate potential damage due to equipment operations may be required by the CQA Consultant to assess equipment to be used by the Contractor. The test area shall be outside the cell limits, use scrap materials not to be used in cell construction, and model construction conditions as closely as is practical. Test area parameters shall be determined by the CQA Consultant and Contractor in advance of construction of the leachate collection system. 3.02 QUALITY CONTROL A. The CQC Consultant shall perform testing of the materials. B. Ensure CQA Consultant has at all times immediate access for the testing of all related work. C. Assure by results of CQC testing that materials and installation comply with the following requirements: 143-125 Anson County Landfill October 2016 Phase 3 and 4 02230 Protective Cover.doc — 4 Minimum Components Required Test Sample Frequency/Lo Acceptance Criteria cation Protective 1. Gradation (ASTM 1 per 10,000 Max. Particle 1/4" Cover (Leachate D-422) CY Less than 25% Fines Collection (<#200) 2. Permeability 1 per 10,000 K > 1.9 x 10-4 cm/sec Layer Material (ASTM D-5084 or CY D-2434) 3. Carbonate Content 1 per source <15% by weight (ASTM D-4373) 4. Thickness 8 per acre >24.00" Leachate 1. Gradation (ASTM 1 per 10,000 ASTM No. 57 Stones Collection D-422) CY Stone around 2. Carbonate Content 1 per source <15% by weight Piping (ASTM D-4373) D. Permeability testing shall be performed for protective cover materials listed above. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02230 Protective Cover.doc — 5 SECTION 02235 SOIL LINER SYSTEM TABLE OF CONTENTS ARTICLE TITLE PAGE 1.1 SUMMARY 1 1.2 QUALITY STANDARDS 1 1.3 SUBMITTALS 1 1.4 JOB CONDITIONS 2 1.5 TOLERANCES 2 2.1 MATERIALS 2 2.2 SOIL LINER MATERIAL ACCEPTANCE 3 2.3 EQUIPMENT 6 3.1 SOIL LINER TEST STRIP 7 3.2 INSTALLATION 9 3.3 FIELD QUALITY CONTROL AND QUALITY ASSURANCE10 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc SECTION 02235 SOIL LINER SYSTEM PART 1— GENERAL 1.1 SUMMARY A. Section Includes: 1. Contractor to furnish all labor, materials, tools, equipment, and services for soil liner components as indicated, in accordance with provisions of Contract Documents. 2. Completely coordinate with work of all other trades. 3. Although such work is not specifically indicated, furnish and install all supplementary or miscellaneous items, appurtenances, and devices incidental to or necessary for a sound, secure, and complete installation. B. Related Sections include but are not necessarily limited to: 1. Section 02110 Clearing and Grubbing. 2. Section 02200 — Earthwork. 3. Section 02076 HDPE Geomembrane Liner. 4. Construction Quality Assurance (CQA) Plan. 1.2 QUALITY STANDARDS A. Reference Standards: 1. ASTM — American Society for Testing and Materials: a. D-422, Particle Size Analysis. b. D-698, Standard Proctor. c. D-854, Specific Gravity. d. D-1140, Fines Content in Soils. e. D-1556, In -Situ Density Measurement Using the Sand Cone. f. D-1557, Modified Proctor. g. D-2166, Unconfined Compressive Strength. h. D-2216, Moisture Content Using Over -Dry Method. i. D-2487, Soils Classification. j. D-2573, Field Vane Shear Test. k. D-2922, In -Situ Density Using Nuclear Methods. 1. D-3017, In -Situ Moisture Content Using Nuclear Methods. in. D-4318, Atterberg limits. n. D-5084, Flexible Wall Permeameter. 2. US EPA United States Environmental Protection Agency: a. EPA/600/R-93/182 — "Quality Assurance and Quality Control for Waste Containment Facilities," September 1993. 3. Construction Quality Assurance (CQA) Plan, Anson County Landfill. 1.3 SUBMITTALS A. Refer to the CQA Plan. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 1 1.4 JOB CONDITIONS A. Verify conditions of subgrade prior to commencing work. 1.5 TOLERANCES A. The soil liner system must exceed the following tolerances: 1. The saturated hydraulic permeability of the soil liner must be equal to or less than 1.Ox10-7 cm/sec as determined by ASTM D-5084, or a saturated hydraulic permeability equal to or less than 1.Ox10-5 cm/sec accompanied by a geosynthetic clay liner (GCL). 2. The thickness of the soil liner must be equal to or greater than 24 IN. 3. The work should be constructed to lines, grades, and control points indicated on the Drawings and shall be controlled and documented with survey methods. Laser based survey systems are preferred for grading. 4. Finished Grade Tolerance: +0.1 FT from required elevation. B. The Contractor is responsible for certifying that the Work is constructed to the specified tolerances and for providing sealed surveys supporting the certification. PART 2 — PRODUCTS 2.1 MATERIALS A. Low Permeability Soil — General: 1. Contractor shall provide natural, fine-grained soil or bentonite amended soil that is capable of being worked to produce a soil layer of thickness shown on the Drawings that meets the hydraulic conductivity requirements. 2. In accordance with these specifications, the Contractor is responsible for conducting a borrow soil characterization study (BSCS). 3. Contractor shall provide the CQA Consultant and Owner access to information about the borrow source of the low permeability soil and certify that it is not contaminated with hazardous materials or hazardous wastes. 4. The soil shall be relatively homogeneous ion color and texture and shall be free from roots, stones, and other deleterious materials. B. Natural Fine -Grained Soil: 1. Classification: Natural fine-grained soil shall have a classification of CH, CL, MH, or ML as determined by ASTM D-2488. 2. Grain sizes shall be within the following gradation: Sieve Size Percent Passing by Weight 1/2 IN 100 No. 4 > 95 No. 200 > 30 3. Hydraulic Conductivity: The saturated hydraulic conductivity of the natural fine-grained soil shall meet the stated tolerances, when compacted in 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 2 accordance with requirements established by the CQA Consultant and Contractor on the basis of the soil liner test strip as specified herein. 4. Other Soil Liner Properties: The liquid limit shall be at least 25 as measured by ASTM D-4318. The plasticity index shall be at least 10 and less than 30, as measured by ASTM D-4318. C. Bentonite Amended Soil (where applicable): 1. Hydraulic conductivity of constructed bentonite amended soil shall meet the tolerances when compacted in accordance with requirements established by the CQA Consultant on the basis of test results from the soil liner test strip and the borrow soil characterization study. 2. Soil used in the bentonite amended soil shall be free from roots, organic matter, debris, particles larger than 3/4 IN, and other deleterious material. All soil used in the bentonite amended soil shall be taken from a borrow area approved by the CQA Consultant and Engineer. 3. Unless approved otherwise by the CQA Consultant, the soil used in the bentonite amended soil shall meet the following washed sieve gradation: Sieve Size Percent Passing by Weight 3/4 IN 100 No. 4 55 — 100 No. 20 45 — 75 No. 200 10 - 40 4. Bentonite: a. Bentonite shall be free -flowing, powdered, high -swelling, sodium montmorillonite clay (bentonite) free of additives. b. Acceptable bentonite manufacturers are: 1) American Colloid, Co., (800) 637-6654. 2) Bentonite Corp., (303) 291-2940. 3) CETCO, (813) 527-0605. 4) Federal Industrial, (800) 231-3565. 5) WYO-BEN, (800) 548-7055. c. The Contractor may propose a bentonite supplier other than those listed above if it is demonstrated that its use in the amended soil satisfies the requirements of these specifications. 2.2 SOIL LINER MATERIAL ACCEPTANCE A. General: All imported, on -site, and processed materials specified in this section are subject to the following requirements: 1. All tests necessary for the Contractor to locate and define acceptable sources of materials shall be made by the CQA Consultant. Certification that the material conforms to the Specification requirements along with copies of the test results from a qualified commercial testing laboratory shall be submitted to the CQA Consultant for approval at least 10 days before the material is required for use. All material samples shall be furnished by the Contractor at the Contractor's sole expense. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 3 2. All samples required in this section shall be representative and be clearly marked to show the source of the material and the intended use on the project. Sampling of the material source shall be done by the CQA Consultant in accordance with ASTM D-75. 3. Notify the CQA Consultant at least 24 HRS prior to sampling so that they may observe the sampling procedures. 4. Tentative acceptance of the material source shall be based on an inspection of the source by the CQA Consultant and the certified test results of the Borrow Source Characterization Study (BSCS) as submitted by the Contractor to the CQA Consultant. No imported materials shall be delivered to the site until the proposed source and materials tests have been accepted in writing by the CQA Consultant. 5. Final acceptance of any material will be based on results of tests made on material samples taken from the completed soil liner test strip, combined with the results of the BSCS. If tests conducted by the CQA Consultant indicate that the material does not meet specification requirements, material placement will be terminated until corrective measures are taken. Material which does not conform to the specification requirements and is placed in the work shall be removed and replaced at the Contractor's sole expense. 6. Contractor shall be solely responsible for obtaining all permits required to obtain acceptable sources of materials for use in the work. B. Sampling and retesting required herein shall be done at the Contractor's sole expense. C. Borrow Source Characterization Study: 1. The Contractor will be responsible for all processing and screening of the soil liner material at his own cost to meet the requirements of the specifications. The Contractor will be responsible for the erosion protection of the stockpile and borrow area during his operation. The Contractor shall coordinate all aspects of this operation with the CQA Consultant and Engineer. 2. CQA Consultant shall complete a BSCS of natural fine-grained soils or of soil that will be used in bentonite amended soils. 3. Contractor shall conduct tests, including particle size, Atterberg limits, moisture -density, and hydraulic conductivity tests, as necessary to locate an acceptable source of material. 4. Once a potential source of material has been located, the CQA Consultant shall develop and undertake a testing program to demonstrate the acceptability of the proposed material. Certified results of all tests shall be submitted to the CQA Consultant upon completion of tests. Tentative acceptance of the borrow source by the CQA Consultant will be based upon the results of the study. The testing program shall include the following elements, at a minimum: a. An excavation plan for the borrow source indicating proposed surface mining limits and depths of samples to be taken for testing. b. Test pits for borrow source sampling shall be appropriately spaced to reflect site geomorphology and sampled at depth intervals appropriate to the proposed excavation methods. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 4 c. A minimum of 12 samples shall be collected and tested for the parameters required as described in the following paragraphs. 5. Test Parameters and Reporting for Natural Fine -Grained Soils: a. All samples collected from the proposed borrow area for natural fine- grained soils shall be tested for the following parameters. Parameter Test Method Particle Size (sieve plus ASTM D-422 hydrometer) Atterberg Limits ASTM D-4318 Standard Proctor ASTM D-698 Hydraulic Conductivity* ASTM D-5084 *Hydraulic conductivity tests shall be performed on recompacted samples of the proposed material compacted according to criteria developed by the CQA Consultant using data from tests conducted in accordance with ASTM D-698. 