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Home My WebLink About3402_HanesMillRoadMSWLF_ RevisedPermitAmendmentResponse_DIN27760_20170512 hdrinc.com 440 S Church Street, Suites 1000, Charlotte, NC 28202-2075 704.338.6700 May 12, 2017 Mr. Ming Chao North Carolina Department of Environment Quality 450 W. Hanes Mill Road, Suite 300 Winston-Salem, NC 27699-1646 Re: Amendment of Permit No. 34-02 Hanes Mill Road Landfill HDR Project No. 00162-264638-018 Dear Mr. Chao: HDR is in receipt of your letter dated February 21, 2017 which outlines comments related to the January 25, 2017 Hanes Mill Road Landfill Solid Waste Permit No. 34-02 Revised Amendment. Responses to the comments are in italic as follows: General 1. The 90-acre waste footprint of the MSWLF is confirmed in the February 20, 2017 e-mail message sent by Mr. Ed Gibson; please provide the correct waste footprint of the MSWLF (LUE) unit in the Facility Plan and the Closure Plan accordingly. To understand the distinction between 102 acres permitted in the Site Plan and the current design waste footprint of 90-acres please refer to the Facility Boundary and Landfill Capacity Sections of the Facility Plan. The Closure Plan and Facility Plan text have been updated to distinguish between the permitted acreages. The closure and postclosure costs have been based on the 90 acres since this is the current development acreages. The Facility Plan drawings (00G-01 and 00G-02) have also been updated to reflect the Site Study and Construction Permit Application areas. Facility Plan 2. Throughout the Facility Plan, please use the current agency title – North Carolina Department of Environmental Quality (NCDEQ). The agency titles have been update throughout the Facility Plan. M. Chao May 12, 2017 Page 2 Closure Plan and Post-Closure Plan 3. (Appendix 2 LLDPE Specification & Appendix 3 – Geomembrane CQA Plan) Please add the specified testing requirements – testing frequency & methods (such as ASTM D 5321) and the minimum value of the interface friction angle between the components (18-inch-thick compacted clay liner/textured LLDPE/geo-composite drainage material/18-inch-thcik vegetation layer) of the proposed final cover system. The specified minimum value of the interface friction angle must be determined by the veneer/infinite slope stability analysis on the 3 (horizontal) to 1 (vertical) slope of the proposed final cover system with an acceptable factor of safety under both the static and dynamic conditions. (referring Technical Specification Section 01060) The testing frequency & methods for the interface friction angle testing are located in Technical Specification Section 01060. Specification 33 47 16 (LLDPE) Section 2.5 has been updated to refer to Specification 01060 for the testing frequency and methods. The veneer slope stability analysis on the 3:1 slope for the proposed final cover system was included in the Phase 2 Construction Permit Application approved October, 2010. A copy of the approved calculations is attached and the updated Specification 33 47 16 is included in the Closure Plan. 4. Please provide a technical specification for the 12-inch-thick Erosion Soil Layer, a component of the proposed final cover system; specifically, the selected/designed ranges of grain size distributions, testing method and frequency to ensure that the selected soil material will not plug or damage the underlain specified Geocomposite drainage material. Please see the attached Specification 31-38-35 Erosion Soil Layer. Water Quality Monitoring Plan (WQMP) 5. The Hanes Mill Road solid waste facility consists of three separate solid waste units: (1) Closed Unlined MSW landfill, (2) Closed Subtitle D Lined MSW landfill, and (3) active Expansion MSW Landfill. The two closed landfills are essentially treated as one unit due to their direct proximity to each – the Subtitle D lined MSW landfill is “piggybacked’ on the Unlined MSW landfill. The 2 closed landfill units and the Expansion Landfill unit are physically and operationally separate. Each have individual monitoring networks. In addition, the closed Units are in Corrective Action due to ground-water contamination from these. The active Expansion unit is in detection monitoring. WQMP provided in the revised application (January 2017) for the Phase 2 Expansion is a compilation of past approved and proposed plans for various facility-wide units and phases of specific units, as well as corrective action monitoring requirements for the closed unit(s). M. Chao May 12, 2017 Page 3 Since these are separate units, each should have specific WQMP that address each individual unit. Please provide an updated WQMP that addresses only the Expansion unit (Phase 1&2). We recommend following the format of the draft WQMP (revised June 2016) for the Closed units that was submitted as a Word doc to the Section. Please also provide an updated map for the water quality monitoring location (monitoring wells and surface water monitoring) specific to the expansion unit. Please see the attached WQMP Plan that pertains only to the Expansion Area Landfill and reflects current site monitoring practices. If you have any questions regarding this permit amendment request, please do not hesitate to call me at (704) 338-6843. Sincerely, HDR Engineering, Inc. of the Carolinas Michael D. Plummer, P.E. Project Engineer MDP/apb Appendices: Appendix A - Closure Plan (changes tracked and final copy) Appendix B - Facility Plan (changes tracked and final copy) Appendix C - Facility Plan Drawing (00G-01 and 00G-02) Appendix D - Approved veneer slope stability analysis Appendix E - Specification 31-38-XX Appendix F - Expansion area Water Quality Management Plan cc: Jan McHargue, Winston-Salem (with enclosures) Edward Gibsopn, Winston-Salem (with enclosures) HDR Engineering, Inc. of the Ca Michael D. Plummer, P.E. Appendix E - Specification 31-38-35 Appendix F - Expansion area Water Quality Management Plan This page intentionally left blank. i Permit Amendment 2017 Hanes Mill Road Landfill Winston-Salem City/County Utilities Winston-Salem, North Carolina May 2017 This page intentionally left blank. City of Winston-Salem | Hanes Road Landfill Closure Plan A Appendix A – Closure Plan Closure Plan – Changes Tracked Closure Plan – Final Copy This page intentionally left blank. Closure Plan Hanes Mill Road Landfill Winston-Salem City/County Utilities Commission Winston-Salem, North Carolina January May 2017 This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Contents i Contents 1.0 Cap System Background ................................................................................................. 1 2.0 Cap System Design ......................................................................................................... 1 3.0 Final Contour Requirements ............................................................................................ 2 4.0 Cap System Material Requirements ................................................................................ 2 5.0 Surface Water Control Measures..................................................................................... 3 6.0 Permanent Erosion Control Measures ............................................................................. 3 7.0 Settlement Subsidence and Displacement ...................................................................... 3 8.0 Leachate Control ............................................................................................................. 3 9.0 Gas Collection/Venting System ....................................................................................... 4 10.0 Schedule for Closure ....................................................................................................... 4 11.0 Notice of Closure and Date of Final Waste Acceptance ................................................... 4 12.0 Implementation of Closure Plan ....................................................................................... 4 13.0 Closure Verification ......................................................................................................... 4 Tables Table 1 Cap System Requirements - Phases 1 & 2 ................................................................... 2 Appendices Appendix 1 – Pilot Study Approval Letter Appendix 2 – LLDPE Specification Appendix 3 – Geomembrane CQA Plan This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Cap System Background 1 1.0 Cap System Background In compliance with the NCDEQ Solid Waste Management Rules, the landfill expansion will place a final cap system over all waste placed in the proposed expansion. The layers of the cap system will be designed and constructed in accordance with Rule .1627 (c)(3), to minimize infiltration and erosion. It is estimated that the total landfill volume at completion will be 13,700,000 cubic yards for the 102+/- acres foot print; the 102 acres reflects the maximum area available based on the Site Plan. The current design waste footprint is 90+/- acres with an estimated 12,200,00 cubic yards at completion. The maximum area requiring a cap at any one time shall be 65 acres. On October 24, 2016 the Hanes Mill Road Landfill received conceptual approval from the NCDEQ to proceed with a Pilot Study to demonstrate the effectiveness of two types of exposed geomembranes for final cover. See Appendix 1 for this approval. This Pilot Study will consist of approximately 9 acres near the south side of Phase 1, Cell 1. The results of this study are expected to affect the final cover design of the remainder of the Expansion. 2.0 Cap System Design The desired cap system design may change as new technologies develop. The cap system designed will be checked prior to closure, revised and permitted as appropriate. Compacted soil liners will be incorporated in the cap system design to provide protection throughout the 30-year post-closure period and beyond. The regulatory prescriptive system consists of four layers (bottom up); the compacted soil liner; a geomembrane; a drainage layer (possibly a geonet layer or more appropriate layer); and the erosion layer. The geomembrane and compacted soil liner form a composite barrier designed to reduce infiltration into the landfill expansion, thus minimizing leachate and the potential for groundwater contamination. The erosion layer is designed to protect the composite barrier. The expansion landfill may use on-site or off-site borrow material for the compacted soil layer. The compacted soil layer will consist of no less than 18 inches of soil having permeability equal to or less than 1 x 10-5 cm/sec. In order to assure that the material meets the permeability criteria, the soil will be tested prior to use and after placement. Testing requirements will be outlined in the final closure plan. It is anticipated that the upper 6 inches of the intermediate cover will be suitable for compaction and incorporation into the compacted soil layer. Construction methods for the compacted soil liner shall be based upon the type and quality of the borrow source and shall be verified in the field by constructing test pad(s). A professional engineer shall certify that the compacted soil liner installation conforms with the plans approved by the NCDEQ Division of Waste Management. While NCDEQ rules require that the erosion layer shall consist of no less than 6 inches of earthen material capable of sustaining native plant growth, it is anticipated that the erosion layer for closure of the expansion landfill will consist of 12 inches of suitable on-site borrow material. That 12-inch layer will then be covered with a 6-inch topsoil layer. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Final Contour Requirements 2 The materials of the erosion layer will be selected considering: soil type, nutrient levels, pH, erodibility, sideslope drainage, and other factors. The vegetation (typically Kentucky Fescue) should be selected based on the following criteria. • Species of grasses which are locally adapted and resistant to drought or temperature extremes. • Having roots which will not disrupt the low permeability layer. • Ability to thrive in low nutrient soil and develop a good stand to resist erosion. • Able to survive and function with little or no maintenance. All cover material will be free of putrescible material, solid waste, vegetation, rocks, construction debris, frozen soil, and other deleterious materials. Seismic and general slope stability analyses have been performed and can be found in the Phase 2 Application to Construct. 3.0 Final Contour Requirements The final contour requirements for closure are shown on the drawings included with the Phase 2 Application to Construct. These contours have been established to reflect all municipal solid waste expected to be received, intermediate cover material (representing an initial total of 12 inches and a final total of 6 inches), and the final cover system (representing a total of 3 feet). 4.0 Cap System Material Requirements Based on the cap design submitted in this amendment, 18 inches of compacted soil placed over the Phase 1 and 2 areas at final closure, 157,000 cubic yards of compacted soil will be required for the first layer of the cap system. A minimum of 105,000 cubic yards will be required for the erosion layer soil. An estimated 52,500 cubic yards of earthen material will be required for the 6 inches of top soil layer. An estimated 2,831,400 square feet of geomembrane will be used in drainage ways and on the top slopes of the completed landfill. The following table summarizes the cap system requirements for Phases 1 and 2 of the landfill expansion area. Table 1 Cap System Requirements - Phases 1 & 2 Material Quantity 18-inch Compacted soil liner 157,000 CY 12-inch Erosion layer soil 105,000 CY 6-inch Top soil layer 52,500 CY Geomembrane 2,831,400 SF Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Surface Water Control Measures 3 5.0 Surface Water Control Measures The landfill expansion area is designed to have top slopes of 8 percent and side slopes of 3H:1V. Final contours have been established to allow the landfill expansion surface water to drain off the final cover while limiting erosion potential and maintaining post settlement slopes greater than 5 percent. Surface water runoff from the top slopes is intercepted by a diversion berm that separates the top slopes from the side slopes and carried off of the cover via down pipes. The side slopes incorporate a system of drainage terraces to limit surface water flow length. The vertical spacing of the side slope terraces is approximately 40 feet. The side slope terraces will drain into the down pipes which, in turn, drain to the perimeter drainage channel. The surface waters will be conveyed by the perimeter drainage channel to one of four sedimentation basins located adjacent to the landfill expansion. The maximum length of sheet flow (~300 ft) will occur on the 8 percent slopes. Drainage terraces will direct flow across the 3H:1V percent slopes into the down pipes and into the sediment basins. 6.0 Permanent Erosion Control Measures The expansion landfill is situated near an intermittent stream at the southern end of the site and adjacent to Grassy Creek. A system of drainage channels and sedimentation basins will be used to protect the intermittent stream and Grassy Creek from sediment laden runoff. The sedimentation basins were designed to control the 25-year storm event and achieve a minimum of 70 percent efficiency in settling a sediment particle with a diameter of 40 microns. The sedimentation basin design calculations may be found in the Application to Construct calculation section. 7.0 Settlement Subsidence and Displacement Landfill compaction methods which include the use of steel-wheeled compaction equipment to spread and compact in layers, combined with an adequate number of passes over each layer of waste, will be utilized to reduce voids and minimize differential settlement. Proper placement of daily, intermediate, and final cover will reduce the moisture content of the waste prior to site closure and further reduce settlement. Final slopes of the landfill expansion have been developed to allow for this anticipated subsidence so that long-term positive drainage of the fill will not be hindered. 8.0 Leachate Control The installation of the final cap system over the fill area will greatly reduce infiltration of surface water and lessen the potential for leachate generation. The landfill expansion area has a comprehensive surface and groundwater monitoring program to detect any potential leachate migration problems. This program, which is discussed in Water Quality Monitoring Plan, will be continued throughout the post-closure care period. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Gas Collection/Venting System 4 9.0 Gas Collection/Venting System An active gas venting system will be installed under the cap to allow movement of gas generated from the completed fill area to the existing gas collection system. The gas collection system will be an extension of the one used at the existing landfill. The collection system is presently maintained by an independent contractor. 10.0 Schedule for Closure The design of the landfill expansion in combination with the maintenance plan should assure a fairly uncomplicated closure period. The closure of the entire unit, or portions thereof, will be completed within 180 days unless an extension has been requested and received due to changes in the anticipated schedule. 11.0 Notice of Closure and Date of Final Waste Acceptance A sign indicating the anticipated date of closure and the date of final waste acceptance will be conspicuously posted at the facility at least 30 days in advance. The landfill may take other steps to notify the public of the planned closure. Prior to beginning closure of the unit or portions thereof, the NCDEQ Department of Solid Waste Management will be notified that a notice of intent to close has been placed in the operating record. 12.0 Implementation of Closure Plan The closure plan will be implemented as soon as possible from the date of final waste acceptance and completed in accordance with state regulations. 13.0 Closure Verification The following procedures will be implemented following closure. • A Construction Quality Assurance (CQA) report shall be submitted to the NCDEQ Division of Waste Management. This report shall describe the observations and tests used before, during, and upon completion of construction to ensure that the construction materials meet the cap design specifications and the construction and certification requirements. The CQA report shall contain as-built drawings. • A signed certification from an independent registered professional engineer verifying that closure has been completed in accordance with the closure plan will be submitted to the NCDEQ Division of Waste Management. • At least one sign notifying all persons of the closing of the phase and that wastes are no longer accepted will be posted. Suitable barriers will be installed as necessary at former accesses to prevent new waste from being deposited. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Closure Verification 5 • Within 90 days, a survey plat, prepared by a professional land surveyor registered by the State, indicating the location and dimensions of landfill disposal areas, will be submitted to the Forsyth County Register of Deeds. A notation shall be recorded on the deed notifying any potential purchaser of the property that the land has been used as a solid waste management unit and that future use is restricted under Rule .1627(c)(8). A copy of the deed notation as recorded shall be filed with the operating record. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Closure Verification 6 This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 1 – Pilot Study Approval Letter 1 Appendix 1 – Pilot Study Approval Letter Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 1 – Pilot Study Approval Letter This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 1 – Pilot Study Approval Letter This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 2 – LLDPE Specification 2 Appendix 2 – LLDPE Specification Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 1 – Pilot Study Approval Letter This page intentionally left blank. 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 1 SECTION 33 47 16 1 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 2 PART 1 - GENERAL 3 1.1 SUMMARY 4 A. Section Includes: 5 1. Furnishing, installation, quality control, and testing of LLDPE geomembrane liner. 6 B. Related Specification Sections include but are not necessarily limited to: 7 1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract. 8 2. Division 01 - General Requirements. 9 3. Section 31 23 00 - Earthwork. 10 4. Construction Quality Assurance Plan. 11 1.2 QUALITY STANDARDS 12 A. Referenced Standards: 13 1. ASTM International (ASTM): 14 a. D792, Standard Test Methods for Density and Specific Gravity (Relative Density) of 15 Plastics by Displacement. 16 b. D1004, Standard Test Method for Tear Resistance (Graves Tear) of Plastic Film and 17 Sheeting. 18 c. D1238 Standard Test Method for Flow Rates of Thermoplastics by Extrusion 19 Plastometer. 20 d. D1505, Standard Test Method for Density of Plastics by the Density-Gradient 21 Technique. 22 e. D1603, Standard Test Method for Carbon Black in Olefin Plastics. 23 f. D3895, Standard Test Method for Oxidative-Induction Time of Polyolefins by 24 Differential Scanning Calorimetry. 25 g. D4218, Standard Test Method for Determination of Carbon Black Content in 26 Polyethylene Compounds by the Muffle-Furnace Technique. 27 h. D4437, Standard Practice for Non-destructive Testing (NDT) for Determining the 28 Integrity of Seams Used in Joining Flexible Polymeric Sheet Geomembranes. 29 i. D4833, Standard Test Method for Index Puncture Resistance of Geomembranes and 30 Related Products. 31 j. D5199 Test Method for Measuring Nominal Thickness of Geotextiles and 32 Geomembranes. 33 k. D5397, Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin 34 Geomembranes Using Notched Constant Tensile Load Test. 35 l. D5596, Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon 36 Black in Polyolefin Geosynthetics. 37 m. D5641, Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber. 38 n. D5721, Standard Practice for Air-Oven Aging of Polyolefin Geomembranes. 39 o. D5820, Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed 40 Geomembranes. 41 p. D5885, Standard Test Method for Oxidative Induction Time of Polyolefin 42 Geosynthetics by High-Pressure Differential Scanning Calorimetry. 43 q. D5994, Standard Test Method for Measuring Core Thickness of Textured 44 Geomembranes. 45 r. D6241 Standard Test Method for Static Puncture Strength of Geotextiles and 46 Geotextile-Related Products Using a 50-mm Probe. 47 s. D6392 Standard Test Method for Determining the Integrity of Nonreinforced 48 Geomembrane Seams Produced Using Thermo-Fusion Methods. 49 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 2 t. D6693 Standard Test Method for Determining Tensile Properties of Nonreinforced 1 Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes. 2 u. D7238 Standard Test Method for Effect of Exposure of Unreinforced Polyolefin 3 Geomembrane. 4 v. D7466 Standard Test Method for Measuring the Asperity Height of Textured 5 Geomembrane. 6 2. Environmental Protection Agency (EPA): 7 a. 530/SW-91/051, Inspection Techniques for the Fabrication of Geomembrane Field 8 Seams, May 1991. 9 b. 600/R-93/182, Quality Assurance and Quality Control for Waste Containment 10 Facilities, September 1993. 11 3. Geosynthetic Research Institute (GRI): 12 a. GM 6 Pressurized Air Channel Test for Dual Seam Geomembranes. 13 b. GM 10 Specification for the Stress Crack Resistance of Geomembrane Sheet. 14 c. GM 14 Selecting Variable Intervals for Taking Geomembrane Destructive Seam 15 Samples Using the Method of Attributes 16 d. GM 17 Test Methods, Properties and Testing Frequency for Linear Low Density 17 Polyethylene (LLDPE) Smooth and Textured Geomembranes. 18 e. GM 19 Seam Strength and Related Properties of Thermally Bonded Polyolefin 19 Geomembranes 20 f. GM 20 Selecting Variable Intervals for Taking Geomembrane Destructive Seam 21 Samples Using Control Charts 22 B. Quality Assurance: 23 1. The Owner or Engineer's representative will conduct independent testing to support 24 construction quality assurance program and to provide documentation of such to appropriate 25 regulatory agencies. 26 a. Facilitate and provide opportunities as required. 27 2. Unless specifically superseded by these Contract Documents or approved plans submitted 28 by the Contractor, the geosynthetic materials shall be manufactured, stored, placed, seamed, 29 tested and protected as described in EPA 600/R-93/182 and EPA 530/SW-91/051. 30 a. This specifically includes: 31 1) Material Composition. 32 2) Manufacturing. 33 3) Handling and Packaging. 34 4) Shipment. 35 5) Storage (Manufacturer and Site). 36 6) Placement: 37 a) Seaming and Joining. 38 b) Destructive and Nondestructive Testing. 39 c) Protection, Backfilling and Covering. 40 7) Conformance Testing. 41 8) Anchoring and Anchor Trenches. 42 9) Access Roads/Ramps. 43 C. Qualifications: 44 1. Each manufacturing and fabrication firm shall demonstrate five (5) years continuous 45 experience with a minimum of 10,000,000 SF of LLDPE geomembrane. 46 2. Installer: 47 a. Demonstrate five (5) years continuous experience with a minimum 10,000,000 SF of 48 LLDPE geomembranes. 49 b. Trained and certified by at least one (1) of the named manufacturers in this 50 Specification (not necessarily the manufacturer supplying materials for this Project). 51 3. Inspectors: 52 a. Demonstrate three (3) years continuous experience in similar geosynthetic materials 53 installation. 54 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 3 b. Be an employee of an authorized representative for the Manufacturer and shall remain 1 on the project throughout the entire construction and covering of the LLDPE 2 membrane. 3 4. Independent Testing Laboratory shall demonstrate three (3) years of recent continuous 4 experience in similar geosynthetic materials testing. 5 D. Certifications: 6 1. Certifications are required for various aspects of the project related to the LLDPE 7 geomembrane. 8 a. Unless alternately approved, the certificates provided at the end of this Specification 9 Section shall be used and no alterations, additions, deletions, or exception shall be made 10 to the specified language. 