6. Test Parameter for Soil to be used in Bentonite Amended Soil: a. Parameters and reporting for soils to be used in bentonite amended soil shall be the same as for natural fine-grained soil. b. Tests required under this paragraph are part of the BSCS. Additional tests on the bentonite amended soil product are required for soil liner acceptance. See paragraph 2.2-E. D. Borrow Soils Conformance Testing: 1. Following acceptance of a borrow source for natural fine-grained soils and soils for bentonite amendment, the following tests shall be performed by the CQA Consultant on samples taken from the excavated material using the methods and at the frequencies indicated below: Test Test Method Minimum Frequency Percent Fines ASTM D-1140 1 per 5,000 cu.yd. Atterberg Limits ASTM D-4318 1 per 5,000 cu.yd. Sieve Analysis ASTM D-422 1 per 5,000 cu.yd. Hydraulic ASTM D-5084* 1 per 5,000 cu.yd. Conductivity Standard Proctor ASTM D-698 1 per 5,000 cu.yd. *Except Test Pad 2. The CQA Consultant shall conduct tests more often if variation in test results is occurring or if material appears to depart from specifications. 3. If tests indicate material does not meet specification requirements, Contractor shall terminate material placement until corrective measures are taken. 4. Contractor shall remove and replace material which does not meet specification requirements at no additional cost to the Owner. E. Bentonite Amended Soil Conformance Testing (where applicable): 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 5 1. Following acceptance of a source for soils to be used in bentonite amended soils, the CQA Consultant shall perform a Design Mix Analysis and submit certifications for the imported bentonite material as described below: a. Design Mix Analysis: 1) Collected 2 of the coarsest samples of the soil taken from the approved borrow area (based on percent retained on #200 sieve). Soil samples for testing shall be at least 100 pounds each. 2) Trail mix samples shall be prepared by mixing each soil sample with three trial application rates of bentonite. Compact each trial mix sample to a dry density equal to 95 percent relative compaction and at a moisture content within the range of optimum to optimum plus 3 percent (ASTM D-698) for the unamended soil. 3) Test the hydraulic conductivity of the trial mix samples using ASTM D-5084 and report all data to CQA Consultant. Graph measured hydraulic conductivity versus percent bentonite. 4) Contractor shall select a minimum bentonite content needed to consistently achieve the required in -place hydraulic conductivity. 2. After mix design and initial testing, CQA Consultant shall conduct tests of the mixed bentonite amended soil, after it has been discharged from the pugmill and before this is placed in the work using the following methods and at the following frequencies. Test Method Minimum Frequency Standard ASTM D-698 or 1 per 5,000 CU YD Proctor ASTM D-1557 3. Bentonite: CQA Consultant shall submit certifications from the supplier of the bentonite material that it meets the requirements specified under PART 2 PRODUCTS. F. Fine -Grained Material Dewatering, Mixing, and Staging: 1. Dewatering of soil liner borrow excavations, if required, shall be solely at the Contractor's expense. 2. Drying, blending, or wetting required to maintain the soil liner soil at a suitable moisture content shall be solely at the Contractor's expense. 2.3 EQUIPMENT A. Compaction Equipment: 1. The compacting equipment shall be of a suitable type, adequate to obtain the permeability specified, that provides a kneading action, such as a wobble - wheeled roller or a sheepsfoot roller having tines as long as the maximum loose lift thickness to ensure proper lift interface compaction free of voids. 2. The CQA Consultant shall confirm compaction equipment adequacy, and recommend changes if required, based on the soil liner test strip. Such additional equipment will be provided by the Contractor at no additional cost. 3. The compaction equipment shall be maintained and operated in a condition that will deliver manufacturer's rated compactive effort. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 6 4. Hand -operated equipment shall be capable of achieving specified soil densities. 5. The finished surface of the final lift shall be rolled with a smooth steel drum roller or rubber -tired roller to eliminate tine or roller marks and provide a smooth, dense surface for geomembrane placement. B. Moisture Control Equipment: 1. Equipment for applying water shall be of a type and quality adequate for the Work, shall not leak, and shall be equipped with a distributor bar or other approved device to assure uniform application. 2. Equipment for mixing and drying out material shall consist of blades, discs, or other equipment defined by the CQA Consultant. 3. Mixing of natural fine-grained soils may also be required to get even distribution of moisture. 4. Soil liner material must not be compacted within 24 HRS of the adjustment of water content by the addition of water. C. Bentonite Amended Soil Mixing Equipment (where applicable): 1. Contractor shall mix, process, and condition the bentonite amended soil in a pugmill prior to placing and compacting the mixture. 2. The pugmill shall have the capability to break up soil clumps and mix material to form a homogeneous blend. The pugmill shall have controls that allow a variable rate of discharge from it to control the degree of mixing. The pugmill shall have automated controls to control the rate of feed of each material to within an accuracy of 2 percent by weight. 3. The pugmill discharge shall be equipped with a batching bin having a drop outlet for loading hauling vehicles directly from the pugmill. Pugmill shall be positioned to allow direct discharge to hauling vehicles. 4. Contractor shall not store amended soil in a manner or for a length of time that will cause any degradation of the project or amended soil. PART 3 — EXECUTION 3.1 SOIL LINER TEST STRIP A. Test Strip Installation: 1. Prior to actual soil liner installation, a soil liner test strip of a dimension no less than 100 FT long by 30 FT wide by 2 FT thick shall be constructed by the Contractor over a compacted subgrade within the liner construction site. 2. The soil liner test strip shall be constructed in four 6 IN lifts. The final compacted thickness of each lift shall be a maximum of 6 IN. Prior to placement of successive lifts, the surface of the lift in -place shall be scarified or otherwise conditioned to eliminate lift interfaces. 3. The soil liner test strip shall be constructed using the same equipment and construction procedures that are anticipated for use during actual liner installation. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 7 4. During test strip installation, the Contractor in coordination with theCQA Consultant shall determine the field procedures that are best suited for his construction equipment to achieve the requirements specified herein. 5. If the test strip fails to achieve the desired results, the soil material of the strip shall be completely removed, and additional test strip(s) shall be constructed until the requirements are met. 6. The CQA Consultant shall document that the subgrade of the test strip liner is properly compacted to at least 95 percent of the maximum dry density, as determined using the Standard Proctor test (ASTM D-698). Field density tests on the subgrade shall be performed by the CQA Consultant and documented at a minimum of 3 test locations within the test strip area. 7. At least five field density measurements shall be performed by the CQA Consultant on each lift of the liner test strip. The field density tests shall be conducted using a nuclear gauge (ASTM D-2922) or other method, as approved by the CQA Consultant. Corresponding tests for moisture content to determine dry density shall likewise be performed by using a nuclear gauge (ASTM D-3017), or other approved method. On the test pad, the density measurement if performed by a nuclear gauge shall be verified by recovering at least 5 samples for oven -dry testing (ASTM D-2216) from the test location. 8. A composite sample will be taken from each lift for recompacted lab permeability (ASTM D-5084). 9. Upon completion of the soil liner test strip, the CQA Consultant shall measure the thickness of the test strip at a minimum of 5 random locations. 10. A minimum of 5 random samples of the liner construction materials delivered to the site during test strip installation shall be tested by the CQA Consultant for moisture content (ASTM D-2216), sieve analyses (ASTM D-421 and D- 422) and Atterberg limits (ASTM D-4318). 11. The CQA Consultant shall conduct at least one standard Proctor (ASTM D- 698) and one modified Proctor (ASTM D-1557) compaction test on bag samples of the test strip material to determine the moisture -density relationships. 12. A minimum of 1 undisturbed sample shall be taken from each lift of the test strip by the CQA Consultant for laboratory hydraulic conductivity testing. The samples shall be taken with a 2-foot radius of the in -situ density and moisture tests. The CQA Consultant will also conduct at least 1 confirmatory in -situ hydraulic conductivity test. Laboratory hydraulic conductivity testing shall be conducted using constant head, triaxial type permeameters (ASTM D-5084). The test specimens shall be consolidated under an isotropic effective consolidation stress not to exceed 10 psi. The inflow to and outflow from the specimens shall be monitored with time and the coefficient of permeability calculated for each recorded flow increment. The test shall continue until steady state flow is achieved and relatively constant values of coefficient of permeability are measured. 13. The data gathered from the test strip sampling (i.e., field density, moisture, undisturbed samples, and in -situ hydraulic conductivity) shall be used along with the Proctor curve for the soil to develop a range of acceptable moisture and density test values which are likely to result in a maximum permeability no 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 8 greater than 1 x 10-7 cm/sec. This range of moisture/density values will be established by the CQA Consultant and will be utilized as a means to establish Pass/Fail Criteria for the remainder of the area to be lined by the subject material. 14. The test strip will be considered acceptable if the measured hydraulic conductivity of the test strip as determined by ASTM D-5084 meets the requirements of the specifications. 15. If field and laboratory test data indicate that the installed test strip meets the requirements of this specification, it may be used as part of the liner provided that it is adequately protected by the Installer from drying and equipment damage after installation. The Installer shall scarify the liner material along the edge of the test strip. A minimum 2-foot overlap per lift is required for mixing and compaction between the test strip and the liner. 16. If the test strip fails to meet specifications, additional mix designs (if bentonite amended) and/or test strips will be constructed until a test strip meets the requirements. No soil liner may be placed until a test strip has been accepted by the CQA Consultant. 17. Upon receipt of the test data from the CQA Consultant, the Engineer shall inform the Contractor if the test strip can remain in -place as part of the liner. 