11 E. CQA Plan Implementation: Construction Quality Assurance (CQA) for the LLDPE 12 geomembrane installation will be performed for the Owner in accordance with the CQA Plan 13 prepared for this project. The Contractor, CQC Consultant and Geomembrane Installer, 14 however, should familiarize themselves with the CQA Plan and are responsible for providing 15 reasonable notice of and access to work elements that the CQA firm is required by the CQA 16 Plan to overview. 17 1.3 DEFINITIONS 18 A. Manufacturer: 19 1. Organization producing geomembrane sheets from resin and additives. 20 B. Installer: 21 1. The Installer is the organization actually performing the hands-on work in the field. 22 C. Inspector: 23 1. Inspectors of LLDPE geomembrane are the individuals responsible for observing field 24 installation of the geosynthetic materials and providing the Manufacturer, Fabricator, 25 Installer and Owner with verbal and written documentation of the compliance of the 26 installation with this specification and with written procedures manuals prepared by the 27 Manufacturer or Installer. 28 D. Independent Testing Laboratory: 29 1. The firm hired by the Contractor to perform destructive testing of the LLDPE 30 geomembrane. 31 2. Firm shall be acceptable to Engineer and Owner. 32 1.4 SUBMITTALS 33 A. See Specification Section 01 33 00 for requirements for the mechanics and administration of the 34 submittal process. 35 B. Shop Drawings: 36 a. Product Information 37 1) Product manufacturer’s: name, plant location and date of manufacture. 38 2) Product properties 39 3) 40 b. Qualifications and experience of key personnel involved in installation and inspection 41 of the geosynthetic 42 c. Geomembrane panel layout plan with proposed size, number, position, sequencing of 43 panels and showing the location of all field or factory joints. 44 1) Proposed details for connecting the geosynthetic materials to appurtenances. 45 2) Proposed methods of welding, seaming or jointing geosynthetic materials. 46 3) Proposed method and sequencing for placement of drainage layer on top of the 47 geomembrane liner. 48 4) Proposed method of testing geomembrane and other geosynthetic materials, joints 49 and connections at appurtenances for continuity. 50 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 4 5) Location and configuration of haul roads and access points. 1 6) Proposed details for anchor trench if different than included in Contract 2 Documents. 3 C. Informational Submittals: 4 1. Manufacturer/Fabricator/Installer quality control program. 5 2. Test results: 6 a. Resin test, tests of sheet material and factory seam tests at frequency specified in 7 respective quality control manuals. 8 1) Results shall include or bracket the rolls delivered for use in the Work. 9 b. Daily test seam results. 10 c. Daily results of production seam testing. 11 3. Certifications: 12 a. Manufacturer's certification that raw materials and sheet materials comply with required 13 materials, mil thickness, and material properties. 14 1) Original certificates are required. 15 b. The subgrade has been properly prepared and acceptable for the placement of the 16 geomembrane. 17 c. The geomembrane was installed in accordance with this Specification and with 18 approved Shop Drawings. 19 d. The geomembrane joints were inspected, tested for strength and continuity, and passed 20 all inspections and tests. 21 1) All test and inspection data shall be incorporated into this certification. 22 e. The drainage layer, geotextiles and protective soil cover layer on top of the 23 geomembrane liner was placed properly and carefully. 24 1.5 DELIVERY, STORAGE, AND HANDLING 25 A. Unused or stockpiled geomembrane shall be stored in accordance with the manufacturer's 26 recommendations. 27 B. Label each roll with the manufacturer's name, type, lot number, roll number, and roll dimensions 28 (length, width, gross weight). 29 1. Geomembrane damaged as a result of storage or handling shall be repaired or replaced, as 30 directed. 31 2. Geomembrane shall not be exposed to temperatures in excess of 60 DegC (140 DegF) or 32 less if recommended by the Manufacturer. 33 C. No hooks, tongs or other sharp instruments shall be used for handling the geomembrane. 34 1. Rolls shall not be lifted by use of cables or chains in contact with the geomembrane. 35 2. Geomembrane shall not be dragged along the ground. 36 1.6 PROJECT/SITE CONDITIONS 37 A. When the weather is of such a nature as to endanger the integrity and quality of the installation 38 whether this is due to rain, high winds, cold temperatures, or other weather elements, the 39 installation shall be halted until the weather conditions are satisfactory. 40 B. The Contractor shall ensure that adequate dust control methods are in effect to prevent the 41 unnecessary accumulation of dust and dirt on surfaces which hamper efficient field seaming. 42 C. Maintain surface water drainage diversions around the work area and provide for the disposal of 43 water which may collect in the work area directly from precipitation falling within the area or 44 from inadequate diversion structures or practices. 45 D. Vehicles, other than those specifically approved, will not be allowed on geomembrane unless at 46 least 24 inches of protective soil cover has been placed. 47 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 5 PART 2 - PRODUCTS 1 2.1 ACCEPTABLE MANUFACTURERS 2 A. Subject to compliance with the Contract Documents, the following manufacturers are 3 acceptable: 4 1. LLDPE Geomembrane liners: 5 a. Agru/America, Inc., 500 Garrison Road, Georgetown, SC 29440. 6 b. GSE Environmental, Inc., 19103 Gundle Road, Houston, Texas 77073. 7 c. Poly-Flex, Inc., 2000 West Marshall Drive, Grand Prairie, Texas 75051. 8 d. Raven Industries, 205 E. 6th Street, Sioux Falls, SD, 37104 9 2.2 MATERIALS 10 A. LLDPE Geomembrane: 11 1. Consist of unreinforced polyethylene. 12 a. Surface: textured on both sides. 13 b. Manufactured from virgin, first quality resin designed and formulated specifically for 14 liquid containment in hydraulic structures. 15 c. Reclaimed polymer shall not be added to the resin; except use of polymer recycled 16 during the manufacturing process shall be allowed provided that recycled polymer shall 17 be clean and shall not exceed 2 percent by weight. 18 d. No additives or fillers may be added to the resin prior to or during manufacture of the 19 LLDPE geomembrane. 20 2. Manufactured to be free of holes, blisters, undispersed raw materials, or any sign of 21 contamination by foreign matter. 22 a. Any such defects shall be cause for rejection of the material. 23 b. Minor defects may be repaired in accordance with Manufacturer's recommendations if 24 approved by the Engineer. 25 3. Manufactured as seamless rolls or as prefabricated panels. 26 a. Minimum width of 22 FT as delivered to the site. 27 b. All factory seams shall be inspected and tested for strength and continuity prior to 28 delivery to the site. 29 4. LLDPE geomembrane shall possess properties which meet or exceed the following 30 minimum requirements per GM17: 31 PROPERTY TEST METHOD TEST VALUE a. Sheet Thickness, Mils • Minimum Average • Lowest Individual 8 of 10 • Lowest Individual 10 of 10 ASTM D5994 40 nominal nominal - 5% nominal - 10% nominal - 15% b. Asperity height, Minimum average ASTM D7466 16 mil c. Sheet Density (g/cc) ASTM D792 or D1505 < 0.939 d. Minimum Tensile Properties • Strength at Break • Elongation at Break ASTM D6693 Type IV 60 ppi 250% e. Min. Tear Resistance Initiation ASTM D1004, Die C 22 lbs f. Carbon Black ASTM D4218 2.0-3.0% 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 6 g. Carbon Black Dispersion • 10 of 10 ASTM D5596 Category 1 or 2 h. Puncture Resistance, Minimum Average ASTM D4833 44 lbs i. Oxidative Induction Time, (1) Standard OIT (min. ave.) ASTM D3895 100 min. or (2) High Pressure OIT (min. ave.) ASTM D5885 400 min. j. Oven Aging at 85 DegC % retained after 90 days ASTM D5721 (1) Standard OIT (min. ave.) ASTM D3895 35 % or (2) High Pressure OIT (min. ave.) ASTM D5885 60 % k. UV Resistance High Pressure OIT (min. ave.) % retained after 1600 hrs ASTM D7238 ASTM D5885 35% 2.3 EQUIPMENT AND ACCESSORIES 1 A. Welding and Seaming Equipment: 2 1. Equipped with gages showing temperatures at the nozzle (extrusion welder) or at the wedge 3 (wedge welder). 4 2. Maintained in adequate numbers to avoid delaying work. 5 3. Supplied by a power source capable of providing constant voltage under a combined-line 6 load. 7 4. Electric generator shall not be placed on the LLDPE geomembrane. 8 B. Field Tensiometer: 9 1. For on-site shear and peel testing of LLDPE geomembrane seams. 10 a. Tensiometer shall be in good working order. 11 b. Built to ASTM specifications. 12 c. Accompanied by evidence of calibration of equipment and gages within the past six (6) 13 months. 14 d. Motor driven. 15 e. Jaws capable of traveling a measure rate of 2 IN per minute. 16 f. Equipped with a gauge that measures the force in unit pounds exerted between the jaws. 17 g. Digital readout. 18 C. Punch Press: 19 1. Provide a punch press for the onsite preparation of specimens for testing. 20 2. Capable of cutting specimens in accordance with ASTM D4437. 21 D. Vacuum Box: 22 1. Provide a vacuum box for onsite testing of LLDPE geomembrane seams in accordance with 23 ASTM D5641. 24 2. holding a minimum vacuum of 5 psi 25 E. Equipment necessary to perform "Pressurized Air Channel Evaluation of Dual Seamed 26 Geomembranes" in accordance with ASTM D5820 and GM 6. 27 F. Gages: 28 1. Calibrated within past six (6) months. 29 2. Specified test values reading near mid-range of the gage scale. 30 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 7 2.4 FABRICATION 1 A. Produce geomembrane sheet which complies with this Specification Section. 2 B. Provide resin and additive quality control: 3 1. Test raw resin and additives to ensure compliance with the Manufacturer's specifications 4 and with this Specification Section. 5 2. Test sheet material to ensure compliance with Manufacturer's specification and this 6 Specification Section. 7 3. Provide certification of the raw materials and finished sheet demonstrating compliance with 8 this Specification Section. 9 4. Provide certification of Fabricator's and Installer's training (unless Installer is certified by 10 other acceptable manufacturer list herein), experience and methods for welding, seaming, 11 jointing and inspecting geosynthetic materials installations in compliance with 12 Manufacturer's standards and with Quality Assurance requirements of this Specification 13 Section. 14 C. Fabricated Specials: 15 1. Subject to same level of manufacturer's quality control. 16 2. Fabricated from project rolls. 17 a. Provide traceability of resin and roll stock. 18 2.5 INTERFACE FRICTION TESTS 19 A. Interface Friction Tests 20 1. Test both materials using ASTM D 5321. Section 01060-Specail Conditions, paragraph 2.1, 21 outlines the conditions under which this material shall be tested. 22 2. This material is part of a system. The system shall meet the requirements before the 23 component material can be deemed acceptable. 24 3. The cost associated with testing shall be included in the bid price for each material. Any 25 retesting or other additional testing required to meet the Specification shall be at no 26 additional cost to the Owner. 27 PART 3 - EXECUTION 28 3.1 GEOSYNTHETIC CONSTRUCTION 29 A. Geomembrane Subgrade: 30 1. Protect subgrade at all times from damage until such time as the placement of LLDPE 31 geomembrane and other components of the system are complete. 32 2. The subgrade shall be prepared in a manner consistent with proper subgrade preparation 33 techniques for the installation of LLDPE Geomembrane. 34 a. The subgrade shall be properly compacted so as not to settle and cause excessive strains 35 in the LLDPE Geomembrane or other synthetic materials. 36 b. Prior to installation, ensure a surface free of debris, roots, or angular stones larger than 37 1/2 IN. 38 c. In addition, ensure that the subgrade has been rolled to provide a uniform surface. 39 d. During installation, ensure that rutting or raveling is not caused by installation 40 equipment or weathering. 41 B. Anchor Trenches: 42 1. Geosynthetic materials placed on slopes shall be anchored into trenches as detailed on the 43 Contract Drawings. 44 2. Excavation, backfill and compaction shall be in accordance with Specification Section 31 23 45 00. 46 C. LLDPE Geomembrane: 47 1. General: 48 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 8 a. Installer of LLDPE geomembranes is responsible for handling, fitting, welding, 1 seaming, jointing and testing of geosynthetic materials sheets or blankets in the field. 2 b. These responsibilities include but are not limited to: 3 1) Acceptance (in writing) of the geosynthetic materials sheets or blankets from the 4 transporter. 5 2) Acceptance (in writing) of the soil or geosynthetic clay liner subgrade which will 6 serve as a base for the LLDPE geomembrane. 7 a) This acceptance shall precede installation of the LLDPE geomembrane. 8 b) Shall state that the Installer has inspected the surface, and reviewed the 9 Specifications for material and placement, and finds all conditions acceptable 10 for placement of LLDPE geomembrane. 11 c) Shall explicitly state any and all exceptions to acceptance. 12 3) Handling, welding, seaming, jointing, testing and repair of LLDPE geomembrane 13 and other geosynthetic materials in compliance with this Specification and with 14 written procedures manuals prepared by the Manufacturer or Fabricator. 15 a) Manual shall be submitted to the Engineer together with Shop Drawings 16 showing the layout of LLDPE geomembrane within the facility. 17 (1) Do not deviate from the procedures included in the manual. 18 b) LLDPE Geomembrane shall not be placed upon frozen foundation, standing 19 water or other conditions which will result in deterioration of the foundation. 20 c) LLDPE Geomembrane materials shall be laid out according to plans 21 previously approved by the Engineer. 22 d) Adjacent rolls of LLDPE geomembrane shall overlap a minimum of 3 IN, 23 provided that greater overlap may be required to allow seaming in accordance 24 with the Manufacturer's instructions. 25 4) Repair or replacement of defects in the geosynthetic materials as required by the 26 Inspector or the Owner. 27 5) Installer and Manufacturer may be the same firm. 28 2. Panel deployment: 29 a. Only those panel/sheets that can be seamed in one (1) day shall be deployed. 30 b. Place panels with minimal handling. 31 1) Orient sheets to eliminate or minimize number of horizontal seams on side slopes. 32 2) Protect panels from tear, puncture or abrasion. 33 3) No seams will be permitted in a leachate collection trench. 34 c. Equipment used to deploy the geomembrane shall not rut the recompacted clay liner, or 35 damage the Geosynthetic Clay Liner. 36 1) A rut is defined as a 1/4 IN depression over a 10 FT straight-edged length. 37 d. No vehicular traffic is permitted on unprotected LLDPE geomembrane. 38 e. Personnel walking on the geosynthetic shall not engage in activities or wear types of 39 shoes that could damage the geosynthetic. 40 f. Smoking shall not be permitted while working on the geomembrane. 41 g. Minimize foot traffic. 42 1) Do not allow personnel access to wet or slippery liners without adequate safety 43 precautions. 44 h. Ballast with sandbags to prevent wind uplift as recommended by Manufacturer and 45 Fabricator and based on local climatic conditions. 46 1) Remove and replace all wind damaged panels at no additional cost to Owner. 47 2) If wind causes panels to be displaced, displaced panel may not be reused. 48 i. Install LLDPE geomembrane in stress free, tension free and relaxed condition. 49 1) Account for temperature and weather-related impacts when deploying and 50 covering. 51 2) Stretching to fit and folding are not permitted. 52 j. Do not allow LLDPE geomembrane to bubble, fold, or create ripples as a result of 53 deployment of drainage layer or protective soil cover placement. 54 k. Any panel exhibiting stretching caused by placement, covering techniques, or wind 55 shall be removed and may not be incorporated in the final construction. 56 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 9 l. Field seaming: 1 1) Field seaming shall be done in accordance with seaming recommendations 2 furnished by the geomembrane Manufacturer and referenced EPA documents. 3 2) Each piece of seaming equipment and each operator shall perform demonstration 4 seams at the start of a shift, whenever equipment is switched on or seaming is 5 interrupted for more than ten minutes, and at other times at the discretion of the 6 Installer and Inspector. 7 3) Demonstration seams shall use the same seaming materials and methods to be used 8 in the actual construction. 9 4) Surfaces to be seamed shall be clean and dry at the time of seaming. 10 a) Precipitation and ponding of water on the LLDPE geomembrane shall cause 11 termination of seaming operations. 12 b) LLDPE geomembrane shall not be seamed when ambient temperatures are 13 below 41 DegF or above 104 DegF, without written consent of LLDPE 14 geomembrane Manufacturer or Fabricator, and Engineer. 15 5) LLDPE geomembrane sheets shall be seamed continuously without fishmouths or 16 breaks in the seam. 17 a) Where fishmouths are unavoidable, the sheet shall be slit to a point such that 18 the sheet lies flat and with no remaining wrinkle. 19 b) The two (2) edges of the slit shall be seamed together provided that the overlap 20 for this seam shall be a minimum of 3 IN. 21 c) Areas of the slit which do not achieve an overlap of 3 IN, including the 22 terminus of the slit, shall be provided with a patch as discussed below. 23 6) All LLDPE geomembranes shall be seamed by thermal fusion methods as 24 recommended by the LLDPE geomembrane Manufacturer. 25 a) LLDPE geomembrane seaming shall be double wedge weld unless otherwise 26 approved or prohibited by construction. 27 7) Manufacturer's or Fabricator's seaming instructions shall specifically address 28 subgrade preparation, seaming materials, temporary and permanent jointing, 29 seaming temperatures including temperatures for seaming materials, seam finishing 30 and curing. 31 8) A copy of Manufacturer's or Fabricator's seaming instructions shall be available on 32 site at all times and shall not be deviated from without written approval of the 33 Manufacturer and Engineer. 34 9) All panels/sheets should be overlapped a minimum of 3 IN. 35 a) If horizontal seams are required on side slopes, the upper panel should be 36 lapped over the lower panel. 37 10) Seaming shall not be conducted in the presence of standing water and/or soft 38 subgrades. 39 a) The seamed area shall be cleaned of dust, dirt and foreign material prior to and 40 during the seaming operation. 41 11) Seaming shall extend to the outside edge of panels/sheets to be placed in anchor 42 and/or drainage trenches. 43 12) Tack welds shall conform with manufacturers seaming techniques and shall not 44 damage underlying membrane. 45 m. Patching: 46 1) Defects in and damage to LLDPE geomembrane sheets shall be repaired by 47 seaming a patch over the defect. 48 n. The patch material shall consist of an undamaged piece of LLDPE geomembrane cut to 49 provide a minimum of 3 IN of overlap in all directions from the defect. 50 a) Round corners shall be utilized on all patches. 51 (1) No bead or spot patching will be accepted. 52 b) Torn or permanently twisted LLDPE geomembrane shall be replaced at no 53 expense to the Owner. 54 2) Test all patch seams using one (1) of the following nondestructive tests: Vacuum 55 tests; spark tests; or ultrasonic tests. 56 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 10 a) Test patch seams destructively at a frequency of ten percent or a minimum of 1 one (1) test per seaming personnel per day. 2 b) This destructive testing may be accomplished using demonstration seams 3 performed adjacent to the liner installation. 4 3.2 FIELD QUALITY CONTROL 5 A. Inspector shall not be a part of the installation program and shall not serve as a substitute for 6 performing the duties or certification required of the Fabricator and Installer. 7 1. Inspectors responsibilities include, but are not limited to: 8 a. Inspection of the material and the handling and field installation of the geomembranes. 9 1) Inspection of all welds, repairs and quality control test results. 10 b. All exceptions to material or installation shall be documented and furnished to the 11 Engineer in writing within 48 HRS of discovery. 12 c. Inspection and Certification of LLDPE geomembrane integrity until completion of 13 placement of protective soil cover. 14 B. Trial Seam Testing: 15 1. Trial seams shall be made each half-day prior to production seaming. 16 a. The location of trial seam shall be in an area proposed for the day's production seaming. 17 b. Equipment, methods and personnel shall be the same as proposed for the day's seaming. 18 2. Samples shall be tested in accordance with ASTM D413 and ASTM D882. 19 a. To be acceptable, two (2) of two (2) replicate test specimens must meet specified seam 20 strength requirements and failures shall be Film Tear Bond. 21 b. If the field tests fail to meet these requirements, the entire operation shall be repeated. 22 c. If the additional test seams fail, the seaming apparatus or seamer shall not be accepted 23 or used for seaming until the deficiencies are corrected and two (2) consecutive 24 successful test seams are achieved. 25 C. Nondestructive Seam Testing: 26 1. All field seams shall be nondestructively tested over their full length. 27 a. Seam testing shall be performed as the seaming work progresses, not at the completion 28 of field seaming. 29 b. All testing shall be documented. 30 1) Any seams which fail shall be repaired and documented. 31 2. Nondestructively test all field seams continuously using one (1) of the following 32 nondestructive seam tests: Vacuum box; ultrasonic tests; spark tests; and pressurized air 33 channel test. 34 a. Vacuum testing shall conform to the following procedure: Brush soapy solution on 35 geomembrane. Place vacuum box over the wetted seam area. Ensure that a leak-tight 36 seal is created. Apply a pressure of approximately five (5) psi. Examine the 37 geomembrane through the viewing window for the presence of soap bubbles for not less 38 than 15 seconds. All areas where soap bubbles appear shall be marked and repaired as 39 described in this Section. 40 b. Air Pressure Testing (for double seam with an enclosed space) shall conform to GRI 41 GM6 requirements. Seams shall be pressurized to 20 psig and held for 5 minutes with 42 no more than 4 psig loss. Seams with more than 4 psig loss shall be marked and 43 repaired as described in this Section. 44 D. Destructive Seam Testing: 45 1. Test and evaluate in accordance with GRI Test Method GM19. 46 2. A minimum of one (1) destructive test per 500 LF of seam, and as many other samples as 47 Engineer determines appropriate, shall be obtained at locations specified by the Engineer. 48 a. Sample locations shall not be identified prior to seaming. 49 b. The samples shall be a minimum of 12 IN wide by 48 IN long with the seam centered 50 lengthwise. 51 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 11 c. Each sample shall be cut into three (3) equal pieces with one (1) piece retained by the 1 Installer, one (1) piece given to an Independent Testing Laboratory, and the remaining 2 piece given to the Engineer for quality assurance testing and/or permanent record. 3 d. Each sample shall be numbered and recorded on the final panel layout record drawing, 4 and cross-referenced to a field log which identifies: 5 1) Panel/sheet number. 6 2) Seam number. 7 3) Top sheet. 8 4) Date and time cut. 9 5) Ambient temperature. 10 6) Seaming unit designation. 11 7) Name of seamer. 12 8) Seaming apparatus temperature and pressures (where applicable). 13 3. A minimum of four (4) 1 IN wide replicate specimens shall be cut from the Installer's 14 sample. 15 a. A minimum of two (2) specimens shall be tested for shear strength and two (2) for peel 16 adhesion using an approved field quantitative tensiometer. 17 1) Jaw separation speed shall be 2 IN per minute. 18 b. To be acceptable, all replicate test specimens must meet the specified seam strength 19 requirements and fail as Film Tear Bond. 20 c. If the field tests pass, five (5) specimens shall be tested at the Independent Testing 21 Laboratory for shear strength and five (5) for peel adhesion in accordance with 22 ASTM D4437. 23 d. To be acceptable, four (4) out of five (5) replicate test specimens must meet the 24 specified seam strength requirements and fail as Film Tear Bond. 25 4. The minimum required seam strengths: 26 27 DESCRIPTION TEST METHOD VALVE (LBS/IN WIDTH) Peel ASTM D6392 52 Shear ASTM D6392 80 28 5. If the field or laboratory tests fail, the seam shall be repaired in accordance with the 29 Manufacturer's Quality Control manual. 30 a. In addition, all destructive seam sample holes shall be repaired the same day as cut. 31 b. Certified test results on all field seams shall be submitted to and approved by the 32 Engineer prior to acceptance of the seam. 33 6. All repaired areas shall be nondestructively tested. 34 7. Destructive testing shall be performed by a Testing Laboratory employed by the Contractor. 35 a. The Engineer may separately conduct destructive testing for quality assurance. 36 b. If samples tested by Engineer fail, based on above criteria, seam will be classified as 37 failed. 38 8. A map showing the locations, number and type of all patches shall be prepared and provided 39 to the Owner. 40 9. Documentation: The following documentation must be maintained at the project site for 41 review by the Engineer or CQA Consultant: 42 a. Geomembrane Installer's Documentation: 43 1) Daily Log: daily record that summarizes panels deployed, seams completed, seam 44 testing, seam repair, personnel on site, and equipment on site. 45 2) Panel Log: provides geomembrane roll number used and subgrade acceptance for 46 each panel deployed. 47 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 12 3) Seam Testing Log: provides a complete record of all nondestructive and 1 destructive seam tests performed as part of the Geomembrane Installer's QC 2 program. 3 4) Seam/Panel Repair Log: provides a complete record of all repairs and vacuum box 4 testing of repairs made to defective seams or panels. 5 5) As-Built Drawing: maintain an as-built drawing updated on a weekly basis. 6 b. CQC Consultant's Documentation: 7 1) Daily Log: daily record that summarizes panels deployed, seams completed, CQC 8 seam testing, seam repair, personnel on site, equipment on site, weather 9 conditions, etc. 10 2) CQA/CQC Testing Log: record of all seam destructive tests and material 11 conformance tests performed by the CQC Geosynthetics Laboratory. 12 3) Material Conformance: maintain original conformance certificate(s) from 13 geomembrane manufacturer. 14 4) Subgrade Acceptance Log: maintained originals of subgrade acceptance forms for 15 each panel and signed by the Geomembrane Installer. 16 3.3 GEOMEMBRANE ACCEPTANCE 17 1. The Geomembrane Installer shall retain all Ownership and responsibility for the 18 geomembrane liner system until final acceptance of the Work by the Owner. 19 2. Owner will accept the geosynthetic installation when the installation is finished and all 20 required warranties, test results, and documentation from the Contractor, Manufacturer, 21 Inspector and Installer is received, approved, and verification of the adequacy of all field 22 seams and repairs, including associated testing, is complete. 23 END OF SECTION 24 Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 3 – Geomembrane CQA Plan 3 Appendix 3 – Geomembrane CQA Plan Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 3 – Geomembrane CQA Plan This page intentionally left blank. City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill 1 Geomembrane Liner 1.1 Geomembrane Manufacturer's Certification, and CQA Conformance Testing 1.1.1 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 specifications. Additional testing will be performed by the CQA Monitor for purposes of conformance evaluation. If the results of the geomembrane manufacturer's and the CQA Monitor's testing differ, the testing will be repeated by the CQA Monitor'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. 1.1.1.1 RAW MATERIAL Prior to the installation of any geomembrane material, the geomembrane manufacturer will provide the CQA Monitor and the CQC Consultant 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; and a statement that the percentage of reclaimed polymer added to the resin is in accordance with the project specifications. The CQA Monitor will review these documents and report any discrepancies with the above requirements to the CQA Manager. 1.1.1.2 GEOMEMBRANE MANUFACTURING Prior to the installation, the geomembrane manufacturer will provide the Contractor and the CQA Monitor 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 sampling 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 Monitor will review these documents and verify that: City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill 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 CQA Manager. 1.1.1.3 ROLLS AND SHEETS Prior to shipment, the geomembrane manufacturer will provide the CQA Monitor and the CQC Consultant with a quality control certificate for each roll (HDPE or LLDPE geomembrane) of geomembrane provided. The quality control certificate 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 Design Engineer. The quality control certificate will be bound and included as part of the report required in Section 9.1.1.1. The CQA Monitor 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 it; 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 CQA Manager. 1.2 Geomembrane Installation 1.2.1 Transportation, Handling and Storage 1.2.1.1 TRANSPORTATION AND HANDLING The CQA Monitor will verify that: handling equipment used on the site is adequate, meets manufacturer’s recommendations, and does not pose any risk of damage to the geomembrane; and the Geosynthetics Installer's personnel handle the geomembranes with care. Upon delivery at the site, the CQA Monitor will conduct a surface observation of all rolls and sheets for defects and damage. This examination will be conducted without unrolling rolls or unfolding sheets unless defects or damages are found or suspected. The CQA Monitor will indicate to the CQA Manager: City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill any rolls or sheets, or portions thereof, that should be rejected and removed from the site because they have severe flaws; and any rolls or sheets that have minor repairable flaws. Refer to ASTM D4873 for detailed methods for identification, storage and handling of geomembranes. 1.2.1.2 STORAGE The CQA Monitor will document that the Contractor's storage of the geomembrane provides adequate protection against moisture, dirt, shock, and other sources of damage or contamination. 1.2.2 Earthwork 1.2.2.1 SURFACE PREPARATION The CQC Consultant and the Geosynthetics Installer will certify in writing that the surface on which the geomembrane will be installed meets line and grade, and the surface preparation requirements of the project specifications. The certificate of acceptance will be given by the CQC Consultant to the CQA Monitor prior to commencement of geomembrane installation in the area under consideration. The CQA Monitor will give a copy of this certificate to the CQA Manager. To ensure a timely covering of the soil liner surface, the CQA Manager may allow subgrade acceptance in areas as small as one acre. After the supporting soil has been accepted by the Geosynthetics Installer, it will be the Geosynthetics Installer's responsibility to indicate to the CQA Manager of any change in the supporting soil condition that may require repair work. If the CQA Monitor concurs with the Geosynthetics Installer, then the CQA Manager will ensure that the supporting soil is repaired. 1.2.2.2 ANCHORAGE SYSTEM The CQA Monitor will verify that anchor trenches have been constructed and backfilled according to project specifications and design drawings. 1.2.3 Geomembrane Placement 1.2.3.1 FIELD PANEL IDENTIFICATION The CQA Monitor will document that the Geosynthetics Installer labels each field panel with an identification code (number or letter-number consistent with the layout plan) agreed upon by the CQC Consultant, Geosynthetics Installer, and CQA Monitor at the Preconstruction Meeting, Section 4.1. The Geosynthetics Installer will establish a table or chart showing correspondence between roll numbers and field panel identification codes. This documentation shall be submitted to the CQC Consultant and CQA Monitor weekly for review and verification. The field panel identification code will be used for all quality control and quality assurance records. 1.2.3.2 FIELD PANEL PLACEMENT 1.2.3.2.1 Location City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill The CQA Monitor will verify that field panels are installed at the location indicated in the Geosynthetics Installer's layout plan, as approved or modified in Section 4.3. 1.2.3.2.2 Installation Schedule The CQA Monitor will evaluate every change in the schedule proposed by the Geosynthetics Installer and advise the CQA Manager on the acceptability of that change. The CQA Monitor will verify that the condition of the supporting soil has not changed detrimentally during installation. The CQA Monitor will record the identification code, location, and date of installation of each field panel. 1.2.3.2.3 Placement of Geomembrane The CQA Monitor will verify that project specification related restrictions on placement of geomembrane are fulfilled. Additionally, the CQA Monitor will verify that the supporting soil has not been damaged by weather conditions. The CQA Monitor will inform the CQA Manager if the above conditions are not fulfilled. 1.2.3.2.4 Damage The CQA Monitor will visually observe each panel, after placement and prior to seaming, for damage. The CQA Monitor will advise the CQA Manager which panels, or portion of panels, should be rejected, repaired, or accepted. Damaged panels or portions of damaged panels which have been rejected will be marked and their removal from the work area recorded by the CQA Monitor. Repairs will be made according to procedures described in the project specifications. At a minimum, the CQA Monitor 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. 1.2.4 Field Seaming 1.2.4.1 SEAM LAYOUT The Geosynthetics Installer will provide the CQA Monitor with a seam layout drawing, i.e., a drawing of the facility to be lined showing all expected seams. The CQA Monitor 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 CQA Manager's prior approval. A seam numbering system compatible with the panel numbering system will be agreed upon at the Pre-Installation Meeting (Section 4.3), and/or Preconstruction Meeting (Section 4.1). An on- going written record of the seams and repair areas shall be maintained by the Geosynthetics Installer with weekly review by the CQA Monitor. City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill 1.2.4.2 REQUIREMENTS OF PERSONNEL The Geosynthetics Installer will provide the CQA Monitor with a list of proposed seaming personnel and their experience records. This document will be reviewed by the CQA Manager and the CQA Monitor for compliance with project specifications. 1.2.4.3 SEAMING EQUIPMENT AND PRODUCTS Field seaming processes must comply with project specifications. Proposed alternate processes will be documented and submitted to the CQA Monitor for his approval. Only seaming apparatus which have been specifically approved by make and model will be used. The CQA Monitor will submit all documentation to the CQA Manager for his concurrence. 1.2.4.4 NONDESTRUCTIVE SEAM CONTINUITY TESTING The Geosynthetics Installer will nondestructively test all field seams over their full length using test methods approved by the project specifications. The CQA Monitor shall periodically observe the nondestructive testing to ensure conformance with this CQA Plan and the project specifications. For approximately 10% of the noncomplying tests, the CQA Monitor 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 Geosynthetics 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 Geosynthetics Installer has marked repair areas with the appropriate color-coded marking pencil. 1.2.4.5 DESTRUCTIVE SEAM TESTING Destructive seam tests will be performed by the CQC consultant at locations and a frequency in accordance with the project specifications. Additional destructive seam tests may be required at the CQA Monitor'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. 1.2.4.5.1 Geosynthetics Construction Quality Assurance Laboratory Testing Destructive test samples will be packaged and shipped by the CQA Monitor in a manner that will not damage the test sample. The CQA Manager will be responsible for storing the archive samples. These procedures will be fully outlined at the Pre-Installation Meeting (Section 4.3). Test samples will be tested by the Geosynthetics CQA Laboratory. Conformance testing will include seam strength and peel adhesion (ASTM D638 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 Monitor for observation. City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill The Geosynthetics CQA Laboratory will provide preliminary test results no more than 24 hours after they receive the samples. The CQA Monitor will review laboratory test results as soon as they become available. 1.2.4.5.2 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. 1.2.5 Defects and Repairs All seams 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 which fails the nondestructive testing will be marked by the CQC Consultant and repaired by the Geosynthetics Installer. Repair procedures will be in accordance with project specifications or procedures agreed to by the CQA Manager in the preconstruction meeting. The CQA Monitor will observe all repair procedures and advise the CQA Manager of any problems. 1.2.6 Backfilling of Anchor Trench Anchor trenches will be will be backfilled and compacted as outlined in the project specifications. The CQA Monitor will review the backfilling operation and advise the CQA Manager and Design Engineer of any problems. 1.2.7 Liner System Acceptance The Geosynthetics Installer and the Geosynthetics Manufacturers will retain all ownership and responsibility for the geosynthetics in the landfill cell 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; CQC Consultant provides the CQA Monitor and CQA Manager with a final copy of the nondestructive test documentation, repair information, and as-built drawings. CQA Monitor furnishes the CQA Manager with certification that the geomembrane was installed in accordance with the Geosynthetic Manufacturer's recommendations as well as the project plans and specifications; all documentation of installation is completed including the CQA Monitor's final report; and certification by the CQA Manager, including record drawing(s), sealed by a professional engineer registered South Carolina. The CQA Monitor 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 CQA Manager. City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill 1.2.8 Materials in Contact with Geomembranes The quality assurance procedures indicated in this subsection are intended to assure that the installation of these materials does not damage the geomembrane. 1.2.8.1 SOILS Prior to placement, the CQA Monitor will visually confirm that all soil materials to be placed against the geomembrane comply with project specifications. The Geosynthetics Installer will provide the CQA Monitor a written surface acceptance certificate. All soil materials shall be placed and compacted in accordance with project specifications. 1.2.8.2 SUMPS AND APPURTENANCES The CQA Monitor 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; the geomembrane has not been visibly damaged while making connections to appurtenances; the installation of the geomembrane shall be exercised so as not to damage sumps; and the CQA Monitor will inform the CQA Manager if the above conditions are not fulfilled. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 3 – Geomembrane CQA Plan This page intentionally left blank. Closure Plan Hanes Mill Road Landfill Winston-Salem City/County Utilities Commission Winston-Salem, North Carolina May 2017 This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Contents i Contents 1.0 Cap System Background ................................................................................................. 1 2.0 Cap System Design ......................................................................................................... 1 3.0 Final Contour Requirements ............................................................................................ 2 4.0 Cap System Material Requirements ................................................................................ 2 5.0 Surface Water Control Measures..................................................................................... 3 6.0 Permanent Erosion Control Measures ............................................................................. 3 7.0 Settlement Subsidence and Displacement ...................................................................... 3 8.0 Leachate Control ............................................................................................................. 3 9.0 Gas Collection/Venting System ....................................................................................... 4 10.0 Schedule for Closure ....................................................................................................... 4 11.0 Notice of Closure and Date of Final Waste Acceptance ................................................... 4 12.0 Implementation of Closure Plan ....................................................................................... 4 13.0 Closure Verification ......................................................................................................... 4 Tables Table 1 Cap System Requirements - Phases 1 & 2 ................................................................... 2 Appendices Appendix 1 – Pilot Study Approval Letter Appendix 2 – LLDPE Specification Appendix 3 – Geomembrane CQA Plan This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Cap System Background 1 1.0 Cap System Background In compliance with the NCDEQ Solid Waste Management Rules, the landfill expansion will place a final cap system over all waste placed in the proposed expansion. The layers of the cap system will be designed and constructed in accordance with Rule .1627 (c)(3), to minimize infiltration and erosion. It is estimated that the total landfill volume at completion will be 13,700,000 cubic yards for the 102+/- acres foot print; the 102 acres reflects the maximum area available based on the Site Plan. The current design waste footprint is 90+/- acres with an estimated 12,200,00 cubic yards at completion. The maximum area requiring a cap at any one time shall be 65 acres. On October 24, 2016 the Hanes Mill Road Landfill received conceptual approval from the NCDEQ to proceed with a Pilot Study to demonstrate the effectiveness of two types of exposed geomembranes for final cover. See Appendix 1 for this approval. This Pilot Study will consist of approximately 9 acres near the south side of Phase 1, Cell 1. The results of this study are expected to affect the final cover design of the remainder of the Expansion. 2.0 Cap System Design The desired cap system design may change as new technologies develop. The cap system designed will be checked prior to closure, revised and permitted as appropriate. Compacted soil liners will be incorporated in the cap system design to provide protection throughout the 30-year post-closure period and beyond. The regulatory prescriptive system consists of four layers (bottom up); the compacted soil liner; a geomembrane; a drainage layer (possibly a geonet layer or more appropriate layer); and the erosion layer. The geomembrane and compacted soil liner form a composite barrier designed to reduce infiltration into the landfill expansion, thus minimizing leachate and the potential for groundwater contamination. The erosion layer is designed to protect the composite barrier. The expansion landfill may use on-site or off-site borrow material for the compacted soil layer. The compacted soil layer will consist of no less than 18 inches of soil having permeability equal to or less than 1 x 10-5 cm/sec. In order to assure that the material meets the permeability criteria, the soil will be tested prior to use and after placement. Testing requirements will be outlined in the final closure plan. It is anticipated that the upper 6 inches of the intermediate cover will be suitable for compaction and incorporation into the compacted soil layer. Construction methods for the compacted soil liner shall be based upon the type and quality of the borrow source and shall be verified in the field by constructing test pad(s). A professional engineer shall certify that the compacted soil liner installation conforms with the plans approved by the NCDEQ Division of Waste Management. While NCDEQ rules require that the erosion layer shall consist of no less than 6 inches of earthen material capable of sustaining native plant growth, it is anticipated that the erosion layer for closure of the expansion landfill will consist of 12 inches of suitable on-site borrow material. That 12-inch layer will then be covered with a 6-inch topsoil layer. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Final Contour Requirements 2 The materials of the erosion layer will be selected considering: soil type, nutrient levels, pH, erodibility, sideslope drainage, and other factors. The vegetation (typically Kentucky Fescue) should be selected based on the following criteria. • Species of grasses which are locally adapted and resistant to drought or temperature extremes. • Having roots which will not disrupt the low permeability layer. • Ability to thrive in low nutrient soil and develop a good stand to resist erosion. • Able to survive and function with little or no maintenance. All cover material will be free of putrescible material, solid waste, vegetation, rocks, construction debris, frozen soil, and other deleterious materials. Seismic and general slope stability analyses have been performed and can be found in the Phase 2 Application to Construct. 3.0 Final Contour Requirements The final contour requirements for closure are shown on the drawings included with the Phase 2 Application to Construct. These contours have been established to reflect all municipal solid waste expected to be received, intermediate cover material (representing an initial total of 12 inches and a final total of 6 inches), and the final cover system (representing a total of 3 feet). 4.0 Cap System Material Requirements Based on the cap design submitted in this amendment, 18 inches of compacted soil placed over the Phase 1 and 2 areas at final closure, 157,000 cubic yards of compacted soil will be required for the first layer of the cap system. A minimum of 105,000 cubic yards will be required for the erosion layer soil. An estimated 52,500 cubic yards of earthen material will be required for the 6 inches of top soil layer. An estimated 2,831,400 square feet of geomembrane will be used in drainage ways and on the top slopes of the completed landfill. The following table summarizes the cap system requirements for Phases 1 and 2 of the landfill expansion area. Table 1 Cap System Requirements - Phases 1 & 2 Material Quantity 18-inch Compacted soil liner 157,000 CY 12-inch Erosion layer soil 105,000 CY 6-inch Top soil layer 52,500 CY Geomembrane 2,831,400 SF Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Surface Water Control Measures 3 5.0 Surface Water Control Measures The landfill expansion area is designed to have top slopes of 8 percent and side slopes of 3H:1V. Final contours have been established to allow the landfill expansion surface water to drain off the final cover while limiting erosion potential and maintaining post settlement slopes greater than 5 percent. Surface water runoff from the top slopes is intercepted by a diversion berm that separates the top slopes from the side slopes and carried off of the cover via down pipes. The side slopes incorporate a system of drainage terraces to limit surface water flow length. The vertical spacing of the side slope terraces is approximately 40 feet. The side slope terraces will drain into the down pipes which, in turn, drain to the perimeter drainage channel. The surface waters will be conveyed by the perimeter drainage channel to one of four sedimentation basins located adjacent to the landfill expansion. The maximum length of sheet flow (~300 ft) will occur on the 8 percent slopes. Drainage terraces will direct flow across the 3H:1V percent slopes into the down pipes and into the sediment basins. 6.0 Permanent Erosion Control Measures The expansion landfill is situated near an intermittent stream at the southern end of the site and adjacent to Grassy Creek. A system of drainage channels and sedimentation basins will be used to protect the intermittent stream and Grassy Creek from sediment laden runoff. The sedimentation basins were designed to control the 25-year storm event and achieve a minimum of 70 percent efficiency in settling a sediment particle with a diameter of 40 microns. The sedimentation basin design calculations may be found in the Application to Construct calculation section. 7.0 Settlement Subsidence and Displacement Landfill compaction methods which include the use of steel-wheeled compaction equipment to spread and compact in layers, combined with an adequate number of passes over each layer of waste, will be utilized to reduce voids and minimize differential settlement. Proper placement of daily, intermediate, and final cover will reduce the moisture content of the waste prior to site closure and further reduce settlement. Final slopes of the landfill expansion have been developed to allow for this anticipated subsidence so that long-term positive drainage of the fill will not be hindered. 8.0 Leachate Control The installation of the final cap system over the fill area will greatly reduce infiltration of surface water and lessen the potential for leachate generation. The landfill expansion area has a comprehensive surface and groundwater monitoring program to detect any potential leachate migration problems. This program, which is discussed in Water Quality Monitoring Plan, will be continued throughout the post-closure care period. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Gas Collection/Venting System 4 9.0 Gas Collection/Venting System An active gas venting system will be installed under the cap to allow movement of gas generated from the completed fill area to the existing gas collection system. The gas collection system will be an extension of the one used at the existing landfill. The collection system is presently maintained by an independent contractor. 10.0 Schedule for Closure The design of the landfill expansion in combination with the maintenance plan should assure a fairly uncomplicated closure period. The closure of the entire unit, or portions thereof, will be completed within 180 days unless an extension has been requested and received due to changes in the anticipated schedule. 11.0 Notice of Closure and Date of Final Waste Acceptance A sign indicating the anticipated date of closure and the date of final waste acceptance will be conspicuously posted at the facility at least 30 days in advance. The landfill may take other steps to notify the public of the planned closure. Prior to beginning closure of the unit or portions thereof, the NCDEQ Department of Solid Waste Management will be notified that a notice of intent to close has been placed in the operating record. 12.0 Implementation of Closure Plan The closure plan will be implemented as soon as possible from the date of final waste acceptance and completed in accordance with state regulations. 13.0 Closure Verification The following procedures will be implemented following closure. • A Construction Quality Assurance (CQA) report shall be submitted to the NCDEQ Division of Waste Management. This report shall describe the observations and tests used before, during, and upon completion of construction to ensure that the construction materials meet the cap design specifications and the construction and certification requirements. The CQA report shall contain as-built drawings. • A signed certification from an independent registered professional engineer verifying that closure has been completed in accordance with the closure plan will be submitted to the NCDEQ Division of Waste Management. • At least one sign notifying all persons of the closing of the phase and that wastes are no longer accepted will be posted. Suitable barriers will be installed as necessary at former accesses to prevent new waste from being deposited. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Closure Verification 5 • Within 90 days, a survey plat, prepared by a professional land surveyor registered by the State, indicating the location and dimensions of landfill disposal areas, will be submitted to the Forsyth County Register of Deeds. A notation shall be recorded on the deed notifying any potential purchaser of the property that the land has been used as a solid waste management unit and that future use is restricted under Rule .1627(c)(8). A copy of the deed notation as recorded shall be filed with the operating record. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Closure Verification 6 This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 1 – Pilot Study Approval Letter 1 Appendix 1 – Pilot Study Approval Letter Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 1 – Pilot Study Approval Letter This page intentionally left blank. This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 2 – LLDPE Specification 2 Appendix 2 – LLDPE Specification Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 1 – Pilot Study Approval Letter This page intentionally left blank. 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 1 SECTION 33 47 16 1 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 2 PART 1 - GENERAL 3 1.1 SUMMARY 4 A. Section Includes: 5 1. Furnishing, installation, quality control, and testing of LLDPE geomembrane liner. 6 B. Related Specification Sections include but are not necessarily limited to: 7 1. Division 00 - Bidding Requirements, Contract Forms, and Conditions of the Contract. 8 2. Division 01 - General Requirements. 9 3. Section 31 23 00 - Earthwork. 10 4. Construction Quality Assurance Plan. 11 1.2 QUALITY STANDARDS 12 A. Referenced Standards: 13 1. ASTM International (ASTM): 14 a. D792, Standard Test Methods for Density and Specific Gravity (Relative Density) of 15 Plastics by Displacement. 16 b. D1004, Standard Test Method for Tear Resistance (Graves Tear) of Plastic Film and 17 Sheeting. 18 c. D1238 Standard Test Method for Flow Rates of Thermoplastics by Extrusion 19 Plastometer. 20 d. D1505, Standard Test Method for Density of Plastics by the Density-Gradient 21 Technique. 22 e. D1603, Standard Test Method for Carbon Black in Olefin Plastics. 23 f. D3895, Standard Test Method for Oxidative-Induction Time of Polyolefins by 24 Differential Scanning Calorimetry. 25 g. D4218, Standard Test Method for Determination of Carbon Black Content in 26 Polyethylene Compounds by the Muffle-Furnace Technique. 27 h. D4437, Standard Practice for Non-destructive Testing (NDT) for Determining the 28 Integrity of Seams Used in Joining Flexible Polymeric Sheet Geomembranes. 29 i. D4833, Standard Test Method for Index Puncture Resistance of Geomembranes and 30 Related Products. 31 j. D5199 Test Method for Measuring Nominal Thickness of Geotextiles and 32 Geomembranes. 33 k. D5397, Standard Test Method for Evaluation of Stress Crack Resistance of Polyolefin 34 Geomembranes Using Notched Constant Tensile Load Test. 35 l. D5596, Standard Test Method for Microscopic Evaluation of the Dispersion of Carbon 36 Black in Polyolefin Geosynthetics. 37 m. D5641, Standard Practice for Geomembrane Seam Evaluation by Vacuum Chamber. 38 n. D5721, Standard Practice for Air-Oven Aging of Polyolefin Geomembranes. 39 o. D5820, Standard Practice for Pressurized Air Channel Evaluation of Dual Seamed 40 Geomembranes. 41 p. D5885, Standard Test Method for Oxidative Induction Time of Polyolefin 42 Geosynthetics by High-Pressure Differential Scanning Calorimetry. 43 q. D5994, Standard Test Method for Measuring Core Thickness of Textured 44 Geomembranes. 45 r. D6241 Standard Test Method for Static Puncture Strength of Geotextiles and 46 Geotextile-Related Products Using a 50-mm Probe. 47 s. D6392 Standard Test Method for Determining the Integrity of Nonreinforced 48 Geomembrane Seams Produced Using Thermo-Fusion Methods. 49 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 2 t. D6693 Standard Test Method for Determining Tensile Properties of Nonreinforced 1 Polyethylene and Nonreinforced Flexible Polypropylene Geomembranes. 2 u. D7238 Standard Test Method for Effect of Exposure of Unreinforced Polyolefin 3 Geomembrane. 4 v. D7466 Standard Test Method for Measuring the Asperity Height of Textured 5 Geomembrane. 6 2. Environmental Protection Agency (EPA): 7 a. 530/SW-91/051, Inspection Techniques for the Fabrication of Geomembrane Field 8 Seams, May 1991. 9 b. 600/R-93/182, Quality Assurance and Quality Control for Waste Containment 10 Facilities, September 1993. 11 3. Geosynthetic Research Institute (GRI): 12 a. GM 6 Pressurized Air Channel Test for Dual Seam Geomembranes. 13 b. GM 10 Specification for the Stress Crack Resistance of Geomembrane Sheet. 14 c. GM 14 Selecting Variable Intervals for Taking Geomembrane Destructive Seam 15 Samples Using the Method of Attributes 16 d. GM 17 Test Methods, Properties and Testing Frequency for Linear Low Density 17 Polyethylene (LLDPE) Smooth and Textured Geomembranes. 18 e. GM 19 Seam Strength and Related Properties of Thermally Bonded Polyolefin 19 Geomembranes 20 f. GM 20 Selecting Variable Intervals for Taking Geomembrane Destructive Seam 21 Samples Using Control Charts 22 B. Quality Assurance: 23 1. The Owner or Engineer's representative will conduct independent testing to support 24 construction quality assurance program and to provide documentation of such to appropriate 25 regulatory agencies. 26 a. Facilitate and provide opportunities as required. 27 2. Unless specifically superseded by these Contract Documents or approved plans submitted 28 by the Contractor, the geosynthetic materials shall be manufactured, stored, placed, seamed, 29 tested and protected as described in EPA 600/R-93/182 and EPA 530/SW-91/051. 30 a. This specifically includes: 31 1) Material Composition. 32 2) Manufacturing. 33 3) Handling and Packaging. 34 4) Shipment. 35 5) Storage (Manufacturer and Site). 36 6) Placement: 37 a) Seaming and Joining. 38 b) Destructive and Nondestructive Testing. 39 c) Protection, Backfilling and Covering. 40 7) Conformance Testing. 41 8) Anchoring and Anchor Trenches. 42 9) Access Roads/Ramps. 43 C. Qualifications: 44 1. Each manufacturing and fabrication firm shall demonstrate five (5) years continuous 45 experience with a minimum of 10,000,000 SF of LLDPE geomembrane. 46 2. Installer: 47 a. Demonstrate five (5) years continuous experience with a minimum 10,000,000 SF of 48 LLDPE geomembranes. 49 b. Trained and certified by at least one (1) of the named manufacturers in this 50 Specification (not necessarily the manufacturer supplying materials for this Project). 51 3. Inspectors: 52 a. Demonstrate three (3) years continuous experience in similar geosynthetic materials 53 installation. 54 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 3 b. Be an employee of an authorized representative for the Manufacturer and shall remain 1 on the project throughout the entire construction and covering of the LLDPE 2 membrane. 3 4. Independent Testing Laboratory shall demonstrate three (3) years of recent continuous 4 experience in similar geosynthetic materials testing. 5 D. Certifications: 6 1. Certifications are required for various aspects of the project related to the LLDPE 7 geomembrane. 8 a. Unless alternately approved, the certificates provided at the end of this Specification 9 Section shall be used and no alterations, additions, deletions, or exception shall be made 10 to the specified language. 11 E. CQA Plan Implementation: Construction Quality Assurance (CQA) for the LLDPE 12 geomembrane installation will be performed for the Owner in accordance with the CQA Plan 13 prepared for this project. The Contractor, CQC Consultant and Geomembrane Installer, 14 however, should familiarize themselves with the CQA Plan and are responsible for providing 15 reasonable notice of and access to work elements that the CQA firm is required by the CQA 16 Plan to overview. 17 1.3 DEFINITIONS 18 A. Manufacturer: 19 1. Organization producing geomembrane sheets from resin and additives. 20 B. Installer: 21 1. The Installer is the organization actually performing the hands-on work in the field. 22 C. Inspector: 23 1. Inspectors of LLDPE geomembrane are the individuals responsible for observing field 24 installation of the geosynthetic materials and providing the Manufacturer, Fabricator, 25 Installer and Owner with verbal and written documentation of the compliance of the 26 installation with this specification and with written procedures manuals prepared by the 27 Manufacturer or Installer. 28 D. Independent Testing Laboratory: 29 1. The firm hired by the Contractor to perform destructive testing of the LLDPE 30 geomembrane. 31 2. Firm shall be acceptable to Engineer and Owner. 32 1.4 SUBMITTALS 33 A. See Specification Section 01 33 00 for requirements for the mechanics and administration of the 34 submittal process. 35 B. Shop Drawings: 36 a. Product Information 37 1) Product manufacturer’s: name, plant location and date of manufacture. 38 2) Product properties 39 3) 40 b. Qualifications and experience of key personnel involved in installation and inspection 41 of the geosynthetic 42 c. Geomembrane panel layout plan with proposed size, number, position, sequencing of 43 panels and showing the location of all field or factory joints. 44 1) Proposed details for connecting the geosynthetic materials to appurtenances. 45 2) Proposed methods of welding, seaming or jointing geosynthetic materials. 46 3) Proposed method and sequencing for placement of drainage layer on top of the 47 geomembrane liner. 48 4) Proposed method of testing geomembrane and other geosynthetic materials, joints 49 and connections at appurtenances for continuity. 50 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 4 5) Location and configuration of haul roads and access points. 1 6) Proposed details for anchor trench if different than included in Contract 2 Documents. 3 C. Informational Submittals: 4 1. Manufacturer/Fabricator/Installer quality control program. 5 2. Test results: 6 a. Resin test, tests of sheet material and factory seam tests at frequency specified in 7 respective quality control manuals. 8 1) Results shall include or bracket the rolls delivered for use in the Work. 9 b. Daily test seam results. 10 c. Daily results of production seam testing. 11 3. Certifications: 12 a. Manufacturer's certification that raw materials and sheet materials comply with required 13 materials, mil thickness, and material properties. 14 1) Original certificates are required. 15 b. The subgrade has been properly prepared and acceptable for the placement of the 16 geomembrane. 17 c. The geomembrane was installed in accordance with this Specification and with 18 approved Shop Drawings. 19 d. The geomembrane joints were inspected, tested for strength and continuity, and passed 20 all inspections and tests. 21 1) All test and inspection data shall be incorporated into this certification. 22 e. The drainage layer, geotextiles and protective soil cover layer on top of the 23 geomembrane liner was placed properly and carefully. 24 1.5 DELIVERY, STORAGE, AND HANDLING 25 A. Unused or stockpiled geomembrane shall be stored in accordance with the manufacturer's 26 recommendations. 27 B. Label each roll with the manufacturer's name, type, lot number, roll number, and roll dimensions 28 (length, width, gross weight). 29 1. Geomembrane damaged as a result of storage or handling shall be repaired or replaced, as 30 directed. 31 2. Geomembrane shall not be exposed to temperatures in excess of 60 DegC (140 DegF) or 32 less if recommended by the Manufacturer. 33 C. No hooks, tongs or other sharp instruments shall be used for handling the geomembrane. 34 1. Rolls shall not be lifted by use of cables or chains in contact with the geomembrane. 35 2. Geomembrane shall not be dragged along the ground. 36 1.6 PROJECT/SITE CONDITIONS 37 A. When the weather is of such a nature as to endanger the integrity and quality of the installation 38 whether this is due to rain, high winds, cold temperatures, or other weather elements, the 39 installation shall be halted until the weather conditions are satisfactory. 40 B. The Contractor shall ensure that adequate dust control methods are in effect to prevent the 41 unnecessary accumulation of dust and dirt on surfaces which hamper efficient field seaming. 42 C. Maintain surface water drainage diversions around the work area and provide for the disposal of 43 water which may collect in the work area directly from precipitation falling within the area or 44 from inadequate diversion structures or practices. 45 D. Vehicles, other than those specifically approved, will not be allowed on geomembrane unless at 46 least 24 inches of protective soil cover has been placed. 47 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 5 PART 2 - PRODUCTS 1 2.1 ACCEPTABLE MANUFACTURERS 2 A. Subject to compliance with the Contract Documents, the following manufacturers are 3 acceptable: 4 1. LLDPE Geomembrane liners: 5 a. Agru/America, Inc., 500 Garrison Road, Georgetown, SC 29440. 6 b. GSE Environmental, Inc., 19103 Gundle Road, Houston, Texas 77073. 7 c. Poly-Flex, Inc., 2000 West Marshall Drive, Grand Prairie, Texas 75051. 8 d. Raven Industries, 205 E. 6th Street, Sioux Falls, SD, 37104 9 2.2 MATERIALS 10 A. LLDPE Geomembrane: 11 1. Consist of unreinforced polyethylene. 12 a. Surface: textured on both sides. 13 b. Manufactured from virgin, first quality resin designed and formulated specifically for 14 liquid containment in hydraulic structures. 15 c. Reclaimed polymer shall not be added to the resin; except use of polymer recycled 16 during the manufacturing process shall be allowed provided that recycled polymer shall 17 be clean and shall not exceed 2 percent by weight. 18 d. No additives or fillers may be added to the resin prior to or during manufacture of the 19 LLDPE geomembrane. 20 2. Manufactured to be free of holes, blisters, undispersed raw materials, or any sign of 21 contamination by foreign matter. 22 a. Any such defects shall be cause for rejection of the material. 23 b. Minor defects may be repaired in accordance with Manufacturer's recommendations if 24 approved by the Engineer. 25 3. Manufactured as seamless rolls or as prefabricated panels. 26 a. Minimum width of 22 FT as delivered to the site. 27 b. All factory seams shall be inspected and tested for strength and continuity prior to 28 delivery to the site. 29 4. LLDPE geomembrane shall possess properties which meet or exceed the following 30 minimum requirements per GM17: 31 PROPERTY TEST METHOD TEST VALUE a. Sheet Thickness, Mils • Minimum Average • Lowest Individual 8 of 10 • Lowest Individual 10 of 10 ASTM D5994 40 nominal nominal - 5% nominal - 10% nominal - 15% b. Asperity height, Minimum average ASTM D7466 16 mil c. Sheet Density (g/cc) ASTM D792 or D1505 < 0.939 d. Minimum Tensile Properties • Strength at Break • Elongation at Break ASTM D6693 Type IV 60 ppi 250% e. Min. Tear Resistance Initiation ASTM D1004, Die C 22 lbs f. Carbon Black ASTM D4218 2.0-3.0% 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 6 g. Carbon Black Dispersion • 10 of 10 ASTM D5596 Category 1 or 2 h. Puncture Resistance, Minimum Average ASTM D4833 44 lbs i. Oxidative Induction Time, (1) Standard OIT (min. ave.) ASTM D3895 100 min. or (2) High Pressure OIT (min. ave.) ASTM D5885 400 min. j. Oven Aging at 85 DegC % retained after 90 days ASTM D5721 (1) Standard OIT (min. ave.) ASTM D3895 35 % or (2) High Pressure OIT (min. ave.) ASTM D5885 60 % k. UV Resistance High Pressure OIT (min. ave.) % retained after 1600 hrs ASTM D7238 ASTM D5885 35% 2.3 EQUIPMENT AND ACCESSORIES 1 A. Welding and Seaming Equipment: 2 1. Equipped with gages showing temperatures at the nozzle (extrusion welder) or at the wedge 3 (wedge welder). 4 2. Maintained in adequate numbers to avoid delaying work. 5 3. Supplied by a power source capable of providing constant voltage under a combined-line 6 load. 7 4. Electric generator shall not be placed on the LLDPE geomembrane. 8 B. Field Tensiometer: 9 1. For on-site shear and peel testing of LLDPE geomembrane seams. 10 a. Tensiometer shall be in good working order. 11 b. Built to ASTM specifications. 12 c. Accompanied by evidence of calibration of equipment and gages within the past six (6) 13 months. 14 d. Motor driven. 15 e. Jaws capable of traveling a measure rate of 2 IN per minute. 16 f. Equipped with a gauge that measures the force in unit pounds exerted between the jaws. 17 g. Digital readout. 18 C. Punch Press: 19 1. Provide a punch press for the onsite preparation of specimens for testing. 20 2. Capable of cutting specimens in accordance with ASTM D4437. 21 D. Vacuum Box: 22 1. Provide a vacuum box for onsite testing of LLDPE geomembrane seams in accordance with 23 ASTM D5641. 24 2. holding a minimum vacuum of 5 psi 25 E. Equipment necessary to perform "Pressurized Air Channel Evaluation of Dual Seamed 26 Geomembranes" in accordance with ASTM D5820 and GM 6. 27 F. Gages: 28 1. Calibrated within past six (6) months. 29 2. Specified test values reading near mid-range of the gage scale. 30 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 7 2.4 FABRICATION 1 A. Produce geomembrane sheet which complies with this Specification Section. 2 B. Provide resin and additive quality control: 3 1. Test raw resin and additives to ensure compliance with the Manufacturer's specifications 4 and with this Specification Section. 5 2. Test sheet material to ensure compliance with Manufacturer's specification and this 6 Specification Section. 7 3. Provide certification of the raw materials and finished sheet demonstrating compliance with 8 this Specification Section. 9 4. Provide certification of Fabricator's and Installer's training (unless Installer is certified by 10 other acceptable manufacturer list herein), experience and methods for welding, seaming, 11 jointing and inspecting geosynthetic materials installations in compliance with 12 Manufacturer's standards and with Quality Assurance requirements of this Specification 13 Section. 14 C. Fabricated Specials: 15 1. Subject to same level of manufacturer's quality control. 16 2. Fabricated from project rolls. 17 a. Provide traceability of resin and roll stock. 18 2.5 INTERFACE FRICTION TESTS 19 A. Interface Friction Tests 20 1. Test both materials using ASTM D 5321. Section 01060-Specail Conditions, paragraph 2.1, 21 outlines the conditions under which this material shall be tested. 22 2. This material is part of a system. The system shall meet the requirements before the 23 component material can be deemed acceptable. 24 3. The cost associated with testing shall be included in the bid price for each material. Any 25 retesting or other additional testing required to meet the Specification shall be at no 26 additional cost to the Owner. 27 PART 3 - EXECUTION 28 3.1 GEOSYNTHETIC CONSTRUCTION 29 A. Geomembrane Subgrade: 30 1. Protect subgrade at all times from damage until such time as the placement of LLDPE 31 geomembrane and other components of the system are complete. 32 2. The subgrade shall be prepared in a manner consistent with proper subgrade preparation 33 techniques for the installation of LLDPE Geomembrane. 34 a. The subgrade shall be properly compacted so as not to settle and cause excessive strains 35 in the LLDPE Geomembrane or other synthetic materials. 36 b. Prior to installation, ensure a surface free of debris, roots, or angular stones larger than 37 1/2 IN. 38 c. In addition, ensure that the subgrade has been rolled to provide a uniform surface. 39 d. During installation, ensure that rutting or raveling is not caused by installation 40 equipment or weathering. 41 B. Anchor Trenches: 42 1. Geosynthetic materials placed on slopes shall be anchored into trenches as detailed on the 43 Contract Drawings. 44 2. Excavation, backfill and compaction shall be in accordance with Specification Section 31 23 45 00. 46 C. LLDPE Geomembrane: 47 1. General: 48 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 8 a. Installer of LLDPE geomembranes is responsible for handling, fitting, welding, 1 seaming, jointing and testing of geosynthetic materials sheets or blankets in the field. 2 b. These responsibilities include but are not limited to: 3 1) Acceptance (in writing) of the geosynthetic materials sheets or blankets from the 4 transporter. 5 2) Acceptance (in writing) of the soil or geosynthetic clay liner subgrade which will 6 serve as a base for the LLDPE geomembrane. 7 a) This acceptance shall precede installation of the LLDPE geomembrane. 8 b) Shall state that the Installer has inspected the surface, and reviewed the 9 Specifications for material and placement, and finds all conditions acceptable 10 for placement of LLDPE geomembrane. 11 c) Shall explicitly state any and all exceptions to acceptance. 12 3) Handling, welding, seaming, jointing, testing and repair of LLDPE geomembrane 13 and other geosynthetic materials in compliance with this Specification and with 14 written procedures manuals prepared by the Manufacturer or Fabricator. 15 a) Manual shall be submitted to the Engineer together with Shop Drawings 16 showing the layout of LLDPE geomembrane within the facility. 17 (1) Do not deviate from the procedures included in the manual. 18 b) LLDPE Geomembrane shall not be placed upon frozen foundation, standing 19 water or other conditions which will result in deterioration of the foundation. 20 c) LLDPE Geomembrane materials shall be laid out according to plans 21 previously approved by the Engineer. 22 d) Adjacent rolls of LLDPE geomembrane shall overlap a minimum of 3 IN, 23 provided that greater overlap may be required to allow seaming in accordance 24 with the Manufacturer's instructions. 25 4) Repair or replacement of defects in the geosynthetic materials as required by the 26 Inspector or the Owner. 27 5) Installer and Manufacturer may be the same firm. 28 2. Panel deployment: 29 a. Only those panel/sheets that can be seamed in one (1) day shall be deployed. 30 b. Place panels with minimal handling. 31 1) Orient sheets to eliminate or minimize number of horizontal seams on side slopes. 32 2) Protect panels from tear, puncture or abrasion. 33 3) No seams will be permitted in a leachate collection trench. 34 c. Equipment used to deploy the geomembrane shall not rut the recompacted clay liner, or 35 damage the Geosynthetic Clay Liner. 36 1) A rut is defined as a 1/4 IN depression over a 10 FT straight-edged length. 37 d. No vehicular traffic is permitted on unprotected LLDPE geomembrane. 38 e. Personnel walking on the geosynthetic shall not engage in activities or wear types of 39 shoes that could damage the geosynthetic. 40 f. Smoking shall not be permitted while working on the geomembrane. 41 g. Minimize foot traffic. 42 1) Do not allow personnel access to wet or slippery liners without adequate safety 43 precautions. 44 h. Ballast with sandbags to prevent wind uplift as recommended by Manufacturer and 45 Fabricator and based on local climatic conditions. 46 1) Remove and replace all wind damaged panels at no additional cost to Owner. 47 2) If wind causes panels to be displaced, displaced panel may not be reused. 48 i. Install LLDPE geomembrane in stress free, tension free and relaxed condition. 49 1) Account for temperature and weather-related impacts when deploying and 50 covering. 51 2) Stretching to fit and folding are not permitted. 52 j. Do not allow LLDPE geomembrane to bubble, fold, or create ripples as a result of 53 deployment of drainage layer or protective soil cover placement. 54 k. Any panel exhibiting stretching caused by placement, covering techniques, or wind 55 shall be removed and may not be incorporated in the final construction. 56 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 9 l. Field seaming: 1 1) Field seaming shall be done in accordance with seaming recommendations 2 furnished by the geomembrane Manufacturer and referenced EPA documents. 3 2) Each piece of seaming equipment and each operator shall perform demonstration 4 seams at the start of a shift, whenever equipment is switched on or seaming is 5 interrupted for more than ten minutes, and at other times at the discretion of the 6 Installer and Inspector. 7 3) Demonstration seams shall use the same seaming materials and methods to be used 8 in the actual construction. 9 4) Surfaces to be seamed shall be clean and dry at the time of seaming. 10 a) Precipitation and ponding of water on the LLDPE geomembrane shall cause 11 termination of seaming operations. 12 b) LLDPE geomembrane shall not be seamed when ambient temperatures are 13 below 41 DegF or above 104 DegF, without written consent of LLDPE 14 geomembrane Manufacturer or Fabricator, and Engineer. 15 5) LLDPE geomembrane sheets shall be seamed continuously without fishmouths or 16 breaks in the seam. 17 a) Where fishmouths are unavoidable, the sheet shall be slit to a point such that 18 the sheet lies flat and with no remaining wrinkle. 19 b) The two (2) edges of the slit shall be seamed together provided that the overlap 20 for this seam shall be a minimum of 3 IN. 21 c) Areas of the slit which do not achieve an overlap of 3 IN, including the 22 terminus of the slit, shall be provided with a patch as discussed below. 23 6) All LLDPE geomembranes shall be seamed by thermal fusion methods as 24 recommended by the LLDPE geomembrane Manufacturer. 25 a) LLDPE geomembrane seaming shall be double wedge weld unless otherwise 26 approved or prohibited by construction. 27 7) Manufacturer's or Fabricator's seaming instructions shall specifically address 28 subgrade preparation, seaming materials, temporary and permanent jointing, 29 seaming temperatures including temperatures for seaming materials, seam finishing 30 and curing. 31 8) A copy of Manufacturer's or Fabricator's seaming instructions shall be available on 32 site at all times and shall not be deviated from without written approval of the 33 Manufacturer and Engineer. 34 9) All panels/sheets should be overlapped a minimum of 3 IN. 35 a) If horizontal seams are required on side slopes, the upper panel should be 36 lapped over the lower panel. 37 10) Seaming shall not be conducted in the presence of standing water and/or soft 38 subgrades. 39 a) The seamed area shall be cleaned of dust, dirt and foreign material prior to and 40 during the seaming operation. 41 11) Seaming shall extend to the outside edge of panels/sheets to be placed in anchor 42 and/or drainage trenches. 43 12) Tack welds shall conform with manufacturers seaming techniques and shall not 44 damage underlying membrane. 45 m. Patching: 46 1) Defects in and damage to LLDPE geomembrane sheets shall be repaired by 47 seaming a patch over the defect. 48 n. The patch material shall consist of an undamaged piece of LLDPE geomembrane cut to 49 provide a minimum of 3 IN of overlap in all directions from the defect. 