3.2 INSTALLATION A. The subgrade to be lined shall be smooth and free of vegetation, sticks, roots, and debris. It shall be the responsibility of the Contractor to keep the receiving surfaces in the accepted condition until complete installation of the liner is accomplished. B. The subgrade shall be proofrolled with a pneumatic tired vehicle of at least 20 tons GVW, making passes across the area as directed by the CQA Consultant. The soil liner shall not be placed over areas deemed unacceptable by the CQA Consultants based on proofroll observations or inadequate test results. C. The soil liner shall be installed in 4 compacted lifts of approximate equal thickness. The material shall be placed consistent with criteria developed from construction of satisfactory test strip. D. When particles exceeding 3/4" are observed at the final lift surface, they shall be removed by the Contractor prior to final rolling of the surface. E. Equipment shall be used such that bonding of the 2 lifts will occur. Equipment shall have cleats or other protrusions of such length necessary to completely penetrate into the loose lift. Compaction shall be performed using appropriately heavy, properly ballasted, penetrating foot compactor making a minimum number of passes as approved by the CQA Consultant based on the soil liner test strip. F. If desiccation and crusting of the lift surface occurs prior to placement of the next lift, this area shall be scarified to a minimum depth of 2 IN or until sufficiently moist materials are encountered, whichever is greater. After scarification, the superficial material should be reworked to obtain a moisture content at least 2 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 9 percent above optimum moisture content. Alternately, the drier superficial soil may be stripped and mixed with additional moist soil to achieve a moisture content satisfying the project requirements. G. No frozen material shall be placed. H. Material shall not be placed on a previous lift which is frozen. Frozen in -place material shall be removed prior to placement of additional soil material. I. Material which has been subjected to a freeze/thaw cycle(s) shall be disked and recompacted prior to placement of subsequent lifts. J. During construction, exposed finished lifts of the soil liner material should be sprinkled with water to minimize desiccation, as necessary. The Contractor is responsible to protect the soil liner from rain, drying, desiccation, erosion, and freezing. All defective areas shall be repaired by the Contractor to the satisfaction of the CQA Consultant at no extra compensation. K. At the end of each day's construction activities, completed lifts or sections of the compacted soil liner should be sealed. Common sealing methods including rolling with a rubber tired or smooth -drum roller, backdragging with a bulldozer, or placement of temporary cover soil over the compacted soil liner. The compacted soil liner should be sprinkled with water, as needed. L. If testing shows that a lift is significantly thicker than 6 IN, the top of the lift will be shaved off so that the lift is approximately 6 IN thick. 3.3 FIELD QUALITY CONTROL AND QUALITY ASSURANCE A. Refer to the CQA Plan. B. The following field and laboratory quality control tests shall be performed by the CQA Consultant at no additional expense to the Owner during soil liner construction: 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 10 Test Method Minimum Acceptable Criteria Frequency Field Density ASTM D- 1/100' x 100' >95% 2937 grid/lift or ASTM D- 1/100' x 100' >95% 3017 grid/lift and ASTM D- 115 D-3017 tests >95% 2937 Thickness Surveyor 8locations/acre >24" Atterberg Limits ASTM D- 1/acre/lift BSCS Criteria 4318 Fine Content ASTM D- 1/acre/lift BSCS Criteria 1140 Hydraulic ASTM D- 1/acre/lift <1x10-7 cm/sec Conductivity 5084 Laboratory ASTM D- 115000 CY of N/A Moisture Density 698 or placed liner Relationship D1557 material Foreign Objects Visual Daily None Present Roots, Stones, Litter and Other deleterious Material C. Test methods shall also conform to criteria set forth in Paragraph 3.1 — Soil Liner Test Strip. D. Test frequencies may be modified by the CQA Consultant. If there are indications of declining or failing tests results, frequencies may be increased. If hydraulic conductivity test results are well above acceptable, the frequency for Atterberg limit and fine content testing may be waived. E. The acceptable criteria may be modified by the CQA Consultant if supported by the test strip results and approved by the Engineer. F. Holes in the compacted soil liner created as a result of destructive testing (e.g., thin -walled Shelby tube sampling and nuclear gauge, field density determinations) shall be backfilled and tamped by rod uniformly in 2 IN thick lifts. The backfill material shall be the same liner construction material or hydrated bentonite powder, if approved by the CQA Consultant. On the surface, the backfill material shall extend slightly beyond the holes to make sure that a good tie in with the surrounding liner is achieved. Repaired areas shall be observed and documented by the CQA Consultant. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 11 G. Give minimum of 24 HRS advance notice to CQA Consultant when ready for soil testing and inspection in completed area of the soil liner. H. For areas not meeting field and laboratory testing criteria, the Contractor shall scarify the full depth of the lift or replace the material as needed. The material shall be reshaped, rewetted as needed, rehomogenized and recompacted to the specified density. Areas not meeting the thickness requirements shall be augmented with additional materials. The added materials shall be reworked with the soil layer to ensure homogeneity and proper bonding. This may be done by scarification of the surface prior to addition of new material. The repaired area shall be properly documented, and field and laboratory quality control testing shall be performed to ensure the repaired liner section meets the requirements specified herein. I. The Contractor shall pay for all costs associated with corrective work and retesting resulting from failing tests. The CQA Consultant shall be informed immediately of all failing tests. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02235 Compacted Soil Liner.doc — 12 SECTION 02270 SOIL EROSION AND SEDIMENT CONTROL TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 SUMMARY 1 1.02 QUALITY ASSURANCE 1 1.03 SUBMITTALS 1 2.01 MATERIALS 2 3.01 PREPARATION 2 3.02 DURING CONSTRUCTION PERIOD 2 3.03 NEAR COMPLETION OF CONSTRUCTION 3 143-125 Anson County Landfill October 2016 Phase 3 and 4 02110 SECTION 02270 SOIL EROSION AND SEDIMENT CONTROL PART 1 — GENERAL 1.01 SUMMARY A. The work specified in this Section consists of providing, and maintaining erosion and sedimentation controls for development of the proposed borrow area and as required during construction. B. Related Sections include but are not necessarily limited to: 1. Section 02200 — Earthwork. 2. Section 02485 —Seeding and Mulching. C. Erosion controls include, but are not limited to, surface stabilization which shall be accomplished with vegetation and mulch, earthen diversion berms and ditches, sediment traps, and minimization of disturbed areas. Contractor is responsible for preventing excessive on -site erosion during construction. D. Sedimentation controls include, but are not limited to silt fences, traps, temporary earthen diversion berms and ditches, and appurtenances at the toe of sloped surfaces. The Contractor is responsible for preventing sedimentation pollution from migrating off site. E. The Contractor shall also be responsible for maintaining all existing erosion and sedimentation control structures including Sediment Basins. Maintenance shall include but not be limited to making all repairs necessary to maintain the structures in proper working conditions as well as removing all accumulated sediment during the construction period. All control structures shall be inspected on a weekly basis and following each rainfall event (greater than 0.5 IN). In performing these duties, the Contractor shall be responsible for constructing whatever diversion structures are necessary to ensure that all disturbed on -site drainage/runoff (within the limits of construction) is routed through a rock check dam or sediment trap. Silt fences shall be installed and maintained as needed to ensure against off -site runoff until diversion structures are constructed and operational. F. All material stockpiles shall be protected from erosion by providing silt fences along the toe of slopes, seeding the side slopes and/or by maintaining stable slopes. 1.02 QUALITY ASSURANCE A. Referenced Standards: 1. North Carolina Erosion and Sediment Control Planning and Design Manual, latest edition. 1.03 SUBMITTALS A. Shop Drawings: 143-125 Anson County Landfill October 2016 Phase 3 and 4 02280-1 1. Product technical data including: a. Acknowledgment that products submitted meet requirements of standards referenced. b. Manufacturer's installation instructions. PART 2 — PRODUCTS 2.01 MATERIALS A. Wheat straw bales, twine tied. B. Temporary Silt Fence: As detailed on the Drawings. C. Stone for Stone Filter: ASTM No. 57 Stone. D. Grass Seed: See Section 02485 — Seeding and Mulching. E. Sediment Basin: As shown on Drawings. PART 3 — EXECUTION 3.01 PREPARATION A. Prior to general stripping and excavating of borrow area: 1. Install perimeter ditches and swales. 2. Install silt fence where required. 3. Machine compact all berms, dikes, and embankments for basins and traps. 4. Install rock check dams where required. B. Temporarily Seed Soil Stockpiles: 1. According to temporary seeding in Section 02485 Seeding and Mulching. 2. Reseed as required until good stand of grass is achieved. C. Surround soil stockpiles with silt fence. 3.02 DURING CONSTRUCTION PERIOD A. Within the area of construction, maintain all existing and proposed silt fences, dikes, traps, stone filters, straw bales, etc.: 1. Inspect regularly especially after rainstorms (greater than 0.5 IN). 2. Repair or replace damaged or missing items. B. After rough grading, sow temporary grass cover over all exposed earth areas not draining into sediment basin or trap. C. Provide necessary swales and dikes to direct all water towards and into sediment basins and traps. D. Do not disturb existing vegetation (grass and trees). E. Excavate sediment out of basins and traps when accumulation has reached 1 FT in depth. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02110-2 1. Remove sediment from behind bales and silt fences to prevent overtopping. F. Topsoil and fine grade slopes and swales, etc.: 1. Seed and mulch as soon as areas become ready. 3.03 NEAR COMPLETION OF CONSTRUCTION A. Grade to finished or existing grades. B. Fine grade all remaining earth areas, then seed and mulch. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02280-3 SECTION 02310 TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 SUMMARY 1 1.02 QUALITY ASSURANCE 1 1.03 DEFINITIONS 2 1.04 SUBMITTALS 2 1.05 SITE CONDITIONS 2 2.01 MATERIALS 2 3.01 GENERAL 2 3.02 EXCAVATION 3 3.03 PREPARATION OF FOUNDATION FOR PIPE LAYING 4 3.04 BACKFILLING METHODS 4 3.05 COMPACTION 5 3.06 FIELD QUALITY CONTROL 6 143-125 Anson County Landfill October 2016 Phase 3 and 4 02310 Trenching. doc SECTION 02221 TRENCHING, BACKFILLING, AND COMPACTING FOR UTILITIES PART 1 — GENERAL 1.01 SUMMARY A. Section Includes: 1. Excavation, trenching, backfilling and compacting for all underground utilities. 2. Wastewater piping. 3. Process piping. 4. Sewers, channel, and drain piping. 5. Water piping (potable, plant, process and non -potable). 6. Natural gas, propane, fuel oil piping. 7. Steam and condensate piping. 8. Heating water, chilled water, cooling tower water piping. 9. Relocation of existing piping. 10. Chemical feed piping. 11. Surface drainage conduits and piping. 12. Electrical duct banks, conduits, and direct burial cables. 13. All related utility and process appurtenances. B. Related Sections include but are not necessarily limited to: 1. Section 02200 - Earthwork. 1.02 QUALITY ASSURANCE A. Referenced Standards: 1. American Association of State Highway & Transportation Officials (AASHTO): a. T99, The Moisture -Density Relations of Soils Using a 5.5 LB Rammer and a 12 IN Drop. b. T180, Moisture -Density Relations of Soils Using a 10 LB Rammer and an 18 IN Drop. 2. American Society for Testing and Materials (ASTM): a. C33, Concrete Aggregates. b. D698, The Moisture -Density Relations of Soils Using a 5.5 LB Rammer and a 12 IN Drop. D698 is "Standard Proctor." c. D1557, The Moisture -Density Relation of Soils Using a10 LB Rammer and an 18 IN Drop. D1557 is "Modified Proctor." d. D2487, Classification of Soils for Engineering Purposes. e. D4253, Maximum Index Density of Soils Using a Vibratory Table. £ D4254, Minimum Index Density of Soils and Calculation of Relative Density. 3. U.S. Department of Labor — Occupational Safety and Health Administration (OSHA): a. 29 CFR 1926, Subpart P — Excavations. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02310 Trenching. doc — 1 B. Qualifications: 1. Hire an independent soils laboratory to conduct in -place moisture -density tests for backfilling to assure that all work complies with this Specification. 1.03 DEFINITIONS A. Excavation: 1. All excavation will be defined as unclassified. 1.04 SUBMITTALS A. Submit test reports and fully document each with specific location or stationing information, date, and other pertinent information. B. Submit respective pipe or conduit manufacturer's data regarding methods of installation and general recommendations. C. Submit sieve analysis reports on all granular materials. 1.05 SITE CONDITIONS A. Avoid overloading or surcharge a sufficient distance back from edge of excavation to prevent slides or caving. Maintain and trim excavated materials in such manner to be as little inconvenience as possible to public and adjoining property owners. B. Provide full access to public and private premises and fire hydrants, at street crossings, sidewalks and other points as designated by Owner to prevent serious interruption of travel. C. Protect and maintain bench marks, monuments or other established points and reference points and if disturbed or destroyed, replace items to full satisfaction of Owner and controlling agency. D. Verify location of existing underground utilities. PART 2 — PRODUCTS 2.01 MATERIALS A. Backfill Material: 1. As approved by Engineer. 2. In accordance with Specifications in Section 02221. PART 3 — EXECUTION 3.01 GENERAL A. Remove and dispose of unsuitable materials as directed by Soils Engineer to site provided by Owner. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02310 Trenching. doc — 2 3.02 EXCAVATION A. Unclassified Excavation: 1. Remove rock excavation, clay, silt, gravel, hard pan, loose shale, and loose stone as directed by Soils Engineer. B. Excavation for Appurtenances: 1. 12 IN (minimum) clear distance between outer surface and embankment. 2. See Section 02200 for applicable requirements. 3. See Section 02515 for applicable requirements. C. Trench Excavation: 1. Excavate trenches by open cut method to depth shown on Drawings and necessary to accommodate work. a. Tunnel work for crossing under crosswalks, driveways or existing utility lines with permission. 1) Limit tunnels to 10 FT in length. 2. Open trench outside buildings, units, and structures: a. No more than the distance between two manholes, structures, units, or 600 LF, whichever is less. b. Field adjust limitations as weather conditions dictate. 3. Trenching within buildings, units, or structures: a. No more than 100 LF at any one time. 4. Any trench or portion of trench, which is opened and remains idle for 7 calendar days, or longer, as determined by the Owner, may be directed to be immediately refilled, without completion of work, at no additional cost to Owner. Said trench may not be reopened until Owner is satisfied that work associated with trench will be prosecuted with dispatch. 5. Observe following trenching criteria: a. Trench size. 1) Excavate width to accommodate free working space. 2) Maximum trench width at top of pipe or conduit may not exceed outside diameter of utility service by more than the following dimensions: Overall Diameter of Utility Service Excess Dimension 33 IN and less 18 IN more than 33 IN 24 IN 3) Cut trench walls vertically from bottom of trench to 1 FT above top of pipe, conduit, or utility service. 4) Keep trenches free of water. Include cost of dewatering in original proposal. D. Trenching for Electrical Installations: 1. Observe paragraph 3.2 C "Trench Excavation" 143-125 Anson County Landfill October 2016 Phase 3 and 4 02310 Trenching. doc — 3 2. Modify for electrical installations as follows: a. Open no more than 600 LF of trench in exterior locations for trenches more than 12 IN but not more than 30 IN wide. b. Any length of trench may be opened in exterior locations for trenches which are 12 IN wide or less. c. Do not over excavate trench. d. Cut trenches for electrical runs with minimum 30 IN cover, unless otherwise specified. e. See Division 16 for additional requirements. 3.03 PREPARATION OF FOUNDATION FOR PIPE LAYING A. Over -Excavation: 1. Backfill and compact to 90 percent of maximum dry density per ASTM D698. 2. Backfill with granular bedding material as option. B. Rock Excavation: 1. Excavate minimum of 12 IN wider than exterior surface of the pipe or conduit. 2. Excavate minimum of 6 IN below bottom exterior surface of the pipe or conduit. 3. Backfill to grade with suitable earth or granular material. 4. Form bell holes in trench bottom. C. Subgrade Stabilization: 1. Stabilize the subgrade when directed by the Engineer. 2. Observe the following requirements when unstable trench bottom materials are encountered. a. Notify Engineer when unstable materials are encountered. 1) Define by drawing station locations and limits. b. Remove unstable trench bottom caused by Contractor failure to dewater, rainfall, or Contractor operations. 1) Replace with subgrade stabilization with no additional compensation. 3.04 BACKFILLING METHODS A. Do not backfill until tests to be performed on system show system is in full compliance to specified requirements. B. Initial Backfill: 1. Furnish where indicated on drawings, specified for trench embedment conditions and for compacted backfill conditions up to 12 IN above top of pipe or conduit. 2. Comply with the following: a. Place backfill in lifts not exceeding 8 IN (loose thickness). b. Hand place, shovel slice, and pneumatically tamp all carefully compacted backfill. c. Observe specific manufacturer's recommendations regarding backfilling and compaction. d. Compact each lift to specified requirements. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02310 Trenching. doc — 4 C. Final Backfill: Perform in accordance with the following: a. Place backfill in lift thicknesses capable of being compacted to densities specified. b. Observe specific manufacturer's recommendations regarding backfilling and compaction. c. Avoid displacing joints and appurtenances or causing any horizontal or vertical misalignment, separation, or distortion. D. Water flushing for consolidation is not permitted. E. Backfilling for Electrical Installations: 1. Observe paragraph 3.4 C or D "Backfilling Methods." 2. Modify for electrical installation as follows: a. Observe notes and details on electrical drawings for fill in immediate vicinity of direct burial cables. 3.05 COMPACTION A. General: 1. Place and assure backfill and fill materials to achieve an equal or "higher" degree of compaction than undisturbed materials adjacent to the work. 2. In no case shall compaction below the specified "Minimum Compaction" be accepted. 3. If settlement of trench backfill occurs within the one-year warranty and guarantee period, the Contractor shall correct the deficiency by filling, grading, and reseeding in accordance with these Contract Documents. B. Compaction Requirements: Unless noted otherwise on Drawings or more stringently by other sections of these Specifications, comply with following trench compaction criteria: 1. Initial backfill: Location All applicable areas 2. Final backfill: Minimum Compactions Soil Type Density Cohesive Soils Cohesionless Soils Minimum Compactions 95 percent of max dry density by ASTM D698 75 percent of max relative density by ASTM D4253 and D4254 143-125 Anson County Landfill October 2016 Phase 3 and 4 02310 Trenching. doc — 5 Location Soil Type Density Under pavements Cohesive Soils 90 percent of max dry roadways surfaces, density by ASTM D698 within highway right-of- ways Cohesionless 60 percent of relative Soils density by ASTM D4253 and D4254 Under turfed, sodded, Cohesive Soils 85 percent of max dry plant seeded, nontraffic density by ASTM D698 areas Cohesionless 40 percent of relative Soils density by ASTM D4253 and D4254 3.06 FIELD QUALITY CONTROL A. Testing: 1. Perform in -place moisture -density tests as directed by the Owner. 2. Perform tests through recognized testing laboratory approved by Owner. 3. Costs of "Passing" tests paid by Owner. 4. Perform additional tests as directed until compaction meets or exceeds requirements. 5. Cost associated with "Failing" tests shall be paid by Contractor. 6. Reference to Engineer in this section will imply Soils Engineer when employed by Owner and directed by Engineer to undertake necessary inspections as approvals as necessary. 7. Assure Owner has immediate access for testing of all soils related work. 8. Ensure excavations are safe for testing personnel. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02310 Trenching. doc — 6 SECTION 02485 SEEDING TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 DESCRIPTION 1 1.02 QUALITY ASSURANCE 1 1.03 SUBMITTALS 1 2.01 MATERIALS 1 2.02 DELIVERY, STORAGE AND HANDLING 2 3.01 JOB CONDITIONS 2 3.02 SOIL PREPARATION 3 3.03 SEEDING 4 3.04 MAINTENANCE 4 143-125 Anson County Landfill October 2016 Phase 3 and 4 02485 SECTION 02485 SEEDING PART 1 — GENERAL 1.01 DESCRIPTION A. General: 1. Furnish all labor, materials, tools, equipment and services for seeding in accordance with provisions of Contract Documents. 2. Completely coordinate with work of all other trades. 3. See Division 1 for General Requirements. B. Related work specified elsewhere: 1. Section 02200 — Earthwork. 2. Section 02310 — Trenching. C. Location of work: All disturbed areas, exclusive of lined landfill areas. 1.02 QUALITY ASSURANCE A. Fertilizer testing: Current methods of Association of Official Agricultural Chemists. 1. Testing will be conducted at discretion of Engineer. 1.03 SUBMITTALS A. Certificates for each grass seed mixture, stating botanical and common name, percentage by weight, and percentages of purity, germination, and weed seed. Certify that each container of seed delivered is fully labeled in accordance with Federal Seed Act and equals or exceeds specification requirements. B. Copies of invoices for fertilizer, showing grade furnished and total quantity applied. PART 2 — PRODUCTS 2.01 MATERIALS A. Establish a smooth, healthy, uniform, close strand of grass from specified seed. B. Grass seed: Fresh, clean, new -crop seed. 1. Species, proportions and minimum percentage of purity, germination, and maximum percentage of weed seed, as specified. 2. Provide following grass seed mixtures: Min. pct. Type Germ Min. pct. Purity Kentucky 31 Fescue (Tall) 80 97.0 Common Bermuda Grass 85 98.0 143-125 Anson County Landfill October 2016 Phase 3 and 4 02485 — 1 Min. pct. Type Germ Min. pct. Purity Lespedeza 85 97.0 Argentine Bahia Grass 85 98.0 C. Mulch: Clean, seed -free, threshed straw of oats, wheat, barley, rye, beans, or other locally available mulch material. 1. Do not use mulch containing a quantity of matured noxious weed seeds or other species that will be detrimental to seeding, or provide a menace to surrounding land. 2. Do not use mulch material which is fresh or excessively brittle, or which is decomposed and will smother or retard growth of grass. D. Fertilizer: Commercial fertilizer of 10-10-10 analysis, meeting applicable require- ments of State and Federal Law. 1. Do not use cyanamic compounds of hydrated lime. E. Limestone: Agricultural grade ground limestone containing not less than 85 percent of combined calcium and magnesium carbonates. 1. 50 percent passing 100 mesh sieve. 2. 90 percent passing 20 mesh sieve. F. Asphalt binder: Emulsified asphalt per State Specifications. G. Water: Potable, free of substances harmful to growth. H. Erosion Control Matting: Material shall be Curlex I as manufactured by American Excelsior Company or approved equal. Contractor shall provide erosion control matting as required on slopes and ditch lines to obtain suitable vegetative cover. 2.02 DELIVERY, STORAGE AND HANDLING A. Deliver seed in standard sealed containers labeled with producer's name and seed analysis, and in accord with US Department of Agriculture Rules and Regulations under Federal Seed Act. B. Deliver fertilizer in original containers labeled with content analysis. PART 3 — EXECUTION 3.01 JOB CONDITIONS A. This project shall comply with the planting regime for the Piedmont region. B. Permanent Seeding: 1. Spring (March 1 — April 30) and Fall (September 1 — November 15): a. Kentucky-31: 1751bs/ac. b. Unhulled sercia lespedeza: 50 lbs/ac. c. Rye grain: 1 bushel/ac. 2. Winter (November 16 — February 28): a. Kentucky-31: 2001bs/ac. b. Unhulled sercia lespedeza: 50 lbs/ac. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02485 — 2 c. Rye grain: 3 bushels/ac. 3. Summer (May 1 August 31): a. Kentucky-31: 50lbs/ac. b. Unhulled sercia lespedeza: 50 lbs/ac. c. Korean or kobe lespedeza: 50 lbs/ac. d. Weeping love grass: 5 lbs/ac. e. Bermuda grass: 10 lbs/ac. f. Millet: 1 bushel/ac. C. Temporary Seeding: 1. Provide winter rye at a rate of 224 lbs/ac. 3.02 SOIL PREPARATION A. Limit preparation to areas which will be planted soon after preparation. B. Loosen surface to minimum depth of 4 IN. C. Remove stones over 1 IN in any dimension, sticks, roots, rubbish and other extraneous matter. D. Test soil pH using test kits approved by USDA NRCS. Use test results to determine rate of lime application needed to make soil circumneutral. Provide application rate to Engineer for approval prior to its application. E. Spread lime uniformly over designated areas at rate determined by soil testing. F. After application of lime, prior to applying fertilizer, loosen areas to be seeded with double disc or other suitable device if soil has become hard or compacted. Correct any surface irregularities in order to prevent pocket or low areas which will allow water to stand. G. Test soil fertility according to USDA NRCS approved methods. Use test results to determine rate of fertilizer application. Engineer will approve fertilizer application rate prior to application. H. Distribute fertilizer uniformly over areas to be seeded at a rate determined by soil testing: 1. Use suitable distributor. 2. Incorporate fertilizer into soil to depth of at least 2 IN. 3. Remove stones or other substances which will interfere with turf development or subsequent mowing. I. Grade seeded areas to smooth, even surface with loose, uniformly fine texture. 1. Roll and rake, remove ridges, and fill depressions as required to meet finish grades. 2. Fine grade just prior to planting. J. Restore seeded areas to specified condition if eroded or otherwise disturbed between fine grading and planting. K. If fertilizer application rate is determined (by invoices submitted) to be less than that specified, apply additional fertilizer. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02485 — 3 L. Cover seeded areas with mulch. 3.03 SEEDING A. Do not use seed which is wet, moldy, or otherwise damaged. B. Use approved mechanical power driven drills or seeders, or mechanical hand seeders, or other approved equipment. C. Distribute seed evenly over entire area at not less than 7 LB/1000 SF, 50 percent sown in one direction, remainder at right angles to first sowing. D. Stop work when work extends beyond most favorable planting season for species designated, or when satisfactory results cannot be obtained because of drought, high winds, excessive moisture, or other factors. E. Resume work only when favorable condition develops. F. Lightly rake seed into soil followed by light rolling or cultipacking. G. Immediately protect seeded areas against erosion by mulching or placing netting. I . Spread mulch in a continuous blanket using 1 %2 TON/ACRE to depth of four (4) or five (5) straws. 2. Immediately following spreading mulch, secure with evenly distributed emulsified asphalt at rate of 200 GAL/ACRE. 3. Protect all seeded slopes greater than 2:1 (horizontal to vertical) against erosion with approved erosion control netting or mats. H. Immediately after planting, water to a reasonable depth. I. Clean -Up: Remove any soil or similar material from paved areas within same working day. Upon completion of seeding, remove all excess soil, stones, and other debris from site or dispose as directed by Owner. Repair all damages to existing construction caused by lawn operations to the satisfaction of Engineer and Owner at no additional cost to Owner. 3.04 MAINTENANCE A. Remulch with new mulch in areas where mulch has been disturbed by wind or maintenance operations sufficiently to nullify its purpose. Anchor as required to prevent displacement. B. Replant bare areas using same materials specified. C. Contractor shall supply sufficient water until grass is established. D. Contractor shall warranty work for one year from date of project final completion. E. Inspect all seeded areas and make necessary repairs of reseedings within planting season, if possible. If stand is over 60 percent damaged, re-establish planting area following recommendations specified for lime, fertilizer, and seeding. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02485 — 4 SECTION 02710 HDPE LEACHATE PIPING PART 1 - GENERAL 1.01 SECTION INCLUDES A. Storage and installation of HDPE pipe and fittings for leachate forcemain, HDPE Leachate Collection and Header Piping, and valve vaults. CONTRACTOR shall provide the pipe and fittings. 1.02 RELATED SECTIONS A. Section 02220 — Earthwork. 1.03 REFERENCES A. ASTM D-1248 Specification for Polyethylene Plastics Molding and Extrusion Materials. B. ASTM D-3350 Specification for Polyethylene Plastics Pipe and Fitting Materials. C. ASTM D-3035 Specification for Polyethylene Plastic Pipe Based on Controlled Outside Diameter. D. ASTM D-3261 Specification for Butt Heat Fusion Polyethylene Plastic Fittings for Polyethylene Plastic Pipe and Tubing. 1.04 DEFINITIONS A. Standard Dimension Ratio (SDR) is defined as the actual outside pipe diameter divided by the minimum wall thickness. PART 2-PROCEDURE 2.01 HDPE PIPE A. Leachate Forcemain —8-inch diameter or 10-inch diameter HDPE SDR 11 as indicated on Drawings. B. Valve Vault — 30-inch diameter HDPE as indicated on Drawings. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02710-1 C. Fittings, connections, and associated hardware shown on the Construction Drawings or described in these specifications. CONTRACTOR shall provide all pipe, fittings, connections, and associated hardware. D. PVC to HDPE connection shall be made with a connector approved by ENGINEER. PART 3 - EXECUTION 3.01 STORAGE AND HANDLING A. Follow manufacturer's recommendations for pipe storage and handling. B. Exercise care during unloading to prevent damage by abrasion and puncturing. C. Store pipe with support to prevent development of permanent set. D. Stack the heaviest series of pipe on the bottom. E. Stack pipe no more than 6 feet high. F. Store pipe out of direct sunlight if installation will not occur for greater than 30 days. G. Care shall be taken to protect the pipe from excessive heat or harmful chemicals. H. Use cleaning solutions, detergents, or solvents on the pipe only in accordance with the manufacturer's recommendations. I. Do not bend under the minimum radius recommended by the manufacturer for type and grade. J. Do not impose strains that will overstress or buckle the piping or impose excessive stress on the joints. 3.02 EXAMINATION A. Verify that trench cut is ready to receive Work, and excavation, dimensions and elevations are as indicated on drawings and outlined in Section 02220 Earthwork. B. Verify that pipe has not been damaged and is clean of dirt, sand or mud. C. Beginning of installation means acceptance of existing conditions. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02710-2 3.03 PREPARATION A. Butt fuse and flange HDPE pipe in accordance with manufacturer's recommendations and procedures. B. Provide fusion equipment and a qualified operator. C. Use gaskets as required between flanged connections. D. Cap or cover all open ends of fused pipe at end of each Work day to prevent entry by animals or debris. 3.04 INSTALLATION A. HDPE Pipe and Fittings: 1. Cap both pipe ends of any pipe section longer than a single joint (usually 40 feet) during placement. 2. Install pipe, fittings and accessories in accordance with manufacturer's instructions. 3. Notify CQA Firm prior to any pipe being installed in the trench. 4. CQA Firm will inspect the following items at the time of installation: • Butt and saddle fusions; • Pipe integrity; • Trench excavation for rocks, foreign material or bedding; • Proper trench slope; and • Trench contour to ensure the pipe will have uniform and continuous support 5. Lay pipe to slope gradient noted on Drawings with maximum variation from required slope of 0.1 percent. 6. Verify grade using a laser level or equivalent method approved by OWNER. 7. Make HDPE tie-ins. Make HDPE tie-ins out of trench whenever possible. Make a bell hole large enough to ensure an adequate and safe Work area when tie-ins can only be made in the trench. 8. Allow HDPE pipe sufficient time to adjust to trench temperature prior to any testing, segment tie-ins and/or backfilling activity. 9. Install conductive trace wire on leachate forcemain and leachate conveyance pipe. 10. Cut, grind, or smooth all fusion weld beads for smooth inner profile of leachate collection piping. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02710-3 B. Backfill 1. Backfill pipe as indicated on drawings and outlined in Section 02220 Earthwork. 3.05 PIPE TESTING A. Perform air pressure testing of forcemain pipe and dual contained leachate conveyance pipe at a pressure of 30 psi for a period of 1 hour. No more than 1 percent pressure drop is allowed during the period to be a passing test. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02710-4 SECTION 02780 GEOSYNTHETIC CLAY LINER (GCL) TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 SCOPE 1 1.02 DEFINITIONS 1 1.03 REFERENCES 1 1.04 UNIT PRICES 2 1.05 SUBMITTALS 2 1.06 QUALIFICATIONS 2 2.01 GEOSYNTHETIC CLAY LINERS (GCL) 2 2.02 MATERIALS 3 2.03 GCL PANEL DIMENSIONS 4 2.04 SEAM OVERLAP LINES 4 2.05 PRODUCT DOCUMENTATION 4 2.06 PRODUCT LABELING 5 2.07 PACKAGING 5 3.01 SHIPPING AND HANDLING 5 3.02 STORAGE 6 3.03 EARTHWORK 6 3.04 GCL PLACEMENT 7 3.05 GCL PANEL SEAMING 7 3.06 DAMAGE REPAIR 8 3.07 DETAIL WORK 8 3.08 PLACEMENT OF OVERLYING MATERIALS 8 3.09 ACTIVATION 9 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780 SECTION 02780 GEOSYNTHETIC CLAY LINER (GCL) PART 1— GENERAL 1.01 SCOPE A. This specification covers the technical requirements for the furnishing and installation of the geosynthetic clay liner described herein. All materials used shall meet the requirements of this specification, and all work shall be performed in accordance with the procedures provided herein and with all project lines, grades, cross -sections, and dimensions shown on the contract drawings. 1.02 DEFINITIONS A. For the purposes of this specification guideline, the following terms are defined below: 1. Geosynthetic Clay Liner(GCL) - A factory -manufactured hydraulic barrier consisting of sodium bentonite clay supported by geotextiles held together by needling, stitching, or adhesives. 2. Geomembrane - An essentially impermeable geosynthetic composed of one or more geosynthetic sheets. 3. Geotextile - Any permeable textile used with foundation, soil, rock, earth, or any other geotechnical engineering related material as an integral part of a human -made project, structure, or system. 4. Minimum Average Roll Value - The minimum average value of a particular physical property of a material, for 95 percent of all of the material in the lot. 5. Overlap - Where two adjacent GCL panels contact, the distance measuring perpendicular from the overlying edge of one panel to the underlying edge of the other. 1.03 REFERENCES A. References are: 1. ACC 1010, Free Swell Determination. 2. API 13A/13B, Specification for Drilling -Fluid Materials. 3. ASTM D4632, Test Method for Grab Breaking Load and Elongation of Geotextiles. 4. ASTM D4643, Determination of Water Moisture Content of Soil by the Microwave Oven Method. 5. ASTM D5084, Hydraulic Conductivity of Saturated Porous Material Using a Flexible Wall Permeameter. 6. ASTM D5261, Test Method for Measuring the Mass per Unit Area of Geotextiles. 7. ASTM D5321, Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method. 8. USP/NF-XVII, Bentonite Swelling Power. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-1 1.04 UNIT PRICES A. Measurement will be made of the total surface area in square feet covered by the GCL as shown on the contract drawings. Final quantities will be based on as -built conditions. Allowance will be made for GCL in anchor and drainage trenches but no allowance will be made for waste, overlap, or materials used for the convenience of the Contractor. GCL installed and accepted will be paid for the respective contract unit price in the bidding schedule. 1.05 SUBMITTALS A. With the Bid, the Contractor shall furnish the following information: 1. Conceptual description of the proposed plan for placement of the GCL panels over the area of installation. 2. GCL manufacturer's affidavit providing assurance that the qualifications of Section 1.05 of this specification have been achieved. 3. At the Engineer's request: a. A representative sample of the GCL, suitable for testing. b. A project reference list consisting of the principal details of at least ten projects totaling at least 10 million square feet in size. B. Upon shipment, the Contractor shall furnish the following: 1. GCL manufacturer's Quality Assurance/Quality Control (QA/QC) certifications to verify that the materials supplied for the project are in accordance with the requirements of this specification. 2. Manufacturer's warranty covering materials and workmanship of the GCL. 1.06 QUALIFICATIONS A. GCL Manufacturer must have produced at least 10 million square feet of GCL, with at least 8 million square feet installed. B. GCL Installer must either have installed at least 1 million square feet of GCL, or must provide to the Engineer satisfactory evidence, through similar experience in the installation of other types of geosynthetics, that the GCL will be installed in a competent, professional manner. PART 2 — PRODUCTS 2.01 GEOSYNTHETIC CLAY LINERS (GCL) A. The GCL shall consist of a layer of sodium bentonite clay encapsulated between two polypropylene geotextiles, one woven and one non -woven, and shall comply with all of the manufacturing processes and physical/chemical criteria listed in this Section. Prior to using an alternate GCL, the Contractor must furnish independent test results demonstrating that the proposed alternate material meets all requirements of this specification, and must obtain prior approval of the alternative GCL by the Project Engineer. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-2 B. For reasons of strength, performance, and integrity, the GCL shall be manufactured by mechanically bonding the geotextiles using a needle -punching process. Needle -punched GCLs are those which, by the use of a needling board, have fibers of the non -woven geotextile pushed through the bentonite clay layer and integrated into a woven geotextile. 2.02 MATERIALS A. The GCL and its components shall have the properties shown in following table: MATERIAL PROPERTY TEST METHOD' TEST FREQUENCY CERTIFIED VALUE2 Woven Geotextile Grab Strength ASTM D4632' 50,000 sq. ft. 4 109 lbs Grab Elongation ASTM D4632 50,000 sq.ft. 15 percent Mass/Area ASTM D5261 50,000 sq.ft. 3.3 oz/sq.yd. Non -Woven Geotextile 5 Grab Strength ASTM D4632 50,000 sq.ft. 6.0 lbs 150 percent Grab Elongation ASTM D4632 50,000 sq.ft. Mass/Area ASTM D5261 50,000 sq.ft. 6.0 lbs min. Bentonite6 Free Swell ACC 1010' 50,000 sq.ft. 24 mL/2g min. Fluid Loss API 13A/13B 50,000 sq.ft. 15 mL max. Particle Type: Granular ASTM D421 50,000 sq.ft. #1 %min 00 - 0 110 min - #1 00 Bentomat Sample Mass/Area' ASTM D5261 20,000 sq.ft. 1.0 lb/sq.ft. min. Moisture Content ASTM D4643 20,000 sq.ft. 25 percent typical Grab Strength ASTM D4632 20,000 sq.ft. 90 lbs Grab Elongation ASTM D4632 20,000 sq.ft. 15 percent Peel Strength ASTM D4632 20,000 sq.ft. 15 lbs min. Permeability ASTM D5084 1,000,000 sq.ft. <5 x 10-9 cm/sec Internal Shear Strength10 ASTM D5321 prior data >500 psf Interface Shear Strength" ASTM D5321 prior data nqf 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-3 MATERIAL PROPERTY TEST TEST CERTIFIED METHOD' FREQUENCY VALUE' Explanatory Notes: 1. ASTM procedures modified as necessary to utilize three test specimens across the roll width. Results are reported as the average of these three values. Size of test specimens may also differ slightly from those indicated in ASTM methods. 2. All required values listed are minimum average roll values (MARVs) unless otherwise indicated. 3. All tensile testing on the geotextiles and on the GCL is performed with the test specimens oriented in the machine direction. 4. The test frequency listed is based on one series of tests per woven geotextile roll. This corresponds to an approximately frequency of one test per 50,000 square feet of GCL produced. Actual frequency may vary slightly due to varying roll dimensions. 5. The values listed represent the non -woven geotextile before being needle -punched into the GCL. The actual tensile strength of the non -woven may be higher but cannot be accurately measured due to difficulties in separating it from the woven geotextile. 6. These parameters are for the bentonite as delivered to the GCL manufacturer, not for the bentonite in the finished product. 7. ACC method derived from general methodology outlined in USP-NF-SVII. 8. Mass per unit area of the bentonite, obtained by weighing an oven -dried sample of known area and subtracting the typical geotextile mass per unit area values. The resulting mass per unit area values are normalized to a reference moisture content standard of 12 percent. 9. At 5 psi confining stress and 5 psi head pressure. 10. Internal and interface shear strength values are based on those required to demonstrate slope stability with an adequate safety factor. 11. Interface between the (woven or non -woven) surface of the GCL and surface of (adjacent geosynthetic or soil layer). 2.03 GCL PANEL DIMENSIONS A. The minimum acceptable dimensions of full-size GCL panels shall be 15 feet in width and 125 feet in length. "Short" rolls (those manufactured to a length greater than 70 feet but less than 125 feet) are a necessary by-product of the GCL manufacturing process, but will only be allowed at a rate no greater than 5 per truckload or every 36,000 square feet, whichever is less. 2.04 SEAM OVERLAP LINES A. A 6-inch "lap" line and a 9-inch "match" line shall be imprinted on both edges of the upper geotextile component of the GCL as a means for providing quality assurance of the overlap. Lines shall be printed in easily visible, non -toxic ink. 2.05 PRODUCT DOCUMENTATION A. The manufacturer shall provide the Engineer or other designated party with manufacturing QA/QC certifications for each shipment of GCL. The certifications shall be signed by a responsible party employed by the manufacturer such as the 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-4 QA/QC Manager, Production Manager, or Technical Services Manager. The QA/QC certifications shall include: 1. GCL lot and roll numbers (with corresponding shipping information). 2. Manufacturer's tests data for raw materials used in GCL production, including, at a minimum, mass/area data and tensile test data demonstrating compliance with the testing frequencies and performance parameters shown in Table 1. 3. Manufacturer's test data for finished GCL product, including at a minimum, clay mass/area data and tensile testing data demonstrating compliance with the testing frequencies and performance parameters shown in the previous table. 4. Certificates of analysis for the bentonite clay used in GCL production demonstrating compliance with the testing frequencies and performance parameters shown in Table 1. 2.06 PRODUCT LABELING A. Prior to shipment, the GCL manufacturer shall affix a label to each roll identifying the following characteristics: 1. Product identification information (manufacturer name and address, brand name, product code). 2. Lot number and roll number. 3. Roll length and width. 4. Total roll weight. 2.07 PACKAGING A. The GCL shall be wound around a cardboard core 4 inches in diameter to facilitate handling. The core is not intended to support the roll for lifting but should be sufficiently strong to prevent collapse during transit. B. All rolls shall be labeled and bagged in packaging that is resistant to photodegradation by ultraviolet (UV) light. PART 3 — EXECUTION 3.01 SHIPPING AND HANDLING A. The manufacturer assumes responsibility for initial loading and shipping of the GCL. Unloading, on -site handling, and storage are the responsibility of the installer or other designated party. B. A visual inspection of each roll should be made as it is unloaded to identify if any packaging has been damaged. Rolls with damaged packaging should be marked and set aside for further inspection. The packaging should be repaired prior to being placed in storage. C. The party responsible for unloading the GCL should contact the manufacture prior to shipment to ascertain the appropriateness of the proposed unloading methods and equipment to be utilized. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-5 3.02 STORAGE A. Storage of the GCL rolls shall be the responsibility of the installer. A dedicated storage area shall be selected at the job site that is away from high traffic areas and is level, dry, and well drained. B. Rolls should be stored in a manner that prevents sliding or rolling from the stacks and may be accomplished by the use of chock blocks or by use of the dunnage shipped between rolls. Rolls should be stacked at a height no higher than that at which the lifting apparatus can be safely handled (typically no higher than four). C. All stored GCL materials and the accessory bentonite must be covered with a plastic sheet or tarpaulin until their installation. 3.03 EARTHWORK A. The surface upon which the GCL is installed shall be prepared and compacted in accordance with the project plans and drawings. All surfaces to be lined shall be smooth and free of debris, roots and sticks, and sharp rocks larger than two inches. At a minimum, the level of compaction should be such that no rutting is caused by installation equipment or other construction vehicles. B. In applications where the GCL will be subjected to a hydraulic head that exceeding the confining stress, subgrade surfaces consisting of granular soils or gravel may not be acceptable due to their large void fraction. In these applications, the subgrade soils should possess a particle size distribution such that at least 80 percent of the soil is finer than 0.2 mm (#60 sieve). C. Immediately prior to GCL deployment, the subgrade shall be final graded to fill in all voids or cracks and then smooth -rolled to provided the best practicable surface for the GCL. At completion of this activity, no sharp irregularities or abrupt elevation changes shall exist in the subgrade. D. The project CQA inspector shall certify subgrade acceptance before GCL placement. E. It shall be the installer's responsibility thereafter to indicate to the Engineer any change in the condition of the subgrade that could cause the subgrade to be out of compliance with any of the requirements listed in A, B, and C above. F. At the top of the sloped areas of the job site, an anchor trench for the GCL shall be excavated in accordance with the project plans. The trench shall be excavated and approved by the CQA Inspector prior to GCL placement. No loose soil shall be allowed at the bottom of the trench, and no sharp corners or protrusions shall exist anywhere within the trench. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-6 3.04 GCL PLACEMENT A. Placement of the GCL shall be conducted in accordance with the manufacturer's recommendations and with the direction provided herein. Any deviations form these procedures must be pre -approved by the Engineer. 1. During start up of the GCL installation, an agent or representative of the Manufacturer shall provide on -site assistance and instruction to the Contractor and Engineer regarding the appropriate installation techniques. 2. The use of equipment capable of freely suspending the GCL roll is required. A spreader bar and core pipe are also required for supporting the roll and allowing it to unroll freely. The core bar and spreader bar shall not bend or flex excessively when a full roll is lifted. 