50 a) Round corners shall be utilized on all patches. 51 (1) No bead or spot patching will be accepted. 52 b) Torn or permanently twisted LLDPE geomembrane shall be replaced at no 53 expense to the Owner. 54 2) Test all patch seams using one (1) of the following nondestructive tests: Vacuum 55 tests; spark tests; or ultrasonic tests. 56 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 10 a) Test patch seams destructively at a frequency of ten percent or a minimum of 1 one (1) test per seaming personnel per day. 2 b) This destructive testing may be accomplished using demonstration seams 3 performed adjacent to the liner installation. 4 3.2 FIELD QUALITY CONTROL 5 A. Inspector shall not be a part of the installation program and shall not serve as a substitute for 6 performing the duties or certification required of the Fabricator and Installer. 7 1. Inspectors responsibilities include, but are not limited to: 8 a. Inspection of the material and the handling and field installation of the geomembranes. 9 1) Inspection of all welds, repairs and quality control test results. 10 b. All exceptions to material or installation shall be documented and furnished to the 11 Engineer in writing within 48 HRS of discovery. 12 c. Inspection and Certification of LLDPE geomembrane integrity until completion of 13 placement of protective soil cover. 14 B. Trial Seam Testing: 15 1. Trial seams shall be made each half-day prior to production seaming. 16 a. The location of trial seam shall be in an area proposed for the day's production seaming. 17 b. Equipment, methods and personnel shall be the same as proposed for the day's seaming. 18 2. Samples shall be tested in accordance with ASTM D413 and ASTM D882. 19 a. To be acceptable, two (2) of two (2) replicate test specimens must meet specified seam 20 strength requirements and failures shall be Film Tear Bond. 21 b. If the field tests fail to meet these requirements, the entire operation shall be repeated. 22 c. If the additional test seams fail, the seaming apparatus or seamer shall not be accepted 23 or used for seaming until the deficiencies are corrected and two (2) consecutive 24 successful test seams are achieved. 25 C. Nondestructive Seam Testing: 26 1. All field seams shall be nondestructively tested over their full length. 27 a. Seam testing shall be performed as the seaming work progresses, not at the completion 28 of field seaming. 29 b. All testing shall be documented. 30 1) Any seams which fail shall be repaired and documented. 31 2. Nondestructively test all field seams continuously using one (1) of the following 32 nondestructive seam tests: Vacuum box; ultrasonic tests; spark tests; and pressurized air 33 channel test. 34 a. Vacuum testing shall conform to the following procedure: Brush soapy solution on 35 geomembrane. Place vacuum box over the wetted seam area. Ensure that a leak-tight 36 seal is created. Apply a pressure of approximately five (5) psi. Examine the 37 geomembrane through the viewing window for the presence of soap bubbles for not less 38 than 15 seconds. All areas where soap bubbles appear shall be marked and repaired as 39 described in this Section. 40 b. Air Pressure Testing (for double seam with an enclosed space) shall conform to GRI 41 GM6 requirements. Seams shall be pressurized to 20 psig and held for 5 minutes with 42 no more than 4 psig loss. Seams with more than 4 psig loss shall be marked and 43 repaired as described in this Section. 44 D. Destructive Seam Testing: 45 1. Test and evaluate in accordance with GRI Test Method GM19. 46 2. A minimum of one (1) destructive test per 500 LF of seam, and as many other samples as 47 Engineer determines appropriate, shall be obtained at locations specified by the Engineer. 48 a. Sample locations shall not be identified prior to seaming. 49 b. The samples shall be a minimum of 12 IN wide by 48 IN long with the seam centered 50 lengthwise. 51 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 11 c. Each sample shall be cut into three (3) equal pieces with one (1) piece retained by the 1 Installer, one (1) piece given to an Independent Testing Laboratory, and the remaining 2 piece given to the Engineer for quality assurance testing and/or permanent record. 3 d. Each sample shall be numbered and recorded on the final panel layout record drawing, 4 and cross-referenced to a field log which identifies: 5 1) Panel/sheet number. 6 2) Seam number. 7 3) Top sheet. 8 4) Date and time cut. 9 5) Ambient temperature. 10 6) Seaming unit designation. 11 7) Name of seamer. 12 8) Seaming apparatus temperature and pressures (where applicable). 13 3. A minimum of four (4) 1 IN wide replicate specimens shall be cut from the Installer's 14 sample. 15 a. A minimum of two (2) specimens shall be tested for shear strength and two (2) for peel 16 adhesion using an approved field quantitative tensiometer. 17 1) Jaw separation speed shall be 2 IN per minute. 18 b. To be acceptable, all replicate test specimens must meet the specified seam strength 19 requirements and fail as Film Tear Bond. 20 c. If the field tests pass, five (5) specimens shall be tested at the Independent Testing 21 Laboratory for shear strength and five (5) for peel adhesion in accordance with 22 ASTM D4437. 23 d. To be acceptable, four (4) out of five (5) replicate test specimens must meet the 24 specified seam strength requirements and fail as Film Tear Bond. 25 4. The minimum required seam strengths: 26 27 DESCRIPTION TEST METHOD VALVE (LBS/IN WIDTH) Peel ASTM D6392 52 Shear ASTM D6392 80 28 5. If the field or laboratory tests fail, the seam shall be repaired in accordance with the 29 Manufacturer's Quality Control manual. 30 a. In addition, all destructive seam sample holes shall be repaired the same day as cut. 31 b. Certified test results on all field seams shall be submitted to and approved by the 32 Engineer prior to acceptance of the seam. 33 6. All repaired areas shall be nondestructively tested. 34 7. Destructive testing shall be performed by a Testing Laboratory employed by the Contractor. 35 a. The Engineer may separately conduct destructive testing for quality assurance. 36 b. If samples tested by Engineer fail, based on above criteria, seam will be classified as 37 failed. 38 8. A map showing the locations, number and type of all patches shall be prepared and provided 39 to the Owner. 40 9. Documentation: The following documentation must be maintained at the project site for 41 review by the Engineer or CQA Consultant: 42 a. Geomembrane Installer's Documentation: 43 1) Daily Log: daily record that summarizes panels deployed, seams completed, seam 44 testing, seam repair, personnel on site, and equipment on site. 45 2) Panel Log: provides geomembrane roll number used and subgrade acceptance for 46 each panel deployed. 47 00162-35279-018 City of Winston-Salem May 2017 Hanes Landfill Expansion Phase 2 Construction Permit Application – May 2017 LINEAR LOW DENSITY POLYETHYLENE (LLDPE) GEOMEMBRANE 33 47 16 - 12 3) Seam Testing Log: provides a complete record of all nondestructive and 1 destructive seam tests performed as part of the Geomembrane Installer's QC 2 program. 3 4) Seam/Panel Repair Log: provides a complete record of all repairs and vacuum box 4 testing of repairs made to defective seams or panels. 5 5) As-Built Drawing: maintain an as-built drawing updated on a weekly basis. 6 b. CQC Consultant's Documentation: 7 1) Daily Log: daily record that summarizes panels deployed, seams completed, CQC 8 seam testing, seam repair, personnel on site, equipment on site, weather 9 conditions, etc. 10 2) CQA/CQC Testing Log: record of all seam destructive tests and material 11 conformance tests performed by the CQC Geosynthetics Laboratory. 12 3) Material Conformance: maintain original conformance certificate(s) from 13 geomembrane manufacturer. 14 4) Subgrade Acceptance Log: maintained originals of subgrade acceptance forms for 15 each panel and signed by the Geomembrane Installer. 16 3.3 GEOMEMBRANE ACCEPTANCE 17 1. The Geomembrane Installer shall retain all Ownership and responsibility for the 18 geomembrane liner system until final acceptance of the Work by the Owner. 19 2. Owner will accept the geosynthetic installation when the installation is finished and all 20 required warranties, test results, and documentation from the Contractor, Manufacturer, 21 Inspector and Installer is received, approved, and verification of the adequacy of all field 22 seams and repairs, including associated testing, is complete. 23 END OF SECTION 24 Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 3 – Geomembrane CQA Plan 3 Appendix 3 – Geomembrane CQA Plan Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 3 – Geomembrane CQA Plan This page intentionally left blank. City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill 1 Geomembrane Liner 1.1 Geomembrane Manufacturer's Certification, and CQA Conformance Testing 1.1.1 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 specifications. Additional testing will be performed by the CQA Monitor for purposes of conformance evaluation. If the results of the geomembrane manufacturer's and the CQA Monitor's testing differ, the testing will be repeated by the CQA Monitor'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. 1.1.1.1 RAW MATERIAL Prior to the installation of any geomembrane material, the geomembrane manufacturer will provide the CQA Monitor and the CQC Consultant 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; and a statement that the percentage of reclaimed polymer added to the resin is in accordance with the project specifications. The CQA Monitor will review these documents and report any discrepancies with the above requirements to the CQA Manager. 1.1.1.2 GEOMEMBRANE MANUFACTURING Prior to the installation, the geomembrane manufacturer will provide the Contractor and the CQA Monitor 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 sampling 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 Monitor will review these documents and verify that: City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill 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 CQA Manager. 1.1.1.3 ROLLS AND SHEETS Prior to shipment, the geomembrane manufacturer will provide the CQA Monitor and the CQC Consultant with a quality control certificate for each roll (HDPE or LLDPE geomembrane) of geomembrane provided. The quality control certificate 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 Design Engineer. The quality control certificate will be bound and included as part of the report required in Section 9.1.1.1. The CQA Monitor 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 it; 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 CQA Manager. 1.2 Geomembrane Installation 1.2.1 Transportation, Handling and Storage 1.2.1.1 TRANSPORTATION AND HANDLING The CQA Monitor will verify that: handling equipment used on the site is adequate, meets manufacturer’s recommendations, and does not pose any risk of damage to the geomembrane; and the Geosynthetics Installer's personnel handle the geomembranes with care. Upon delivery at the site, the CQA Monitor will conduct a surface observation of all rolls and sheets for defects and damage. This examination will be conducted without unrolling rolls or unfolding sheets unless defects or damages are found or suspected. The CQA Monitor will indicate to the CQA Manager: City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill any rolls or sheets, or portions thereof, that should be rejected and removed from the site because they have severe flaws; and any rolls or sheets that have minor repairable flaws. Refer to ASTM D4873 for detailed methods for identification, storage and handling of geomembranes. 1.2.1.2 STORAGE The CQA Monitor will document that the Contractor's storage of the geomembrane provides adequate protection against moisture, dirt, shock, and other sources of damage or contamination. 1.2.2 Earthwork 1.2.2.1 SURFACE PREPARATION The CQC Consultant and the Geosynthetics Installer will certify in writing that the surface on which the geomembrane will be installed meets line and grade, and the surface preparation requirements of the project specifications. The certificate of acceptance will be given by the CQC Consultant to the CQA Monitor prior to commencement of geomembrane installation in the area under consideration. The CQA Monitor will give a copy of this certificate to the CQA Manager. To ensure a timely covering of the soil liner surface, the CQA Manager may allow subgrade acceptance in areas as small as one acre. After the supporting soil has been accepted by the Geosynthetics Installer, it will be the Geosynthetics Installer's responsibility to indicate to the CQA Manager of any change in the supporting soil condition that may require repair work. If the CQA Monitor concurs with the Geosynthetics Installer, then the CQA Manager will ensure that the supporting soil is repaired. 1.2.2.2 ANCHORAGE SYSTEM The CQA Monitor will verify that anchor trenches have been constructed and backfilled according to project specifications and design drawings. 1.2.3 Geomembrane Placement 1.2.3.1 FIELD PANEL IDENTIFICATION The CQA Monitor will document that the Geosynthetics Installer labels each field panel with an identification code (number or letter-number consistent with the layout plan) agreed upon by the CQC Consultant, Geosynthetics Installer, and CQA Monitor at the Preconstruction Meeting, Section 4.1. The Geosynthetics Installer will establish a table or chart showing correspondence between roll numbers and field panel identification codes. This documentation shall be submitted to the CQC Consultant and CQA Monitor weekly for review and verification. The field panel identification code will be used for all quality control and quality assurance records. 1.2.3.2 FIELD PANEL PLACEMENT 1.2.3.2.1 Location City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill The CQA Monitor will verify that field panels are installed at the location indicated in the Geosynthetics Installer's layout plan, as approved or modified in Section 4.3. 1.2.3.2.2 Installation Schedule The CQA Monitor will evaluate every change in the schedule proposed by the Geosynthetics Installer and advise the CQA Manager on the acceptability of that change. The CQA Monitor will verify that the condition of the supporting soil has not changed detrimentally during installation. The CQA Monitor will record the identification code, location, and date of installation of each field panel. 1.2.3.2.3 Placement of Geomembrane The CQA Monitor will verify that project specification related restrictions on placement of geomembrane are fulfilled. Additionally, the CQA Monitor will verify that the supporting soil has not been damaged by weather conditions. The CQA Monitor will inform the CQA Manager if the above conditions are not fulfilled. 1.2.3.2.4 Damage The CQA Monitor will visually observe each panel, after placement and prior to seaming, for damage. The CQA Monitor will advise the CQA Manager which panels, or portion of panels, should be rejected, repaired, or accepted. Damaged panels or portions of damaged panels which have been rejected will be marked and their removal from the work area recorded by the CQA Monitor. Repairs will be made according to procedures described in the project specifications. At a minimum, the CQA Monitor 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. 1.2.4 Field Seaming 1.2.4.1 SEAM LAYOUT The Geosynthetics Installer will provide the CQA Monitor with a seam layout drawing, i.e., a drawing of the facility to be lined showing all expected seams. The CQA Monitor 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 CQA Manager's prior approval. A seam numbering system compatible with the panel numbering system will be agreed upon at the Pre-Installation Meeting (Section 4.3), and/or Preconstruction Meeting (Section 4.1). An on- going written record of the seams and repair areas shall be maintained by the Geosynthetics Installer with weekly review by the CQA Monitor. City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill 1.2.4.2 REQUIREMENTS OF PERSONNEL The Geosynthetics Installer will provide the CQA Monitor with a list of proposed seaming personnel and their experience records. This document will be reviewed by the CQA Manager and the CQA Monitor for compliance with project specifications. 1.2.4.3 SEAMING EQUIPMENT AND PRODUCTS Field seaming processes must comply with project specifications. Proposed alternate processes will be documented and submitted to the CQA Monitor for his approval. Only seaming apparatus which have been specifically approved by make and model will be used. The CQA Monitor will submit all documentation to the CQA Manager for his concurrence. 1.2.4.4 NONDESTRUCTIVE SEAM CONTINUITY TESTING The Geosynthetics Installer will nondestructively test all field seams over their full length using test methods approved by the project specifications. The CQA Monitor shall periodically observe the nondestructive testing to ensure conformance with this CQA Plan and the project specifications. For approximately 10% of the noncomplying tests, the CQA Monitor 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 Geosynthetics 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 Geosynthetics Installer has marked repair areas with the appropriate color-coded marking pencil. 1.2.4.5 DESTRUCTIVE SEAM TESTING Destructive seam tests will be performed by the CQC consultant at locations and a frequency in accordance with the project specifications. Additional destructive seam tests may be required at the CQA Monitor'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. 1.2.4.5.1 Geosynthetics Construction Quality Assurance Laboratory Testing Destructive test samples will be packaged and shipped by the CQA Monitor in a manner that will not damage the test sample. The CQA Manager will be responsible for storing the archive samples. These procedures will be fully outlined at the Pre-Installation Meeting (Section 4.3). Test samples will be tested by the Geosynthetics CQA Laboratory. Conformance testing will include seam strength and peel adhesion (ASTM D638 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 Monitor for observation. City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill The Geosynthetics CQA Laboratory will provide preliminary test results no more than 24 hours after they receive the samples. The CQA Monitor will review laboratory test results as soon as they become available. 1.2.4.5.2 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. 1.2.5 Defects and Repairs All seams 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 which fails the nondestructive testing will be marked by the CQC Consultant and repaired by the Geosynthetics Installer. Repair procedures will be in accordance with project specifications or procedures agreed to by the CQA Manager in the preconstruction meeting. The CQA Monitor will observe all repair procedures and advise the CQA Manager of any problems. 1.2.6 Backfilling of Anchor Trench Anchor trenches will be will be backfilled and compacted as outlined in the project specifications. The CQA Monitor will review the backfilling operation and advise the CQA Manager and Design Engineer of any problems. 1.2.7 Liner System Acceptance The Geosynthetics Installer and the Geosynthetics Manufacturers will retain all ownership and responsibility for the geosynthetics in the landfill cell 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; CQC Consultant provides the CQA Monitor and CQA Manager with a final copy of the nondestructive test documentation, repair information, and as-built drawings. CQA Monitor furnishes the CQA Manager with certification that the geomembrane was installed in accordance with the Geosynthetic Manufacturer's recommendations as well as the project plans and specifications; all documentation of installation is completed including the CQA Monitor's final report; and certification by the CQA Manager, including record drawing(s), sealed by a professional engineer registered South Carolina. The CQA Monitor 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 CQA Manager. City/County Utilities | Construction Quality Assurance Plan – Hanes Mill RoadLandfill 1.2.8 Materials in Contact with Geomembranes The quality assurance procedures indicated in this subsection are intended to assure that the installation of these materials does not damage the geomembrane. 1.2.8.1 SOILS Prior to placement, the CQA Monitor will visually confirm that all soil materials to be placed against the geomembrane comply with project specifications. The Geosynthetics Installer will provide the CQA Monitor a written surface acceptance certificate. All soil materials shall be placed and compacted in accordance with project specifications. 1.2.8.2 SUMPS AND APPURTENANCES The CQA Monitor 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; the geomembrane has not been visibly damaged while making connections to appurtenances; the installation of the geomembrane shall be exercised so as not to damage sumps; and the CQA Monitor will inform the CQA Manager if the above conditions are not fulfilled. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Closure Plan Appendix 3 – Geomembrane CQA Plan This page intentionally left blank. City of Winston-Salem | Hanes Road Landfill Facililty Plan B Appendix B – Facility Plan Facility Plan – Changes Tracked Facility Plan – Final Copy This page intentionally left blank. Facility Plan Hanes Mill Road Landfill Winston-Salem City/County Utilities Winston-Salem, North Carolina January May 2017 This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Contents i Contents 1.0 Facility Report ................................................................................................................. 1 1.1 Facility Services ........................................................................................................... 1 1.2 Facility Boundary ......................................................................................................... 1 1.3 Types of Waste ............................................................................................................ 1 1.4 Disposal Rates and Estimated Variances .................................................................... 2 1.5 Service Area ...............................................................................................................54 1.6 Procedures for Waste Segregation .............................................................................54 1.7 Equipment Requirements............................................................................................54 1.8 Landfill Capacity .........................................................................................................65 1.8.1 Total Operating Capacity .....................................................................................65 1.8.2 Operating Capacity for Cell 5 Development .........................................................87 1.8.3 Available Soil Resources and Required Soil Quantities .......................................87 1.9 Containment and Environmental Control Systems ......................................................98 1.9.1 Horizontal Separation Requirements ...................................................................98 1.9.2 Base Liner System ............................................................................................. 109 1.9.3 Final Cap System .............................................................................................. 109 1.9.4 Drainage, Erosion and Sediment Control ........................................................... 109 1.9.5 Methane Gas Control ....................................................................................... 1110 1.10 Leachate Management ........................................................................................... 1110 1.10.1 Leachate Collection System ............................................................................. 1110 1.10.2 Leachate Generation Rates ............................................................................. 1110 1.10.3 Leachate Management Systems ...................................................................... 1312 1.11 Non-Disposal Waste Management Units ................................................................. 1715 1.11.1 Residential Drop-Off Area ................................................................................ 1715 1.11.2 Scrap Tire Area ................................................................................................ 1715 1.11.3 White Goods Area ........................................................................................... 1715 Tables Table 1 Landfill Expansion Unit Area .......................................................................................76 Table 2 Phase 2 Expansion Soil Requirements........................................................................98 Table 3 Leachate Collection ................................................................................................. 1211 Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Contents ii Figures Figure 1 Historical and Projected Tonnages .............................................................................. 3 Figure 2 Leachate Collection Data ....................................................................................... 1514 Appendices Appendix 1 – Scrap Tire Voucher Appendix 2 – Norfolk Southern Railroad Agreements Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 1 1.0 Facility Report 1.1 Facility Services The following activities or services are currently provided at the Hanes Mill Road Landfill. • Scales/scalehouse facilities. • Administrative offices. • Citizen’s drop-off for recyclables. • Citizen’s drop-off for household solid waste. • Equipment maintenance facility. • White goods management area. • MSW lined landfill. • Landfill gas recovery facility. • Leachate management facility. • Concrete, brick and asphalt recycling area. In the future, the following facilities may be added. • C&D recycling facility. • Other recycling services. • Transfer Station. 