3. GCL panels shall be placed with the white side (non -woven geotextile) facing down. On sloped areas exceeding a steepness of 4H:IV, the long dimensions of all panels shall be oriented parallel to the slope, and the ends of these panels shall be secured in an anchor trench. Panels placed on flat areas require no particular orientation. Panels should be placed from the highest elevation to the lowest within the area to be lined, to facilitate drainage in the event of precipitation. Panels shall be placed free of tension or stress yet without wrinkles or folds. It is not permissible to stretch the GCL in order to fit a designated area. Panels shall not be dragged across the subgrade into position except where necessary to obtain the correct overlap for adjacent panels. 4. Panels may be placed in any weather conditions except for heavy rain and high wind. 5. The Contractor shall unwrap and install only as much GCL in one working day as can be covered with earthen backfill or a geomembrane. In no case shall the GCL be exposed to the elements at the end of the day. 3.05 GCL PANEL SEAMING A. All GCL seams shall be formed by executing a bentonite-enhanced overlap to ensure that a continuous seal is achieved between panels. B. A 6-inch to 9-inch overlap should exist at seam locations. The lap line and match lines printed on the panels shall be used to assist in obtaining this overlap. The edges of the GCL panels should be adjusted to smooth out any wrinkles, creases, or "fishmouths" in order to maximize contact with the underlying panel. C. After the overlying panel is placed, its edge shall be pulled back to expose the overlap zone. Any soil or debris present in the overlap zone or entrapped in the geotextiles shall be removed. A fillet of granular bentonite shall then be poured in a continuous manner along the overlap zone (between the edge of the panel and the 6-inch line), at a rate of at least one -quarter pound per lineal foot. The use of a watering can or line chalker is recommended to improve the uniformity and consistency of the bentonite enhancement. This process shall be conducted in accordance with the Manufacturer's CQA plan. D. On gently sloping areas (gentler than 4H:1V) where seams may be placed across the slope, overlaps should be "shingled" so as to prevent flow into the seam. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-7 3.06 DAMAGE REPAIR A. Any damage in the form of cuts or tears in the GCL, shall be identified and repaired by the installer by cutting a patch from unused GCL and placing it over the affected area. B. The damaged area should be removed of all dirt and debris. A patch of GCL shall be cut to fit over the damaged area and to extend one foot in all directions around it. Accessory bentonite shall then be placed around the perimeter of the affected area at the rate of one-half pound per lineal foot, and the patch shall be placed over the damage. An epoxy -based adhesive shall be used to keep the patch in position during backfill operations. 3.07 DETAIL WORK A. Detail work, defined as the work necessary to seal the liner to pipe penetrations, foundation walls, drainage structures, spillways, and other appurtenances, shall be performed as recommended by the GCL Manufacturer. 3.08 PLACEMENT OF OVERLYING MATERIALS A. If the cover material is soil or gravel, a minimum thickness of 9 inches shall be placed over the GCL. The soil cover shall be free of sharp -edged stones greater than 2 inches in size. The use of especially calcareous cover material shall be prohibited. B. Soil cover shall be placed with low -ground pressure equipment. A minimum thickness of 24 inches of cover shall be kept between heavy equipment and the GCL at all times, except when final grading. No vehicles should be driven directly on the GCL until the proper thickness of cover has been placed. Care should be taken to avoid damaging the GCL by making sharp turns or pivots with equipment. C. To prevent damage to the GCL, the initial lift(s) of soil cover shall not be compacted in excess of 85 percent Modified Proctor density. D. When covering GCL installed on slope areas steeper than 4H:IV, the cover should be pushed upslope to minimize tension on the GCL. E. If the cover material is a geomembrane or other geosynthetic, precautions shall be taken to prevent damage the GCL by restricting heavy equipment traffic. Unrolling the geosynthetic can be accomplished through the use of lightweight, rubber -tired equipment such as a 4-wheel all -terrain vehicle (ATV). This vehicle can be driven directly on the GCL, provided the ATV makes no sudden stops, starts, or turns. F. If a textured geomembrane is placed over the GCL, a slip sheet (such as 20-mil smooth HDPE) shall first be placed over the GCL in order to allow the geomembrane to slide into its proper position. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-8 G. Any leading edge of panels left uncovered shall be protected at the end of the working day with a waterproof sheet which is adequately secured with sandbags or other ballast. 3.09 ACTIVATION A. For any application in which non -aqueous liquids are to be contained (such as in secondary containment for above -ground bulk fuel storage tanks), the GCL must be hydrated after installation is completed. The GCL is not a barrier to non - aqueous liquids until it is hydrated with fresh water. This is typically accomplished by natural rainfall; however, if immediate service is required of the line area, then the area must be artificially hydrated by applying fresh water at the rate of one -quarter gallon per square foot for at least 72 hours prior to use. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02780-9 SECTION 02900 GEOTEXTILE FABRIC TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 SUMMARY 1 1.02 QUALITY STANDARDS 1 1.03 SUBMITTALS 1 2.01 ACCEPTABLE MANUFACTURERS 1 2.02 FABRICATION 2 3.01 INSTALLATION 2 143-125 Anson County Landfill October 2016 Phase 3 and 4 02900 SECTION 02900 GEOTEXTILE FABRIC PART 1 — GENERAL 1.01 SUMMARY A. Section Includes: 1. Geotextile fabric for all uses as shown in drawings. B. Related Sections include but are not necessarily limited to: 1. Section 02200 — Earthwork. 2. Section 02074 — Geocomposite. 3. Construction Quality Assurance Plan. 1.02 QUALITY STANDARDS A. Reference Standards: 1. American Society for Testing and Materials (ASTM): a. D 1987 Test Method for Biological clogging of Geotextile or Soil/Geotextile Filters. b. D3776, Test Method for Mass Per Unit Area of Woven Fabric. c. D4491, Test Method for Water Permeability of Geotextiles by Permittivity. d. D4595, Test Method for Tensile Properties of Geotextiles by the Wide -Width Strip Method. e. D4833, Test Method for Index Puncture Resistance of Geotextiles, Geomembrane, and Related Products. 1.03 SUBMITTALS A. Shop Drawings: 1. See Section 01300 —Submittals. 2. Product technical data. 3. Manufacturer's delivery, storage, handling, and installation instructions. PART 2 — PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Subject to compliance with the Contract Documents, the following Manufacturers are acceptable: 1. Geotextile fabric: a. Trevira. b. Polyfelt. c. Mirafi. d. Or approved equal. 143-125 Anson County Landfill October 2016 Phase 3 and 4 02900— 1 2.02 FABRICATION A. Provide material consisting of non -woven, needle punched qeotextiles manufactured from polyester or polypropylene filaments. B. The geotextile materials shall be formulated or manufactured in a manner which stabilizes the resin to ultraviolet light. C. The geotextile materials may be manufactured from either continuous filament or staple fibers. PART 3 — EXECUTION 3.01 INSTALLATION A. Install fabric in accordance with manufacturer's written recommendation. B. Place fabric directly on the prepared surface. C. Place geotextile on all sideslopes in continuous rolls or strips (one Piece) running the full length of the slope (including any bench) from the anchorage at the top of the slope to the base of the slope. No horizontal splices shall be allowed on sideslopes unless approved by the Engineer. D. Overlap loose material from rolls or sheets of geotextile 12 IN, minimum in the longitudinal direction. Thermal welding or sewing shall be performed to bond adjacent sheets of geotextile (where required), with minimum overlap of 4 IN. E. Exercise care when installing to prevent damage to fabric. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 02900— 2 SECTION 15100 VALVES PART 1 - GENERAL 1.01 DESCRIPTION OF WORK A. Furnish all labor, materials, equipment and incidentals required to complete and make ready for operation, all valves and appurtenances as shown on the Drawings and as specified herein. B. The equipment shall include, but is not limited to, the following: 1. PVC Ball Valves C. Related Sections: 1. 02710-HDPE Piping and Vaults 1.02 SUBMITTALS A. Submit to the ENGINEER, within 30 days after execution of the Contract, a list of materials to be furnished, the names of the suppliers, and the date of delivery of materials to the site. B. Complete shop drawings of all valves and appurtenances shall be submitted to the ENGINEER for approval. Clearly indicate make, model, location, type, size and pressure rating. 1.03 STORAGE AND PROTECTION Valves and all associated accessories shall be stored and protected from damage prior to installation. 1.04 QUALITY ASSURANCE The CONTRACTOR shall provide written certification to the ENGINEER that all equipment furnished complies with all applicable requirements of these Specifications. 143-125 Anson County Landfill October 2016 Phase 3 and 4 15100-1 PART 2 - PRODUCTS 2.01 GENERAL A. Provide valves of same manufacturer throughout where possible. B. Provide valves with manufacturer's name and pressure rating clearly marked on the outside of the valve body. C. All exposed bolts, nuts, and washers for buried or submerged valves shall be stainless steel. All exposed nuts, bolts, springs, washers, and miscellaneous hardware shall be zinc coated in accordance with ASTM A153 unless specified otherwise. 2.02 PVC BALL VALVES A. Ball valves shall be one-piece capsule type manufactured non -shock thermoplastic of Type 1, Grade 1 PVC. Ball valves shall be true union design with two-way blocking capability and shall have solvent welded socket, or NPT threaded ends. All valves installed in HDPE piping systems shall be provided with flanged ends as specified for HDPE pipe. Ball valves shall be of a full port design for minimal flow restriction. Ball valves shall have Teflon seats with Viton backing cushions and Viton 0-ring seals, and shall be designed for a 150 psi water working pressure at 73°F. Valves shall be supplied with ABS lever operating handles, unless shown on the Drawings as provided with a 2-inch square operating nut or electrically actuated. PVC ball valves shall be manufactured by Asahi/America, Hayward, or approved equivalent. PART 3 - EXECUTION 3.01 INSTALLATION A. Valves of the size and type shown on the Drawings shall be set plumb and installed at the locations indicated on the Drawings, in accordance with manufacturer's installation instructions. B. Valves shall be installed so they are supported properly in their respective positions, free from distortion and strain. The valve weight shall not be borne by pumps and equipment. C. Valves shall be carefully inspected during installation. Each valve shall be opened wide and then tightly closed and the various nuts and bolts tested for tightness. Prevent any foreign matter from becoming lodged in the valve seat. Check and adjust all valves for smooth operation. 143-125 Anson County Landfill October 2016 Phase 3 and 4 15100-2 D. Install valves with the operating stem in the vertical position, unless otherwise shown on the Drawings or recommended by the valve manufacturer. E. Allow sufficient clearance around the valve operator for proper operation. F. Clean iron flanges by wire brushing before installing flanged valves. Clean carbon steel flange bolts and nuts by wire brushing, lubricate threads with oil or graphite, and tighten nuts uniformly and progressively. Clean threaded j oints by wire brushing or swabbing. Apply Teflon joint compound or Teflon tape to pipe threads before installing threaded valves. G. For buried valves, the tops of valve operators shall be adjusted to the proper elevation as shown on the Drawings. H. Valves shall be tested hydrostatically, concurrently with the pipeline in which they are installed. 1. Protect or isolate any parts of valves, operators, or control and instrumentation systems whose pressure rating is less than the pressure tests(s). 2. If valve joints leak during pressure testing, loosen or remove the nuts and bolts, reseat or replace the gasket, reinstall or retighten the bolts and nuts and hydrostatically retest the joints. 3. Install valve in valve vault described in Section 02710-HDPE Piping as shown on the Construction Drawings. 3.02 INSPECTION AND TESTING A. Following installation, operating tests shall be performed to demonstrate to the ENGINEER that all equipment and accessories will function in a satisfactory manner. The CONTRACTOR shall make, at CONTRACTOR'S own expense, all necessary changes, modifications and/or adjustments required to ensure satisfactory operation. 3.03 CLEANING A. Prior to acceptance of the work of this Section, the CONTRACTOR shall thoroughly clean all installed materials, equipment and related areas. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 15100-3 SECTION 15452 PUMPING EQUIPMENT: SUBMERSIBLE LEACHATE PUMPS TABLE OF CONTENTS ARTICLE TITLE PAGE 1.01 SUMMARY 1 1.02 QUALITY ASSURANCE 1 1.03 SUBMITTALS 1 2.01 ACCEPTABLE MANUFACTURERS 2 2.02 MATERIALS 2 2.03 EQUIPMENT 2 2.04 ACCESSORIES 3 2.05 FABRICATION 5 2.06 SOURCE QUALITY CONTROL 5 143-125 Anson County Landfill October 2016 Phase 3 and 4 15452 SECTION 11095 PUMPING EQUIPMENT: SUBMERSIBLE LEACHATE PUMPS PART 1— GENERAL 1.01 SUMMARY A. The contractor shall furnish all labor, materials, equipment, and incidentals to install the submersible leachate pumps as specified herein. Pumps shall be submersible pumps designed for sewage and wastewater applications. Each pump shall be furnished ready to insert in the 18-inch leachate riser pipe with rollers attached to permit easy movement into the sump. The pumps shall be as follows (or Engineer approved equal) as indicated in the Construction Drawings: • GunnCo Model P2K75.3 Sidesloper Pump Assembly (3 HP) — 65 gpm at 105 feet TDH Pumps shall be furnished complete with all necessary accessories and controls including, but not limited to, control panel(s), liquid level sensors, breakout junction boxes, wiring, check valves, disconnect hoses, pull cables, and mounting hardware. 1.02 QUALITY ASSURANCE A. Referenced Standards: 1. American Iron and Steel Institute (AISI): a. Steel Products Manual. 2. American National Standard Institute (ANSI). 3. American Society for Testing and Materials (ASTM): a. A48, Standard Specification for Gray Iron Castings. 4. Factory Mutual (FM). 5. Hydraulic Institute Standards for Centrifugal, Rotary and Reciprocating Pumps (HI). 6. National Electrical Manufacturer's Association (NEMA): a. 250, Enclosures for Electrical Equipment (1000 Volts Maximum). b. ICS 6, Enclosures for Industrial Controls. 7. National Fire Protection Agency (NFPA): a. 70-1999, National Electrical Code (NEC). 8. Underwriters Laboratories, Inc. (UL). B. It is the intention of these Specifications that the pump, control panel, level controls, and flow meter be sole source (i.e., provided by one supplier) who shall assume responsibility for the operation of the system. 1.03 SUBMITTALS A. Shop Drawings showing all important details and dimensions. B. Operation and Maintenance Manuals. 143-125 Anson County Landfill October 2016 Phase 3 and 4 15452-1 PART2— PRODUCTS 2.01 ACCEPTABLE MANUFACTURERS A. Subject to compliance with the Contract Documents, the following manufacturers are acceptable: 1. Submersible Leachate Pumping System: a. EPG Companies. b. Leachator. c. GunnCo. 2. Control Components: a. Square D. b. Westinghouse/Cutler Hammer. c. Siemens. B. Submit requests for substitution in accordance with Section 01640 —Product Substitutions. C. Named manufacturers must provide equipment of the highest quality which complies with the Specification as written. All exceptions must be submitted by the equipment manufacturer for Engineer's consideration prior to bid. Any deviations or exceptions not approved prior to bid shall be cause for rejection of equipment. 2.02 MATERIALS A. Furnish unit component meeting or exceeding the following material specifications: 1. Pump case: 304 Stainless Steel. 2. Motor housing: 304 Stainless Steel. 3. Impeller: 304 Stainless Steel. 4. Shaft: Stainless Steel, ANSI Series 300 or 400. 5. Wear ring: Corrosion and wear resistant materials. 6. 0-rings: Buna-N or Nitrile rubber or viton. 7. Bolts and nuts: Stainless Steel. 8. Lower ring seal: Silicon -Carbon. 9. Upper ring seal: Carbon -Ceramic. 10. Seal metal parts: Stainless Steel. 2.03 EQUIPMENT A. Performance Requirements: 1. Submersible Leachate Pump (LP-1 Replacement): a. Design condition: 65 gpm at 105 FT TDH. b. Maximum pump speed: 3600 rpm. c. Nameplate horsepower: 3 HP. d. Drive type: Constant speed. e. GunnCo Model P2K 75.3 or equal. 143-125 Anson County Landfill October 2016 Phase 3 and 4 15452-2 2.04 ACCESSORIES A. Carriage: 1. Pump shall be mounted in a 300 series stainless steel carriage sized for use in the specified HDPE riser pipe with a constant inside diameter set at a 2:1 slope. 2. The carriage shall provide a low center of gravity and all wheels shall remain in contact with the contour of the riser pipe. 3. The carriage shall be designed to allow removal of pump and motor should be required. 4. Provide a retrieval cable of 300 series stainless steel complete with stainless steel snap hook and associated hardware. B. Discharge Hose and Fittings: 1. Discharge hose shall be rated at 300 psi and -20 DegF to 180 DegF. 2. All fittings shall be 300 series stainless steel, as recommended by hose manufacturer. C. Control Panel: Interface with the existing control panel, which has the following features: a. The existing control panel provides level control, pump operation, and motor protection. The control panel provides alternating duplex control of the primary pumps and simplex operation of the secondary pump. Control panel power is 480V, 3 phase, 3 wire, grounded wye. b. Control panel is a NEMA 4X stainless steel enclosure with a rain guard and lockable outer cover. The door shall open a minimum of 180 degrees. c. The inner door is a steel dead front mounted on a continuous aircraft type hinge. The dead front door contains cutouts for the mounted equipment and operator accessible equipment, and provide protection of personnel from live internal wiring. d. Operator accessible components mounted on the dead front door shall include the following: 1) H-O-A switch for each pump. 2) STAND-BY indicating light (amber). 3) RUN indicating light (green). 4) OVERLOAD indicating light (red). 5) Digital read out level indicator. 6) Elapsed run time meter. 7) Main disconnect breaker switch. 8) Pump breaker switch. 9) Control circuit breaker switch. 10) Digital read-out flowmeter. e. The panel power distribution includes necessary components and is wired with standard copper conductors rated at 90 DegC. Control wiring shall be a minimum of 16 gauge and installed in Panduit type wiring trays. f. Breakers: 1) Individual circuit breakers are provided for main power, pump, and control circuits. All circuit breakers shall be heavy-duty thermal magnetic or motor circuit protectors similar and equal to Square D type FAL. Circuit breakers are indicating type, providing ON -OFF -TRIP 143-125 Anson County Landfill October 2016 Phase 3 and 4 15452-3 positions. When the breaker is tripped automatically, the handle shall assume a middle position indicating TRIP. 2) Thermal magnetic breakers are quick -make and quick break on manual and automatic operation and have inverse time characteristics secured through the use of bi-metallic tripping elements supplemented by a magnetic trip. 3) Breakers are designed so that an overload on one pole automatically trips and opens all legs. Field installed handle ties are not acceptable. g. Motor starter is open frame, across the line, NEMA rated with individual overload protection in each leg. Motor starter contact and coil are replaceable from the front of the starter without removing it from its position. Overload heaters are block type, utilizing melting alloy spindles and shall provide visual trip indication and an alarm contact for alarming signals. The overload is sized for the full load amperage draw of the pump. Adjustable type overloads, definite purpose contactors, fractional size starters, and horsepower rated contactors or relays are not acceptable. h. A control transformer is used to provide the 120 VAC for control circuits. i. Transient voltage surge suppression (TVSS) is provided on incoming power and on control voltage source. Device is UL 1449 listed. j. A thermostat controlled heater is provided to control the inside temperature above the dew point to alleviate the buildup of condensate in the control enclosure. k. A corrosion inhibitor is provided with the enclosure. 1. A top -mounted red visual high level alarm beacon, which shall be weatherproof and shatterproof, is provided with a 40 watt light. D. Level Control: 1. A panel mounted controller with digital readout display provides level indication of the sideslope sump. The pump "ON -OFF -HIGH LEVEL" selection is through level indicating/controller that allows check/adjustment of level settings and screwdriver adjustment operation. The controller unit will accept a 4 to 20 ma signal from the transducer and provide a level indication readout of 0 to 138 inches of liquid. 2. A submersible transducer is provided. The transducer is 316 stainless steel and shall be mounted to the pump carriage. The unit provides a 4 to 20 ma signal output to the control unit over the entire range at levels encountered in the basin. Static accuracy rating is not less than 1.0 percent. A sensor mounted surge arrestor is installed. 3. Coordinate operation of Pump LP-1 with existing level control system including provision of all required ancillary equipment required for a complete and operational system. E. Cable Fittings: 1. Non-metallic gas tight cable exit fittings properly sized for the power and control cables shall be provided. F. Existing Flow Meter System: 1. Flow meter system is designed to register flow and record totalized flow rate for each pump. 143-125 Anson County Landfill October 2016 Phase 3 and 4 15452-4 2. Sensor is paddlewheel type and designed to ensure unimpeded operation. Sensor is linear with a repeatability factor of ±.5 percent. 3. Flow meter is front panel programmable and includes LCD display. Each unit includes a bi-directional, 8-digit flow rate and recording totalizer. 2.05 FABRICATION A. General: 1. Provide pumps capable of handling primary landfill leachate. 2. Design pump to allow for removal without entering the wet well and without removal of bolts, nuts, or other fastenings. B. Impeller: 1. Provide closed impeller in accordance with Hydraulic Institute Standards. 2. Provide wear ring as necessary to assure efficient sealing between volute and impeller. C. Shaft: 1. Design pump shaft of sufficient size to transmit full driver output. 2. Use shaft which is accurately machined and constructed with sufficient materials. D. Bearings: 1. Support shaft on upper and lower permanently lubricated bearings with a minimum B-10 life of 15,000 HRS. E. Motors: 1. Provide motor of totally submersible design, constructed with epoxy or poly - seal encapsulated windings, air -filled or dielectric oil filled, with Class F insulation and rated for continuous duty operation. 2. Motor shall be 3 Phase, 60 cycle, 480 V. F. Miscellaneous: 1. Provide pump fit -up as required to use existing 3 IN discharge piping and safety retrieved cable. 2.06 SOURCE QUALITY CONTROL A. Secure from the pump manufacturer the following inspections and tests on each pump before shipment from factory: 1. Check impeller, motor rating, and electrical connections for compliance with Specification. 2. Test motor and cable insulation for moisture content or insulation defects. 3. Run pump for 30 minutes submerged. PART 3 — EXECUTION — NOT USED. END OF SECTION 143-125 Anson County Landfill October 2016 Phase 3 and 4 15452-5