1.2 Facility Boundary Drawings 00G-01 and 00G-02, Facility Plan, show the landfill property line. The plan includes all property, structures, and appurtenances owned by the City of Winston-Salem and designated as landfill property, inclusive of the closed landfill and the landfill expansion; a total of approximately 578 acres. The local and regional study areas have been defined from the boundary of property operated by the Commission as defined above. The landfill expansion area is located directly west of the now closed landfill and of Grassy Creek and the Norfolk Southern Railroad, both of which bisect the site. The landfill expansion encompasses approximately 347 acres of which 230.23 acres were rezoned as special use and deemed suitable by the NCDENR NCDEQ for landfill use. The remaining 116.77 acres are to serve as buffer. Approximately 102 acres of the total 347 acres were approved by NCDENR NCDEQ in the site study to be developed as a lined landfill. Recently 13.16 acres were added along Grassy Creek south of the existing landfills. The current expected design limits of waste utilize 90-acres of the 102-acres approved in the site study; the design limits may be altered in the future to included more or less of the 102 approved total acreage. Refer to drawings 00G-01 and 00G-02 to see the facility boundary, 102-acre site study limits, and the current 90-acre design limits of waste. 1.3 Types of Waste The landfill accepts residential, commercial, and industrial waste types. The commercial and industrial waste ranges from construction debris, paper/cardboard/cartons, damaged cigarette Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 2 butts from the local manufacturing plants, and general industrial waste. The residential waste is considered typical for the geographic region. Separate facilities have been established to receive construction and demolition waste (Old Salisbury Road Construction & Demolition Landfill), and yard waste (Overdale and Forum 52 Yard Waste Facilities). 1.4 Disposal Rates and Estimated Variances Historically, the quantities of MSW received at the landfill on a month to month basis fluctuate widely with significant increases or decreases based on market and economic changes. Refer to Figure 1 to see the waste receipt fluctuations from 1991 to 2016. In FY 2016 252,700 tons of waste were accepted which was up slightly from 2015 but well below the highest acceptance rate of 336,000 tons per year in 2001. For the purposes of estimating the remaining lifespan of the landfill the waste acceptance rate was assumed to be at 2016 levels for the next four years and then increasing 1% a year until the landfill is full. The cumulative waste density for the expansion landfill is 0.64 tons per cubic yard. Using the estimated tonnage and density the resulting landfill full date is in fiscal year 2036. MSW is anticipated to be received at the landfill through January 1, 2036 (FY 2036). The MSW stream is projected to grow from approximately 252,700 tons in 2016 to an estimated 373,400 tons in January of FY 2036. On a monthly disposal rate basis, the estimated waste acceptance tonnages are approximately 21,058 tons per month in FY 2016 to 31,116 tons per month in FY 2036. 060,000120,000180,000240,000300,000360,000 0 5, 0 0 0 10 , 0 0 0 15 , 0 0 0 20 , 0 0 0 25 , 0 0 0 30 , 0 0 0 Ja n - 9 1 J a n - 9 5 Ja n - 9 9 Ja n - 0 3 Ja n - 0 7 Jan-11 Jan-15Yearly Tonnage M o n t h l y T o n n a g e Hi s t o r i c a l & P r o j e c t e d T o n n a g e s Ha n e s M S W L a n d f i l l Ha n e s M S W L F A c t u a l M o n t h l y T o n n a g e Ha n e s M S W L F 1 2 M o n t h R o l l i n g A v e r a g e Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 5 1.5 Service Area The waste stream currently entering the existing landfill comes from Davie, Stokes, and Forsyth Counties. Yadkin and Surry Counties are included in the permitted service area. 1.6 Procedures for Waste Segregation The proposed Phase 2 of the landfill expansion will accept only MSW which it is permitted to receive. Any materials which pose health hazards, cause fires, or which could negatively impact on the environment are deemed unacceptable. Signs will be conspicuously posted informing users of dumping procedures, the type of waste the landfill is permitted to receive, as well as those wastes banned from disposal at the landfill, and shall indicate the location of the disposal area. The landfill facility includes a citizen’s drop-off area near the entrance for use by the general public. A drop-off recycling program has been implemented and containers for paper, glass, and plastic are provided in the drop-off area for this purpose. In addition, 20-cubic yard bins are provided in the drop-off area for disposal of MSW by residents with vehicles weighing one-half ton or less. Residential vehicles with recyclables, bulky waste, and MSW are directed to the recycling containers or bins for disposal. Commercial refuse trucks must pass through the scale house and are weighed to determine the amount of MSW being delivered for disposal. Employees at the landfill are trained in the safety procedures for handling and detection of illegal waste. The screening of hazardous waste is currently done through the random checking of incoming loads by a City employee at the scalehouse and at the tipping area. When hazardous waste is detected at the scalehouse, the load is rejected and not permitted into the landfill. If hazardous waste is found at the tipping area, identification of the truck or persons is made (if possible) and documented, the hazardous waste is identified and placed in a hazardous waste container and taken to a designated hazardous waste staging area for proper disposal. When this occurs, the event is reported to the appropriate authorities. Refer to the Waste Screening Programs Section Operations Plan for more detail on the Hanes Mill Road Landfill’s specific solid waste program. 1.7 Equipment Requirements Equipment requirements may vary in accordance with the method or scope of landfill operations at any given time. Additional or different types of equipment may be provided as necessary to enhance operational efficiency; however, in order to ensure adequate operation of the proposed facility, arrangements shall be made to ensure that equipment is available for the following activities. • Preparing the cells for MSW reception. • Spreading and compacting the waste. • Excavating and transporting cover soil. • Spreading and compacting cover soil. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 6 • Site maintenance and clean-up work. • Extinguishing fires (and/or arrangements will be made to provide for fire protection). Currently the existing landfill has the following equipment on-site. • 1 Ton Dump Truck – Chevy • 1 Ton Service Truck – Ford Flatbed • 4 4-Wheel Drive Pickups – Chevy • Articulated Dump Truck – Volvo A40 • Articulated Dump Truck – JD 40 Ton • ATV – John Deere Gator • Cement Kiln Dust Silo – LSC • 2 Compactors – Caterpillar 836G • Excavator – Caterpillar 345 BL • Front End Loader – Caterpillar 963C • Large Bulldozer – JD 1050C • Motor Grader – John Deere 670C • Posi Shell Sprayer – LSC • Roll-off Truck – Volvo • 2 Roll-off Trucks – Sterling • Skid Steer – John Deere • Skid Steer – Bobcat • Small Bulldozer – John Deere 750C • Small Bulldozer – JD 750J • SUV – Chevy Suburban • SUV – Toyota FJ Cruiser • SUV – Ford Explorer • Tandum Dump Truck – Chevy • Tractor – John Deere 5420 • Water Truck – Caterpillar 613 The equipment on-site is currently used to manage refuse disposal operations. When the proposed expansion is ready to accept refuse, the existing equipment will use the same procedures and technique in spreading, compacting, and covering waste. In the event the waste stream increases significantly, the need for additional equipment will be evaluated. 1.8 Landfill Capacity 1.8.1 Total Operating Capacity When estimating the capacity, and ultimately the life expectancy of the permitted Phase 1and Phase 2 of the expansion landfill, several things must be considered: the waste tonnage received at the landfill, the density of the waste, and the available space (airspace) for waste placement. Since Phase 1 of the landfill expansion was opened in May 2005, several surveys have been performed on the waste mass in order to estimate the density of the in-place waste. The average density between May 2005 and January 2016 is approximately 1,280 pounds of Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 7 waste per cubic yard of airspace consumed. This density has been utilized in forecasting the life of the landfill. 1.8.1.1 LANDFILL EXPANSION The landfill expansion area is located to the west of Grassy Creek and the Norfolk Southern Railroad and is comprised of 347 acres owned by the Commission. The total facility boundary (528 acres) as shown on Drawing 00G-01 and 00G-02, consists of both the 347-acre expansion area and 181-acre original landfill area. During the site study process, the local government rezoned 230.23 acres of this 347 acres as special use for landfilling purposes, with the remaining 116.77 acres serving as buffer within the facility boundary. On September 19, 2000, the 230.23 acres were deemed suitable by the North Carolina Department of Environment and Natural Resourcesof Environmental Quality (NCDENRNCDEQ) for disposal of municipal solid waste as proposed in the conceptual plan of the approved site study. The site study presented a lined landfill expansion unit (LEU) area of approximately 102 acres based on buffer requirements set forth by local ordinances and the NCDENR NCDEQ regulations. The total gross capacity (basegrade to top of final cover) of the 102-acre LEU was estimated to be 13.7 million cubic yards (MCY), with an estimated total net capacity for waste and operational soil of 12.4 MCY. Subsequent to receiving approval of the site study, new information was obtained and further engineering was conducted regarding the LEU. Based on this new information i.e. groundwater data, soil information, and perimeter LEU features (perimeter berms, sediment basins, access roads, etc.) some changes were made to the LEU. The following summarizes the changes caused by this new information and further engineering. • The LEU was reduced from 102 acres in the site study to approximately 90+/- acres. • The number of phases was reduced from five to three. • Base grades were revised. Further engineering regarding Phase 3 of the LEU may slightly increase the footprint of the LEU, but the LEU shape and lined acreage will not exceed the original parameters presented in the site study. The following table presents the maximum lined area and gross volume for the LEU. The total gross capacity (basegrade to top of final cover) of the current 90-acre design waste limits was estimated to be 12.2 million cubic yards (MCY), Table 1 Landfill Expansion Unit Area Phase Maximum Lined Area (Ac.) Gross Volume (MCY) 1-3 102 13.7 Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 8 1.8.1.2 PERMITTED TO OPERATE The current disposal area permitted to operate is approximately 51 acres and is subdivided into Phase 1, Cell 1, 2 and 3 and Phase 2 Cell 4 of the LEU. The total gross operating capacity for the Phases 1 and 2 of the expansion landfill is estimated to be 5,510,000 cubic yards. This was determined by comparing the design subgrade with the design final grades. The total net capacity for waste and operations is estimated to be 4,909,000 cubic yards. Drawing No. C-07, Final Grading and Drainage Plan, identifies the final configuration of Phase 1 and 2 of the expansion landfill. The top elevation of the final grades is at approximately 938 feet above mean sea level. The final side slopes for the proposed expansion will be at a 33 percent slope to an approximate elevation of 916 feet, then transition at a slope of 8 percent to elevation 938 feet. Future waste placement above these elevations is anticipated in subsequent phases as illustrated in Drawing C-07. As of the latest survey completed on January 6, 2016 the in-place waste volume is approximately 3,993,000 cy. The capacity remaining on was estimated to be 707,000 cy. Assuming a continuation of recent conditions, the remaining capacity would be consumed in the fourth quarter of 2017. 1.8.2 Operating Capacity for Cell 5 Development Cell 5 of the landfill expansion has an estimated gross capacity of 2,016,000 cubic yards and a net capacity of 1,858,000 cubic yards for waste and operations, to be placed over approximately 14 acres. The net capacity for Cell 5 results in a life of approximately 46 months. This assumes an alternate soil liner system. Drawing No. C-6, Cell 5 Development, identifies the configuration of Cell 5. The refuse filling of Cell 5 will begin adjacent to subcells A, B, and C of Cell 4. The approximate top elevation of Cell 5 along with the tie-in with Cell 4 is 935 feet. 1.8.3 Available Soil Resources and Required Soil Quantities The available soil resources for the construction of the proposed expansion will come from a combination of on-site excavated soil and off-site resources. Permeability of on-site soils ranges from 1 x 10-3 cm/sec to 8 x 10-5 cm/sec. Construction of a standard subtitle D landfill liner system using either bentonite amended on-site soils or 1 x 10-7 cm/sec soil from off-site resources or an alternate liner system design utilizing 18 inches of 1 x 10-5 cm/sec soil and a Geosynthetic Clay Liner (GCL) is proposed. The following table presents the estimates of the soil requirements for Phase 2 of the landfill expansion. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 9 Table 2 Phase 2 Expansion Soil Requirements Material * Quantity (CY) Standard Liner Alternate Liner 24” of 1 x 10-7 cm/sec 71,000 Not applicable 18” of 1 x 10-5 cs/sec Not applicable 54,000 Protective Cover ** 36,000 36,000 Structural Fill 12,000 12,000 Operations 546,000 546,000 18” Soil Cap 54,000 54,000 12” Erosion Layer 36,000 36,000 6” Topsoil 18,000 18,000 Total 773,000 756,000 * Each layer of the base liner system assumes a 0.1-foot overbuild. The entire cap system assumes a 0.1-foot overbuild. ** Protective cover does not include 1 foot of leachate collection stone, thus protective cover represents 1 foot thickness. A 24-inch thick protective cover layer component is to be placed over the geosynthetic liner system. This layer will initially protect the geosynthetic liner system from damage due to equipment operation. This layer also allows leachate to drain to the leachate collection system. This material is expected to have permeability compatible with the leachate collection design such that the liner is not subject to more than 1 foot of head. The soil necessary to construct structural fills and other appurtenances of the proposed facility expansion, such as roads, drainage pathways, and berms, will be provided from on-site sources and, if required, off-site sources. The majority of the soils required for operational procedures, such as daily and intermediate cover, are anticipated to come from excavation of the proposed expansion. The cap system is expected to consist of three components, an 18-inch thick soil liner component, and 18-inch thick vegetative support layer component, and a 6-inch top soil component. Currently, the Phase 3 area is being used as a borrow area for daily operations and was used for the construction of the landfill expansion Phase 1 Cells 1, 2 and 3 and Phase 2, Cell 4. The amount of soil from the excavation exceeds the soil requirements of the unit; however, if current landfill operations deplete portions of the soil available in the expansion area, soils may be trucked in from off-site sources. 1.9 Containment and Environmental Control Systems The base liner and final cap system will be constructed in accordance with Section .1624 (b)(8)(9) of the North Carolina Administrative Code, Title 15A, Chapter 13, Subchapter 13B. 1.9.1 Horizontal Separation Requirements The horizontal separation requirement between the disposal boundary (liner) and the property line is a minimum of 300 feet, the minimum buffer between private residences and wells and the disposal boundary is 500 feet, and the minimum buffer between any surface water (stream, Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 10 river, and creek) and the disposal boundary is 50 feet. The proposed design satisfies all buffer requirements. 1.9.2 Base Liner System The base liner area for the expansion landfill Phase 1 and 2 is approximately 65 acres and is shown on Drawing No. C-2, Basegrade Plan. The post-settlement bottom elevation of the base liner system will meet the minimum requirement of four feet above the seasonal high groundwater table and bedrock. Two base liner systems are proposed as a minimum, the components of the base liner (bottom-up) will consist of either a 24-inch thick compacted soil liner with a permeability of no more than 1 x 10-7 cm/sec, 60 mil HDPE geosynthetic liner with a leachate collection layer consisting of either a 24-inch thick pea gravel with permeability of 1 x 10-1 cm/sec; or 12 inches of pea gravel (1 x 10-1 cm/sec) with 12 inches of operational cover soil (2 x 10-5 cm/sec). Should circumstances warrant, the City may elect to construct an alternate liner system comprised of an 18-inch thick compacted soil liner with a permeability of no more than 1 x 10-5 cm/sec, a geosynthetic clay liner, and a 60 mil HDPE geosynthetic liner. 1.9.3 Final Cap System The area for the final cap system for the unit consists of approximately 90 acres. As a minimum, the components of the final cap system from the bottom to the surface will consist of a 6-inch foundation layer, 18-inch thick compacted soil liner, a geomembrane, an infiltration collection system, and an 12-inch thick vegetative support soil, and a 6-inch thick top soil layer. While the geomembrane is currently required on the side slopes, it is anticipated that on-going research and demonstration projects will demonstrate that it can be omitted. This additional information would be available prior to construction of the final cap system and any alternate liner demonstration required shall be submitted before closure. A gas collection system will be incorporated into the final cap system. At a minimum, the collection system will consist of one of the following: (1) a horizontal system including a horizontal “drainage” collection layer leading to collection pipes; (2) a vertical system consisting of a predetermined location of vertical collection wells; or (3) the appropriate system available at the time of closure. 1.9.4 Drainage, Erosion and Sediment Control The erosion and sediment control structures are designed and maintained to manage the run-off generated by the 25-year storm event, and conform to the requirements of the Sedimentation Pollution Control Law (15A, NCAC, 4). Run-on control structures within the footprint of the landfill expansion include temporary diversion berms and ditches placed across the areas upgradient of the active fill cell. The temporary berms and ditches will prevent run-on from either undeveloped areas or previously filled and covered areas from discharging onto the active cell during a storm event. All storm water collected will be conveyed to existing sediment basins in the landfill expansion area. As part of the final cap system, terraces will be constructed to intercept run-off and prevent erosion. The terraces will be longitudinally sloped and be approximately 40 vertical feet apart. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 11 The terraces will carry run-off to strategically located downdrains and/or downchutes. Perimeter drainage ditches will be constructed to limit the amount of run-off from the site. Cover vegetation shall be developed in accordance with post-closure land use consistent with the City. Plant species meeting the following selection criteria shall be followed as below. • Vegetation depth of rooting shall not extend to the barrier layer per final cover design. • Final cover vegetation to be generally tolerant to landfill gas and local cover soil conditions. • Site climate adaptability (temperature, rainfall or drought tolerance, wind effects, exposure, and sunshine). • Plant species shall be persistent and self-propagating. • Plant species shall exhibit a high percentage of surface coverage. • Plant species shall exhibit low long-term maintenance needs. • Additional procedures will be developed to implement and protect the integrity and quality of the final cover, and prevent soil erosion in disturbed areas. 1.9.5 Methane Gas Control A gas collection system is installed in the Phase 1, Cells 1, 2 and 3. This system will be expanded landfill expands in the future. A system has been implemented to monitor for gas migration along the perimeter of Phase 1 and 2 of the landfill expansion area and will be expanded as Phase 3 is constructed. 1.10 Leachate Management 1.10.1 Leachate Collection System The general leachate management system includes the collection, storage, treatment, and disposal of the leachate generated. The collection of leachate will be facilitated by use of perforated HDPE pipe laterals designed to hydraulically convey leachate to a sump area, which will contain two submersible pumps. From there leachate will be pumped through a solid wall HDPE pipe to above-ground tanks for storage. Clean-out riser pipes will be provided for each lateral as shown on the drawings to allow for periodic cleaning. Pretreatment, if required, will be employed on-site to meet the standards for disposal into a sanitary sewer line feeding a publicly owned treatment works (POTW) facility. 1.10.2 Leachate Generation Rates Leachate is generated from several sources: the moisture generated from the decomposition of waste, the liquids present at the time of disposal, and storm water that infiltrates the waste. Disposal of gross quantities of liquid is currently prohibited in MSW landfills and unless it has rained during collection, most waste is dry; therefore, the majority of all leachate is derived from precipitation. The addition of liquids enhances biodegradation, gas production and waste settlement. Operations can greatly influence the diversion of precipitation from the landfill and hence impact the amount entering the system to be collected as leachate at some future date. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 12 HDR has tracked leachate collection at the Hanes Landfill since the first lined cell was opened in May of 1997. Currently leachate is collected from the closed unlined landfill via a collection trench below the piggyback slope, the lined cell in the original landfill area (piggyback cell), and Phase 1, Cells 1, 2 and 3 and Phase 2 Cell 4 of the expansion landfill. Data collected through June 2008 is illustrated on Figure 2. This figure illustrates total leachate generation, rainfall, relevant dates in the history of the leachate collection system, average gallons of leachate production per day between the relevant dates and trends for the two major phases of collection (piggyback and western expansion). Table 3 indicates leachate collection averages per period and cumulatively. This data is also illustrated on Figure 2. Table 3 Leachate Collection Milestone Dates Cumulative (gals) Interval Rate Between Events (gpd) Rate to Date, from May 1997 (gpd) Significant Event 1-May-97 0 1,985 1,985 Lined 15-acre Cell 1 opens (piggyback cell, original landfill area) 1-Jan-98 486,215 7,825 5,219 Collection of Rain Data at landfill is initiated 1-Nov-98 2,865,065 5,146 5,193 Lined 10-acre Cell 3A opens (Piggyback cell, original landfill area) 1-Sep-99 4,429,596 93,426 10,013 Hurricane Floyd 20-Oct-99 9,304,732 3,686 8,997 Hurricane Floyd 10-Apr-00 9,671,580 6,375 8,420 Lined 12-acre Cell 2 opens (piggyback cell, original landfill area) 7-Feb-01 11,602,938 12,967 8,593 Lined Cell 3 opened to Cell 2 Sump (original landfill area) 2-Apr-01 12,308,263 1,504 6,707 End of Spring Rain 3-Sep-02 13,089,140 3,151 6,268 Leachate Tank A bypassed for new construction 5-Jun-03 13,954,703 3,890 6,107 Leachate Tank A reconnected to system 28-May- 03 14-Nov-03 14,585,364 3,584 5,634 Leachate system start-up training 17-May-05 16,556,272 13,909 6,785 Phase 1 Cell 1A opens (landfill expansion area) 4-Sep-06 23,156,411 35,113 9,616 Phase 1 Cell 2 connected to leachate system (landfill expansion area) 18-Sep-07 36,464,167 Lined landfill in original area closed (Piggyback cell) The peak leachate collection at the site (~93,426 gallons per day) was experienced in the fall of 1999, immediately following Hurricane Floyd’s impact on the area. The data suggests the average amount collected from the closed landfill area is approximately 5,328 gallons per day. When the Phase 1 landfill expansion area is added, the collections increase on average to Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 13 24,508 gallons per day or an additional 19,180 gallons per day. Two tanks at the facility provide a total of 414,000 gallons of capacity for leachate storage prior to discharge. The landfill is permitted to discharge leachate to the local POTW. It is anticipated that approximately 19,180 gallons per day of leachate would be collected on average days from the Phase 2 of the landfill expansion based on Phase 2 being similar in size and operations to Phase 1. The existing tanks have nine days of storage capacity assuming a combined daily generation average of 43,688 gallons is collected without any discharge occurring. Currently, the City is allowed to discharge all leachate to the waste water treatment plant immediately after collection. 1.10.3 Leachate Management Systems 1.10.3.1 LEACHATE PIPELINE OPERATING CAPACITY The selected diameter for the leachate collection laterals and headers (minimum 8 inches) will be sufficient to drain leachate so as not to exceed 1 foot of head above the base liner. The maximum spacing for the laterals of 100 feet, as shown on the drawings, is based on the potential for recirculating leachate in the future. The chemical properties of the pipes and any materials used in installation will be selected to minimize the adverse affects of leachate corrosion. The physical properties of the pipe were selected to provide adequate structural strength to support the maximum static and dynamic loads and stresses imposed by the overlying materials and any equipment used in construction and operation of the proposed expansion. The material surrounding the leachate collection pipes will consist of a coarse aggregate installed to provide a direct conduit between the pipe and waste. The aggregate will be chemically compatible with the leachate generated and will be placed to provide adequate support to the pipes. Calculations for various materials and conditions are included in the previously submitted Phase 2 Construction Permit Application. 1.10.3.2 CAPACITY OF STORAGE AND TREATMENT FACILITIES The proposed method for storing the extracted leachate from the proposed expansion will be in the form of two above-ground circular tanks. The tanks each have a 42-foot diameter and a 20- foot wall height. Each tank has a capacity of approximately 207,000 gallons. The preliminary estimates are based on leachate generated from the proposed landfill expansion unit (90+/- acres) and the existing lateral expansion (closure state). An approximately 6-foot tall concrete wall approximately 120 ft x 68 feet encompasses both tanks and provides a capacity of 366,000 gallons of secondary containment. The storage requirements will be reevaluated for Phase 3 once actual generation rate data has been collected from the Phases 1 and 2. 1.10.3.3 FINAL DISPOSAL PLANS AND DISCHARGE LIMITS The City/County Utilities Commission manages wastewater and intends to handle the treatment and disposal of leachate internally. A sanitary sewer main (30-inch, gravity) is available on landfill property and will be utilized for transporting the leachate to the local POTW. The sewer main has adequate capacity to handle the anticipated leachate flow rates. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 14 The receiving wastewater treatment plant also has adequate capacity to handle the anticipated leachate discharge from the landfill. The plant is permitted to receive up to 15 MGD total intake from all entities and is presently receiving approximately 11 MGD. That provides more than adequate capacity to handle the relatively small amount of discharge contributed by the landfill. Ha n e s L a n d f i l l Wi n s t o n L e a c h a t e D a i l y . x l s x CP A # 2 L e a c h a t e 9/23/20164-Sep-06 1 - M a y - 9 7 1 - J a n - 9 8 1 - N o v - 9 8 1 - S e p - 9 9 2 0 - O c t - 9 9 1 0 - A p r - 0 0 7 - F e b - 0 1 2 - A p r - 0 1 3 - S e p - 0 2 5 - J u n - 0 3 1 4 - N o v - 0 3 1 7 - M a y - 0 5 4-Sep-06 18-Sep-07 1 , 9 8 5 7 , 8 2 5 5 , 1 4 6 9 3 , 4 2 6 3 , 6 8 6 6 , 3 7 5 1 2 , 9 6 7 1 , 5 0 4 3 , 1 5 1 3 , 8 9 0 3 , 5 8 4 13,909 35,113 050100150200250300350400450 0 5, 0 0 0 , 0 0 0 10 , 0 0 0 , 0 0 0 15 , 0 0 0 , 0 0 0 20 , 0 0 0 , 0 0 0 25 , 0 0 0 , 0 0 0 30 , 0 0 0 , 0 0 0 35 , 0 0 0 , 0 0 0 40 , 0 0 0 , 0 0 0 45 , 0 0 0 , 0 0 0 Ja n - 9 7 J a n - 9 8 J a n - 9 9 J a n - 0 0 J a n - 0 1 J a n - 0 2 J a n - 0 3 J a n - 0 4 J a n - 0 5 J a n - 0 6 J a n - 0 7 J a n - 0 8 J a n - 0 9 J a n - 1 0 Cumulative Rainfall (gallons)Millions C u m u l a t i v e L e a c h a t e ( g a l l o n s ) Ti m e Pr o b a b l e L e a c h a t e G e n e r a t i o n ( g a l s ) In t e r v a l R a t e b e t w e e n E v e n t s ( g p d ) Pi g g y b a c k 1 5 a c r e C e l l 1 o p e n s Start Rain Data Collection Pi g g y b a c k 1 0 a c r e C e l l 3 A o p e n s Hu r r i c a n e F l o y d Pi g g y b a c k 1 2 a c r e C e l l 2 o p e n s Cell 3B Opened to Cell 2 sump En d S p r i n g R a i n Ta n k A b y p a s s e d f o r n e w c o n s t r u c t i o n Ta n k A r e c o n n e c t e d 5 / 2 8 t o s y s t e m Leachate System Startup Training Ex p a n s i o n s u b c e l l 1 A o p e n s Ad j u s t e d D a t a R e c o r d e r I n f l u e n t T o t a l ( g a l ) Ph a s e 1 E x p C e l l 2 c o n n e c t e d t o s y s t e m Piggyback Closure Certified Ad j u s t e d S i t e R a i n f a l l ( G a l l o n s ) Li n e a r T r e n d o f E x p a n s i o n & P i g g y b a c k G e n e r a t i o n Li n e a r T r e n d o f P i g g y b a c k G e n e r a t i o n Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 17 1.11 Non-Disposal Waste Management Units 1.11.1 Residential Drop-Off Area When customers arrive at the Hanes Landfill scale house, the waste screening process begins (see Waste Screening Programs in the Operations Plan). Once the weighmaster determines the waste is authorized for disposal, the customer is directed to appropriate place for unloading. Not all vehicles that transact business at the landfill are directed to the working face for unloading of their waste. For the most part, small vehicles such as cars, pickup trucks, vans, trailers are sent to the Residential Drop-off Area (RDA). This RDA is located immediately adjacent to the scale house and is composed of ten bays by which customers can unload their waste into roll-off containers. Once the containers are full, landfill staff transport those containers to the working face. One of the bays located at the RDA is reserved for scrap metal. Customers and landfill staff routinely unload scrap metal into this container and once full it is taken to a scrap metal recycler. Presently, this off-site metal recycler is OmniSource, (336) 725-8333. 1.11.2 Scrap Tire Area The Hanes Mill Road Landfill operates a scrap tire collection facility within the facility boundary of the landfill because whole scrap tires are banned from landfilling. This facility is located immediately adjacent to the Residential Drop-off Area and consists of a dock which is used for off-loading and storage of scrap tires. Presently, this is operated under contract by Central Carolina Holdings (CCH), (919) 499-2301. Most customers that use this scrap tire collection facility are permitted, scrap tire haulers, hauling whole scrap tires from tire retailers. These haulers arrive at the scale house where the latest North Carolina Scrap Tire Certification form is presented to the weighmaster. If Parts I and II of this form are properly executed, the weighmaster executes Part 3 of the form. No charge is levied for this transaction. The weighmaster then gives the hauler a voucher indicating the number of tire brought in his load. The hauler is then directed to give this voucher to contractor personnel located at the scrap tire dock. See Appendix 1 for a sample of this voucher. The hauler then unloads the tire at the dock while the contractor loads the tire into on-site trailers. Once a trailer is full, it is transported to the contractor’s scrap tire recycling/disposal facility. For those customers that do not have an executed North Carolina Scrap Tire Certification form, they are charged the appropriate fee, given the tire voucher, then directed to the scrap tire off- loading dock. 1.11.3 White Goods Area The Hanes Mill Road Landfill operates a white goods facility within the facility boundary of the landfill because white goods are banned from landfilling. This facility is located immediately adjacent to the maintenance shop, and consists of a large concrete pad with push walls. Customers that arrive at the Hanes Mill Road Landfill with white goods transact business at the scale house as normal waste does. However in this case, there is no tipping fee for white goods. Once the transaction is complete, the customer is directed to the white goods facility, Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 18 which is staffed by either trained City employees or trained temporary labor. The white good is then unloaded upon the concrete pad where white goods that contain CFCs are separated from the ones that do not contain CFCs. Presently, the Hanes Landfill retains the service of an outside contractor to extract the CFCs for recycling. When the white good has had the CFC extracted, the unit is marked to identify what units can then be loaded into a roll-off container for transportation to a scrap metal recycler. The following are the contractors for this facility: Present CFC extraction vendors: Rapid Recovery (877) 372-7732; and scrap metal recycler: OmniSource, (336) 725-8333. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Appendix 1 – Scrap Tire Voucher 1 Appendix 1 – Scrap Tire Voucher Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Appendix 1 – Scrap Tire Voucher This page intentionally left blank. This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Appendix 2 – Norfolk Southern Railroad Agreements 2 Appendix 2 – Norfolk Southern Railroad Agreements Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Appendix 2 – Norfolk Southern Railroad Agreements This page intentionally left blank. Facility Plan Hanes Mill Road Landfill Winston-Salem City/County Utilities Winston-Salem, North Carolina May 2017 This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Contents i Contents 1.0 Facility Report ................................................................................................................. 1 1.1 Facility Services ........................................................................................................... 1 1.2 Facility Boundary ......................................................................................................... 1 1.3 Types of Waste ............................................................................................................ 1 1.4 Disposal Rates and Estimated Variances .................................................................... 2 1.5 Service Area ................................................................................................................ 5 1.6 Procedures for Waste Segregation .............................................................................. 5 1.7 Equipment Requirements............................................................................................. 5 1.8 Landfill Capacity .......................................................................................................... 6 1.8.1 Total Operating Capacity ...................................................................................... 6 1.8.2 Operating Capacity for Cell 5 Development .......................................................... 8 1.8.3 Available Soil Resources and Required Soil Quantities ........................................ 8 1.9 Containment and Environmental Control Systems ....................................................... 9 1.9.1 Horizontal Separation Requirements .................................................................... 9 1.9.2 Base Liner System ...............................................................................................10 1.9.3 Final Cap System ................................................................................................10 1.9.4 Drainage, Erosion and Sediment Control .............................................................10 1.9.5 Methane Gas Control ...........................................................................................11 1.10 Leachate Management ...............................................................................................11 1.10.1 Leachate Collection System .................................................................................11 1.10.2 Leachate Generation Rates .................................................................................11 1.10.3 Leachate Management Systems ..........................................................................13 1.11 Non-Disposal Waste Management Units .....................................................................17 1.11.1 Residential Drop-Off Area ....................................................................................17 1.11.2 Scrap Tire Area ....................................................................................................17 1.11.3 White Goods Area ...............................................................................................17 Tables Table 1 Landfill Expansion Unit Area ........................................................................................ 7 Table 2 Phase 2 Expansion Soil Requirements......................................................................... 9 Table 3 Leachate Collection .....................................................................................................12 Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Contents ii Figures Figure 1 Historical and Projected Tonnages .............................................................................. 3 Figure 2 Leachate Collection Data ...........................................................................................15 Appendices Appendix 1 – Scrap Tire Voucher Appendix 2 – Norfolk Southern Railroad Agreements Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 1 1.0 Facility Report 1.1 Facility Services The following activities or services are currently provided at the Hanes Mill Road Landfill. • Scales/scalehouse facilities. • Administrative offices. • Citizen’s drop-off for recyclables. • Citizen’s drop-off for household solid waste. • Equipment maintenance facility. • White goods management area. • MSW lined landfill. • Landfill gas recovery facility. • Leachate management facility. • Concrete, brick and asphalt recycling area. In the future, the following facilities may be added. • C&D recycling facility. • Other recycling services. • Transfer Station. 1.2 Facility Boundary Drawings 00G-01 and 00G-02, Facility Plan, show the landfill property line. The plan includes all property, structures, and appurtenances owned by the City of Winston-Salem and designated as landfill property, inclusive of the closed landfill and the landfill expansion; a total of approximately 578 acres. The local and regional study areas have been defined from the boundary of property operated by the Commission as defined above. The landfill expansion area is located directly west of the now closed landfill and of Grassy Creek and the Norfolk Southern Railroad, both of which bisect the site. The landfill expansion encompasses approximately 347 acres of which 230.23 acres were rezoned as special use and deemed suitable by the NCDEQ for landfill use. The remaining 116.77 acres are to serve as buffer. Approximately 102 acres of the total 347 acres were approved by NCDEQ in the site study to be developed as a lined landfill. Recently 13.16 acres were added along Grassy Creek south of the existing landfills. The current expected design limits of waste utilize 90-acres of the 102-acres approved in the site study; the design limits may be altered in the future to included more or less of the 102 approved total acreage. Refer to drawings 00G-01 and 00G-02 to see the facility boundary, 102-acre site study limits, and the current 90-acre design limits of waste. 1.3 Types of Waste The landfill accepts residential, commercial, and industrial waste types. The commercial and industrial waste ranges from construction debris, paper/cardboard/cartons, damaged cigarette butts from the local manufacturing plants, and general industrial waste. The residential waste is Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 2 considered typical for the geographic region. Separate facilities have been established to receive construction and demolition waste (Old Salisbury Road Construction & Demolition Landfill), and yard waste (Overdale and Forum 52 Yard Waste Facilities). 1.4 Disposal Rates and Estimated Variances Historically, the quantities of MSW received at the landfill on a month to month basis fluctuate widely with significant increases or decreases based on market and economic changes. Refer to Figure 1 to see the waste receipt fluctuations from 1991 to 2016. In FY 2016 252,700 tons of waste were accepted which was up slightly from 2015 but well below the highest acceptance rate of 336,000 tons per year in 2001. For the purposes of estimating the remaining lifespan of the landfill the waste acceptance rate was assumed to be at 2016 levels for the next four years and then increasing 1% a year until the landfill is full. The cumulative waste density for the expansion landfill is 0.64 tons per cubic yard. Using the estimated tonnage and density the resulting landfill full date is in fiscal year 2036. MSW is anticipated to be received at the landfill through January 1, 2036 (FY 2036). The MSW stream is projected to grow from approximately 252,700 tons in 2016 to an estimated 373,400 tons in January of FY 2036. On a monthly disposal rate basis, the estimated waste acceptance tonnages are approximately 21,058 tons per month in FY 2016 to 31,116 tons per month in FY 2036. 060,000120,000180,000240,000300,000360,000 0 5, 0 0 0 10 , 0 0 0 15 , 0 0 0 20 , 0 0 0 25 , 0 0 0 30 , 0 0 0 Ja n - 9 1 J a n - 9 5 Ja n - 9 9 Ja n - 0 3 Ja n - 0 7 Jan-11 Jan-15Yearly Tonnage M o n t h l y T o n n a g e Hi s t o r i c a l & P r o j e c t e d T o n n a g e s Ha n e s M S W L a n d f i l l Ha n e s M S W L F A c t u a l M o n t h l y T o n n a g e Ha n e s M S W L F 1 2 M o n t h R o l l i n g A v e r a g e Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 5 1.5 Service Area The waste stream currently entering the existing landfill comes from Davie, Stokes, and Forsyth Counties. Yadkin and Surry Counties are included in the permitted service area. 1.6 Procedures for Waste Segregation The proposed Phase 2 of the landfill expansion will accept only MSW which it is permitted to receive. Any materials which pose health hazards, cause fires, or which could negatively impact on the environment are deemed unacceptable. Signs will be conspicuously posted informing users of dumping procedures, the type of waste the landfill is permitted to receive, as well as those wastes banned from disposal at the landfill, and shall indicate the location of the disposal area. The landfill facility includes a citizen’s drop-off area near the entrance for use by the general public. A drop-off recycling program has been implemented and containers for paper, glass, and plastic are provided in the drop-off area for this purpose. In addition, 20-cubic yard bins are provided in the drop-off area for disposal of MSW by residents with vehicles weighing one-half ton or less. Residential vehicles with recyclables, bulky waste, and MSW are directed to the recycling containers or bins for disposal. Commercial refuse trucks must pass through the scale house and are weighed to determine the amount of MSW being delivered for disposal. Employees at the landfill are trained in the safety procedures for handling and detection of illegal waste. The screening of hazardous waste is currently done through the random checking of incoming loads by a City employee at the scalehouse and at the tipping area. When hazardous waste is detected at the scalehouse, the load is rejected and not permitted into the landfill. If hazardous waste is found at the tipping area, identification of the truck or persons is made (if possible) and documented, the hazardous waste is identified and placed in a hazardous waste container and taken to a designated hazardous waste staging area for proper disposal. When this occurs, the event is reported to the appropriate authorities. Refer to the Waste Screening Programs Section Operations Plan for more detail on the Hanes Mill Road Landfill’s specific solid waste program. 1.7 Equipment Requirements Equipment requirements may vary in accordance with the method or scope of landfill operations at any given time. Additional or different types of equipment may be provided as necessary to enhance operational efficiency; however, in order to ensure adequate operation of the proposed facility, arrangements shall be made to ensure that equipment is available for the following activities. • Preparing the cells for MSW reception. • Spreading and compacting the waste. • Excavating and transporting cover soil. • Spreading and compacting cover soil. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 6 • Site maintenance and clean-up work. • Extinguishing fires (and/or arrangements will be made to provide for fire protection). Currently the existing landfill has the following equipment on-site. • 1 Ton Dump Truck – Chevy • 1 Ton Service Truck – Ford Flatbed • 4 4-Wheel Drive Pickups – Chevy • Articulated Dump Truck – Volvo A40 • Articulated Dump Truck – JD 40 Ton • ATV – John Deere Gator • Cement Kiln Dust Silo – LSC • 2 Compactors – Caterpillar 836G • Excavator – Caterpillar 345 BL • Front End Loader – Caterpillar 963C • Large Bulldozer – JD 1050C • Motor Grader – John Deere 670C • Posi Shell Sprayer – LSC • Roll-off Truck – Volvo • 2 Roll-off Trucks – Sterling • Skid Steer – John Deere • Skid Steer – Bobcat • Small Bulldozer – John Deere 750C • Small Bulldozer – JD 750J • SUV – Chevy Suburban • SUV – Toyota FJ Cruiser • SUV – Ford Explorer • Tandum Dump Truck – Chevy • Tractor – John Deere 5420 • Water Truck – Caterpillar 613 The equipment on-site is currently used to manage refuse disposal operations. When the proposed expansion is ready to accept refuse, the existing equipment will use the same procedures and technique in spreading, compacting, and covering waste. In the event the waste stream increases significantly, the need for additional equipment will be evaluated. 1.8 Landfill Capacity 1.8.1 Total Operating Capacity When estimating the capacity, and ultimately the life expectancy of the permitted Phase 1and Phase 2 of the expansion landfill, several things must be considered: the waste tonnage received at the landfill, the density of the waste, and the available space (airspace) for waste placement. Since Phase 1 of the landfill expansion was opened in May 2005, several surveys have been performed on the waste mass in order to estimate the density of the in-place waste. The average density between May 2005 and January 2016 is approximately 1,280 pounds of Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 7 waste per cubic yard of airspace consumed. This density has been utilized in forecasting the life of the landfill. 1.8.1.1 LANDFILL EXPANSION The landfill expansion area is located to the west of Grassy Creek and the Norfolk Southern Railroad and is comprised of 347 acres owned by the Commission. The total facility boundary (528 acres) as shown on Drawing 00G-01 and 00G-02, consists of both the 347-acre expansion area and 181-acre original landfill area. During the site study process, the local government rezoned 230.23 acres of this 347 acres as special use for landfilling purposes, with the remaining 116.77 acres serving as buffer within the facility boundary. On September 19, 2000, the 230.23 acres were deemed suitable by the North Carolina Department of Environmental Quality (NCDEQ) for disposal of municipal solid waste as proposed in the conceptual plan of the approved site study. The site study presented a lined landfill expansion unit (LEU) area of approximately 102 acres based on buffer requirements set forth by local ordinances and the NCDEQ regulations. The total gross capacity (basegrade to top of final cover) of the 102-acre LEU was estimated to be 13.7 million cubic yards (MCY), with an estimated total net capacity for waste and operational soil of 12.4 MCY. Subsequent to receiving approval of the site study, new information was obtained and further engineering was conducted regarding the LEU. Based on this new information i.e. groundwater data, soil information, and perimeter LEU features (perimeter berms, sediment basins, access roads, etc.) some changes were made to the LEU. The following summarizes the changes caused by this new information and further engineering. • The LEU was reduced from 102 acres in the site study to approximately 90+/- acres. • The number of phases was reduced from five to three. • Base grades were revised. Further engineering regarding Phase 3 of the LEU may slightly increase the footprint of the LEU, but the LEU shape and lined acreage will not exceed the original parameters presented in the site study. The following table presents the maximum lined area and gross volume for the LEU. The total gross capacity (basegrade to top of final cover) of the current 90-acre design waste limits was estimated to be 12.2 million cubic yards (MCY), Table 1 Landfill Expansion Unit Area Phase Maximum Lined Area (Ac.) Gross Volume (MCY) 1-3 102 13.7 Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 8 1.8.1.2 PERMITTED TO OPERATE The current disposal area permitted to operate is approximately 51 acres and is subdivided into Phase 1, Cell 1, 2 and 3 and Phase 2 Cell 4 of the LEU. The total gross operating capacity for the Phases 1 and 2 of the expansion landfill is estimated to be 5,510,000 cubic yards. This was determined by comparing the design subgrade with the design final grades. The total net capacity for waste and operations is estimated to be 4,909,000 cubic yards. Drawing No. C-07, Final Grading and Drainage Plan, identifies the final configuration of Phase 1 and 2 of the expansion landfill. The top elevation of the final grades is at approximately 938 feet above mean sea level. The final side slopes for the proposed expansion will be at a 33 percent slope to an approximate elevation of 916 feet, then transition at a slope of 8 percent to elevation 938 feet. Future waste placement above these elevations is anticipated in subsequent phases as illustrated in Drawing C-07. As of the latest survey completed on January 6, 2016 the in-place waste volume is approximately 3,993,000 cy. The capacity remaining on was estimated to be 707,000 cy. Assuming a continuation of recent conditions, the remaining capacity would be consumed in the fourth quarter of 2017. 1.8.2 Operating Capacity for Cell 5 Development Cell 5 of the landfill expansion has an estimated gross capacity of 2,016,000 cubic yards and a net capacity of 1,858,000 cubic yards for waste and operations, to be placed over approximately 14 acres. The net capacity for Cell 5 results in a life of approximately 46 months. This assumes an alternate soil liner system. Drawing No. C-6, Cell 5 Development, identifies the configuration of Cell 5. The refuse filling of Cell 5 will begin adjacent to subcells A, B, and C of Cell 4. The approximate top elevation of Cell 5 along with the tie-in with Cell 4 is 935 feet. 1.8.3 Available Soil Resources and Required Soil Quantities The available soil resources for the construction of the proposed expansion will come from a combination of on-site excavated soil and off-site resources. Permeability of on-site soils ranges from 1 x 10-3 cm/sec to 8 x 10-5 cm/sec. Construction of a standard subtitle D landfill liner system using either bentonite amended on-site soils or 1 x 10-7 cm/sec soil from off-site resources or an alternate liner system design utilizing 18 inches of 1 x 10-5 cm/sec soil and a Geosynthetic Clay Liner (GCL) is proposed. The following table presents the estimates of the soil requirements for Phase 2 of the landfill expansion. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 9 Table 2 Phase 2 Expansion Soil Requirements Material * Quantity (CY) Standard Liner Alternate Liner 24” of 1 x 10-7 cm/sec 71,000 Not applicable 18” of 1 x 10-5 cs/sec Not applicable 54,000 Protective Cover ** 36,000 36,000 Structural Fill 12,000 12,000 Operations 546,000 546,000 18” Soil Cap 54,000 54,000 12” Erosion Layer 36,000 36,000 6” Topsoil 18,000 18,000 Total 773,000 756,000 * Each layer of the base liner system assumes a 0.1-foot overbuild. The entire cap system assumes a 0.1-foot overbuild. ** Protective cover does not include 1 foot of leachate collection stone, thus protective cover represents 1 foot thickness. A 24-inch thick protective cover layer component is to be placed over the geosynthetic liner system. This layer will initially protect the geosynthetic liner system from damage due to equipment operation. This layer also allows leachate to drain to the leachate collection system. This material is expected to have permeability compatible with the leachate collection design such that the liner is not subject to more than 1 foot of head. The soil necessary to construct structural fills and other appurtenances of the proposed facility expansion, such as roads, drainage pathways, and berms, will be provided from on-site sources and, if required, off-site sources. The majority of the soils required for operational procedures, such as daily and intermediate cover, are anticipated to come from excavation of the proposed expansion. The cap system is expected to consist of three components, an 18-inch thick soil liner component, and 18-inch thick vegetative support layer component, and a 6-inch top soil component. Currently, the Phase 3 area is being used as a borrow area for daily operations and was used for the construction of the landfill expansion Phase 1 Cells 1, 2 and 3 and Phase 2, Cell 4. The amount of soil from the excavation exceeds the soil requirements of the unit; however, if current landfill operations deplete portions of the soil available in the expansion area, soils may be trucked in from off-site sources. 1.9 Containment and Environmental Control Systems The base liner and final cap system will be constructed in accordance with Section .1624 (b)(8)(9) of the North Carolina Administrative Code, Title 15A, Chapter 13, Subchapter 13B. 1.9.1 Horizontal Separation Requirements The horizontal separation requirement between the disposal boundary (liner) and the property line is a minimum of 300 feet, the minimum buffer between private residences and wells and the disposal boundary is 500 feet, and the minimum buffer between any surface water (stream, Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 10 river, and creek) and the disposal boundary is 50 feet. The proposed design satisfies all buffer requirements. 1.9.2 Base Liner System The base liner area for the expansion landfill Phase 1 and 2 is approximately 65 acres and is shown on Drawing No. C-2, Basegrade Plan. The post-settlement bottom elevation of the base liner system will meet the minimum requirement of four feet above the seasonal high groundwater table and bedrock. Two base liner systems are proposed as a minimum, the components of the base liner (bottom-up) will consist of either a 24-inch thick compacted soil liner with a permeability of no more than 1 x 10-7 cm/sec, 60 mil HDPE geosynthetic liner with a leachate collection layer consisting of either a 24-inch thick pea gravel with permeability of 1 x 10-1 cm/sec; or 12 inches of pea gravel (1 x 10-1 cm/sec) with 12 inches of operational cover soil (2 x 10-5 cm/sec). Should circumstances warrant, the City may elect to construct an alternate liner system comprised of an 18-inch thick compacted soil liner with a permeability of no more than 1 x 10-5 cm/sec, a geosynthetic clay liner, and a 60 mil HDPE geosynthetic liner. 1.9.3 Final Cap System The area for the final cap system for the unit consists of approximately 90 acres. As a minimum, the components of the final cap system from the bottom to the surface will consist of a 6-inch foundation layer, 18-inch thick compacted soil liner, a geomembrane, an infiltration collection system, and an 12-inch thick vegetative support soil, and a 6-inch thick top soil layer. While the geomembrane is currently required on the side slopes, it is anticipated that on-going research and demonstration projects will demonstrate that it can be omitted. This additional information would be available prior to construction of the final cap system and any alternate liner demonstration required shall be submitted before closure. A gas collection system will be incorporated into the final cap system. At a minimum, the collection system will consist of one of the following: (1) a horizontal system including a horizontal “drainage” collection layer leading to collection pipes; (2) a vertical system consisting of a predetermined location of vertical collection wells; or (3) the appropriate system available at the time of closure. 1.9.4 Drainage, Erosion and Sediment Control The erosion and sediment control structures are designed and maintained to manage the run-off generated by the 25-year storm event, and conform to the requirements of the Sedimentation Pollution Control Law (15A, NCAC, 4). Run-on control structures within the footprint of the landfill expansion include temporary diversion berms and ditches placed across the areas upgradient of the active fill cell. The temporary berms and ditches will prevent run-on from either undeveloped areas or previously filled and covered areas from discharging onto the active cell during a storm event. All storm water collected will be conveyed to existing sediment basins in the landfill expansion area. As part of the final cap system, terraces will be constructed to intercept run-off and prevent erosion. The terraces will be longitudinally sloped and be approximately 40 vertical feet apart. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 11 The terraces will carry run-off to strategically located downdrains and/or downchutes. Perimeter drainage ditches will be constructed to limit the amount of run-off from the site. Cover vegetation shall be developed in accordance with post-closure land use consistent with the City. Plant species meeting the following selection criteria shall be followed as below. • Vegetation depth of rooting shall not extend to the barrier layer per final cover design. • Final cover vegetation to be generally tolerant to landfill gas and local cover soil conditions. • Site climate adaptability (temperature, rainfall or drought tolerance, wind effects, exposure, and sunshine). • Plant species shall be persistent and self-propagating. • Plant species shall exhibit a high percentage of surface coverage. • Plant species shall exhibit low long-term maintenance needs. • Additional procedures will be developed to implement and protect the integrity and quality of the final cover, and prevent soil erosion in disturbed areas. 1.9.5 Methane Gas Control A gas collection system is installed in the Phase 1, Cells 1, 2 and 3. This system will be expanded landfill expands in the future. A system has been implemented to monitor for gas migration along the perimeter of Phase 1 and 2 of the landfill expansion area and will be expanded as Phase 3 is constructed. 1.10 Leachate Management 1.10.1 Leachate Collection System The general leachate management system includes the collection, storage, treatment, and disposal of the leachate generated. The collection of leachate will be facilitated by use of perforated HDPE pipe laterals designed to hydraulically convey leachate to a sump area, which will contain two submersible pumps. From there leachate will be pumped through a solid wall HDPE pipe to above-ground tanks for storage. Clean-out riser pipes will be provided for each lateral as shown on the drawings to allow for periodic cleaning. Pretreatment, if required, will be employed on-site to meet the standards for disposal into a sanitary sewer line feeding a publicly owned treatment works (POTW) facility. 1.10.2 Leachate Generation Rates Leachate is generated from several sources: the moisture generated from the decomposition of waste, the liquids present at the time of disposal, and storm water that infiltrates the waste. Disposal of gross quantities of liquid is currently prohibited in MSW landfills and unless it has rained during collection, most waste is dry; therefore, the majority of all leachate is derived from precipitation. The addition of liquids enhances biodegradation, gas production and waste settlement. Operations can greatly influence the diversion of precipitation from the landfill and hence impact the amount entering the system to be collected as leachate at some future date. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 12 HDR has tracked leachate collection at the Hanes Landfill since the first lined cell was opened in May of 1997. Currently leachate is collected from the closed unlined landfill via a collection trench below the piggyback slope, the lined cell in the original landfill area (piggyback cell), and Phase 1, Cells 1, 2 and 3 and Phase 2 Cell 4 of the expansion landfill. Data collected through June 2008 is illustrated on Figure 2. This figure illustrates total leachate generation, rainfall, relevant dates in the history of the leachate collection system, average gallons of leachate production per day between the relevant dates and trends for the two major phases of collection (piggyback and western expansion). Table 3 indicates leachate collection averages per period and cumulatively. This data is also illustrated on Figure 2. Table 3 Leachate Collection Milestone Dates Cumulative (gals) Interval Rate Between Events (gpd) Rate to Date, from May 1997 (gpd) Significant Event 1-May-97 0 1,985 1,985 Lined 15-acre Cell 1 opens (piggyback cell, original landfill area) 1-Jan-98 486,215 7,825 5,219 Collection of Rain Data at landfill is initiated 1-Nov-98 2,865,065 5,146 5,193 Lined 10-acre Cell 3A opens (Piggyback cell, original landfill area) 1-Sep-99 4,429,596 93,426 10,013 Hurricane Floyd 20-Oct-99 9,304,732 3,686 8,997 Hurricane Floyd 10-Apr-00 9,671,580 6,375 8,420 Lined 12-acre Cell 2 opens (piggyback cell, original landfill area) 7-Feb-01 11,602,938 12,967 8,593 Lined Cell 3 opened to Cell 2 Sump (original landfill area) 2-Apr-01 12,308,263 1,504 6,707 End of Spring Rain 3-Sep-02 13,089,140 3,151 6,268 Leachate Tank A bypassed for new construction 5-Jun-03 13,954,703 3,890 6,107 Leachate Tank A reconnected to system 28-May- 03 14-Nov-03 14,585,364 3,584 5,634 Leachate system start-up training 17-May-05 16,556,272 13,909 6,785 Phase 1 Cell 1A opens (landfill expansion area) 4-Sep-06 23,156,411 35,113 9,616 Phase 1 Cell 2 connected to leachate system (landfill expansion area) 18-Sep-07 36,464,167 Lined landfill in original area closed (Piggyback cell) The peak leachate collection at the site (~93,426 gallons per day) was experienced in the fall of 1999, immediately following Hurricane Floyd’s impact on the area. The data suggests the average amount collected from the closed landfill area is approximately 5,328 gallons per day. When the Phase 1 landfill expansion area is added, the collections increase on average to Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 13 24,508 gallons per day or an additional 19,180 gallons per day. Two tanks at the facility provide a total of 414,000 gallons of capacity for leachate storage prior to discharge. The landfill is permitted to discharge leachate to the local POTW. It is anticipated that approximately 19,180 gallons per day of leachate would be collected on average days from the Phase 2 of the landfill expansion based on Phase 2 being similar in size and operations to Phase 1. The existing tanks have nine days of storage capacity assuming a combined daily generation average of 43,688 gallons is collected without any discharge occurring. Currently, the City is allowed to discharge all leachate to the waste water treatment plant immediately after collection. 1.10.3 Leachate Management Systems 1.10.3.1 LEACHATE PIPELINE OPERATING CAPACITY The selected diameter for the leachate collection laterals and headers (minimum 8 inches) will be sufficient to drain leachate so as not to exceed 1 foot of head above the base liner. The maximum spacing for the laterals of 100 feet, as shown on the drawings, is based on the potential for recirculating leachate in the future. The chemical properties of the pipes and any materials used in installation will be selected to minimize the adverse affects of leachate corrosion. The physical properties of the pipe were selected to provide adequate structural strength to support the maximum static and dynamic loads and stresses imposed by the overlying materials and any equipment used in construction and operation of the proposed expansion. The material surrounding the leachate collection pipes will consist of a coarse aggregate installed to provide a direct conduit between the pipe and waste. The aggregate will be chemically compatible with the leachate generated and will be placed to provide adequate support to the pipes. Calculations for various materials and conditions are included in the previously submitted Phase 2 Construction Permit Application. 1.10.3.2 CAPACITY OF STORAGE AND TREATMENT FACILITIES The proposed method for storing the extracted leachate from the proposed expansion will be in the form of two above-ground circular tanks. The tanks each have a 42-foot diameter and a 20- foot wall height. Each tank has a capacity of approximately 207,000 gallons. The preliminary estimates are based on leachate generated from the proposed landfill expansion unit (90+/- acres) and the existing lateral expansion (closure state). An approximately 6-foot tall concrete wall approximately 120 ft x 68 feet encompasses both tanks and provides a capacity of 366,000 gallons of secondary containment. The storage requirements will be reevaluated for Phase 3 once actual generation rate data has been collected from the Phases 1 and 2. 1.10.3.3 FINAL DISPOSAL PLANS AND DISCHARGE LIMITS The City/County Utilities Commission manages wastewater and intends to handle the treatment and disposal of leachate internally. A sanitary sewer main (30-inch, gravity) is available on landfill property and will be utilized for transporting the leachate to the local POTW. The sewer main has adequate capacity to handle the anticipated leachate flow rates. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 14 The receiving wastewater treatment plant also has adequate capacity to handle the anticipated leachate discharge from the landfill. The plant is permitted to receive up to 15 MGD total intake from all entities and is presently receiving approximately 11 MGD. That provides more than adequate capacity to handle the relatively small amount of discharge contributed by the landfill. Ha n e s L a n d f i l l Wi n s t o n L e a c h a t e D a i l y . x l s x CP A # 2 L e a c h a t e 9/23/20164-Sep-06 1 - M a y - 9 7 1 - J a n - 9 8 1 - N o v - 9 8 1 - S e p - 9 9 2 0 - O c t - 9 9 1 0 - A p r - 0 0 7 - F e b - 0 1 2 - A p r - 0 1 3 - S e p - 0 2 5 - J u n - 0 3 1 4 - N o v - 0 3 1 7 - M a y - 0 5 4-Sep-06 18-Sep-07 1 , 9 8 5 7 , 8 2 5 5 , 1 4 6 9 3 , 4 2 6 3 , 6 8 6 6 , 3 7 5 1 2 , 9 6 7 1 , 5 0 4 3 , 1 5 1 3 , 8 9 0 3 , 5 8 4 13,909 35,113 050100150200250300350400450 0 5, 0 0 0 , 0 0 0 10 , 0 0 0 , 0 0 0 15 , 0 0 0 , 0 0 0 20 , 0 0 0 , 0 0 0 25 , 0 0 0 , 0 0 0 30 , 0 0 0 , 0 0 0 35 , 0 0 0 , 0 0 0 40 , 0 0 0 , 0 0 0 45 , 0 0 0 , 0 0 0 Ja n - 9 7 J a n - 9 8 J a n - 9 9 J a n - 0 0 J a n - 0 1 J a n - 0 2 J a n - 0 3 J a n - 0 4 J a n - 0 5 J a n - 0 6 J a n - 0 7 J a n - 0 8 J a n - 0 9 J a n - 1 0 Cumulative Rainfall (gallons)Millions C u m u l a t i v e L e a c h a t e ( g a l l o n s ) Ti m e Pr o b a b l e L e a c h a t e G e n e r a t i o n ( g a l s ) In t e r v a l R a t e b e t w e e n E v e n t s ( g p d ) Pi g g y b a c k 1 5 a c r e C e l l 1 o p e n s Start Rain Data Collection Pi g g y b a c k 1 0 a c r e C e l l 3 A o p e n s Hu r r i c a n e F l o y d Pi g g y b a c k 1 2 a c r e C e l l 2 o p e n s Cell 3B Opened to Cell 2 sump En d S p r i n g R a i n Ta n k A b y p a s s e d f o r n e w c o n s t r u c t i o n Ta n k A r e c o n n e c t e d 5 / 2 8 t o s y s t e m Leachate System Startup Training Ex p a n s i o n s u b c e l l 1 A o p e n s Ad j u s t e d D a t a R e c o r d e r I n f l u e n t T o t a l ( g a l ) Ph a s e 1 E x p C e l l 2 c o n n e c t e d t o s y s t e m Piggyback Closure Certified Ad j u s t e d S i t e R a i n f a l l ( G a l l o n s ) Li n e a r T r e n d o f E x p a n s i o n & P i g g y b a c k G e n e r a t i o n Li n e a r T r e n d o f P i g g y b a c k G e n e r a t i o n Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 17 1.11 Non-Disposal Waste Management Units 1.11.1 Residential Drop-Off Area When customers arrive at the Hanes Landfill scale house, the waste screening process begins (see Waste Screening Programs in the Operations Plan). Once the weighmaster determines the waste is authorized for disposal, the customer is directed to appropriate place for unloading. Not all vehicles that transact business at the landfill are directed to the working face for unloading of their waste. For the most part, small vehicles such as cars, pickup trucks, vans, trailers are sent to the Residential Drop-off Area (RDA). This RDA is located immediately adjacent to the scale house and is composed of ten bays by which customers can unload their waste into roll-off containers. Once the containers are full, landfill staff transport those containers to the working face. One of the bays located at the RDA is reserved for scrap metal. Customers and landfill staff routinely unload scrap metal into this container and once full it is taken to a scrap metal recycler. Presently, this off-site metal recycler is OmniSource, (336) 725-8333. 1.11.2 Scrap Tire Area The Hanes Mill Road Landfill operates a scrap tire collection facility within the facility boundary of the landfill because whole scrap tires are banned from landfilling. This facility is located immediately adjacent to the Residential Drop-off Area and consists of a dock which is used for off-loading and storage of scrap tires. Presently, this is operated under contract by Central Carolina Holdings (CCH), (919) 499-2301. Most customers that use this scrap tire collection facility are permitted, scrap tire haulers, hauling whole scrap tires from tire retailers. These haulers arrive at the scale house where the latest North Carolina Scrap Tire Certification form is presented to the weighmaster. If Parts I and II of this form are properly executed, the weighmaster executes Part 3 of the form. No charge is levied for this transaction. The weighmaster then gives the hauler a voucher indicating the number of tire brought in his load. The hauler is then directed to give this voucher to contractor personnel located at the scrap tire dock. See Appendix 1 for a sample of this voucher. The hauler then unloads the tire at the dock while the contractor loads the tire into on-site trailers. Once a trailer is full, it is transported to the contractor’s scrap tire recycling/disposal facility. For those customers that do not have an executed North Carolina Scrap Tire Certification form, they are charged the appropriate fee, given the tire voucher, then directed to the scrap tire off- loading dock. 1.11.3 White Goods Area The Hanes Mill Road Landfill operates a white goods facility within the facility boundary of the landfill because white goods are banned from landfilling. This facility is located immediately adjacent to the maintenance shop, and consists of a large concrete pad with push walls. Customers that arrive at the Hanes Mill Road Landfill with white goods transact business at the scale house as normal waste does. However in this case, there is no tipping fee for white goods. Once the transaction is complete, the customer is directed to the white goods facility, Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Facility Report 18 which is staffed by either trained City employees or trained temporary labor. The white good is then unloaded upon the concrete pad where white goods that contain CFCs are separated from the ones that do not contain CFCs. Presently, the Hanes Landfill retains the service of an outside contractor to extract the CFCs for recycling. When the white good has had the CFC extracted, the unit is marked to identify what units can then be loaded into a roll-off container for transportation to a scrap metal recycler. The following are the contractors for this facility: Present CFC extraction vendors: Rapid Recovery (877) 372-7732; and scrap metal recycler: OmniSource, (336) 725-8333. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Appendix 1 – Scrap Tire Voucher 1 Appendix 1 – Scrap Tire Voucher Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Appendix 1 – Scrap Tire Voucher This page intentionally left blank. This page intentionally left blank. Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Appendix 2 – Norfolk Southern Railroad Agreements 2 Appendix 2 – Norfolk Southern Railroad Agreements Winston-Salem City/County Utilities Commission | Hanes Mill Road Landfill – Facility Plan Appendix 2 – Norfolk Southern Railroad Agreements This page intentionally left blank. City of Winston-Salem | Hanes Road Landfill Facililty Plan Drawings C Appendix C – Facility Plan Drawings 00G-01 – Facility Plan East 00G-02 – Facility Plan West This page intentionally left blank. Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . City of Winston-Salem | Hanes Road Landfill Approved Veneer Slope Stability Analysis D Appendix D – Approved Veneer Slope Stability Analysis Approved Veneer Slope Stability Analysis This page intentionally left blank. City of Winston-Salem | Hanes Road Landfill Specification 31-38-35 E Appendix E – Specification 31-38-35 Specification 31-38-35 This page intentionally left blank. 10025968 Xcel Energy February 2017 Pawnee Station East CCR Landfill Construction and Closure - Permit Package EROSION CONTROL LAYER 31 38 35 - 1 SECTION 31 38 35 1 EROSION CONTROL LAYER 2 PART 1 - GENERAL 3 1.1 SUMMARY 4 A. Section Includes: 5 1. Soil materials placed between cap liner system and top soil layers after placement of waste 6 within the landfill cell. 7 B. Related Sections include but are not necessarily limited to: 8 1. Division 00 –Bidding Requirements, Contract Forms, and Conditions of the Contract. 9 2. Division 01 – General Requirements. 10 3. Section 31 23 00 – Earthwork. 11 4. Section 31 32 19 – Geotextiles. 12 5. Section 31 38 10 – Initial Soil Barrier. 13 6. Section 33 47 14 – High-Density Polyethylene (HDPE) Geomembrane. 14 7. Section 40 05 33 – Pipe: Polyethylene (HDPE). 15 8. Construction Quality Assurance Plan. 16 1.2 QUALITY STANDARDS 17 A. Referenced Standards 18 1. ASTM International (ASTM): 19 a. C33 – Standard Specification for Concrete Aggregates 20 b. C136 – Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates 21 c. D422 – Standard Test Method for Particle Size Analysis of Soils. 22 d. D2434 – Standard Test Method for Permeability of Granular Soils (Constant Head). 23 e. D4373 – Standard Test Method for Rapid Determination of Carbonate Content of Soils. 24 f. D5084 – Standard Test Methods for Measurement of Hydraulic Conductivity of 25 Saturated Porous Materials Using a Flexible Wall Permeameter. 26 2. South Carolina State Highway Department, Standard Specifications for Highway 27 Construction, current edition. 28 1.3 SUBMITTALS 29 A. See Specification Section 01 33 00 for requirements for the mechanics and administration of the 30 submittal process. 31 B. Shop Drawings. 32 a. Source of materials 33 b. Permeability test results for all materials 34 c. Gradation test results. 35 d. Other laboratory test results 36 C. Miscellaneous Submittals 37 1. Bulk sample of each material, to the CQA Consultant for acceptance, at least four weeks 38 prior to use of the material 39 2. Periodic surveys of each layer during construction for thickness verification. Frequency of 40 survey submittals to be established between CONTRACTOR and CQA consultant prior to 41 placement. Follow the CQA plan for surveying requirements. 42 1.4 JOB CONDITIONS 43 A. Take necessary precautions to protect synthetic landfill liner from damage due to any 44 construction activity. Repair damages to liner at own expense. Assess no cost to OWNER or 45 ENGINEER for any damages to liner system or pipe resulting from placement activities. 46 10025968 Xcel Energy February 2017 Pawnee Station East CCR Landfill Construction and Closure - Permit Package EROSION CONTROL LAYER 31 38 30 - 2 B. Protect and maintain benchmarks, monuments, or other established points and reference points 1 and if disturbed or destroyed, replace items to full satisfaction of OWNER and controlling 2 agency. 3 1.5 DEFINITIONS 4 A. Geosynthetics: Any of several man-made materials including geotextiles, geocomposite drainage 5 components and geomembranes. 6 1.6 TOLERANCES 7 A. Materials shall be placed to the lines and grades as shown on the Contract Drawings, except that 8 an overbuild of 1 IN is allowed. Remove material placed beyond these limits. 9 PART 2 - PRODUCTS 10 2.1 MATERIALS 11 A. Material: The erosion control layer material shall be obtained from sources that meet the 12 applicable specification. Submit test data from at least two samples of material for shop drawing 13 approval prior to placement in the WORK. 14 1. Free of roots, sod or other organic matter, and frozen material. The material shall be of 15 durable and noncarbonaceous origin. 16 2. Erosion Control Layer Material 17 a. As approved by ENGINEER. 18 b. 100% passing 2 IN sieve, and > 50% passing the #200 sieve per ASTM D422. 19 c. Permeability averages less than 1E-2 cm/sec per ASTM D2434. 20 B. Interface Friction Tests: 21 1. Test materials using ASTM D 5321. Section 1060 Special Conditions, outlines the 22 conditions under which this material shall be tested. 23 2. This material is part of a system. The system shall meet the requirements before the 24 component materials can be deemed acceptable. 25 PART 3 - EXECUTION 26 3.1 GENERAL 27 A. The erosion control layer material may be placed directly over the geosynthetics, thus, extreme 28 caution shall be exercised by the CONTRACTOR to prevent damage to the liner system 29 materials. 30 B. Placement of these materials shall be conducted only when the CQA Consultant or his 31 representative is informed in advance of the intent to perform this work and is present at the site 32 to observe the placement. 33 C. The CONTRACTOR shall exercise care in maintaining a true line and grade an all piping during 34 placement and spreading of the material. 35 D. Materials shall be placed over the geosynthetics only after areas have been released by the 36 Geomembrane Installer and the CQA Consultant. The materials shall be placed as specified 37 below. 38 1. All materials shall be placed and spread with low ground pressure equipment (6 psi ground 39 pressure or less) as approved by the ENGINEER to reduce potential damage to the 40 geosynthetics. The geosynthetics surface shall be off limits to construction traffic. Hard 41 turning of tracked equipment on the soil must be avoided. 42 2. At least 12 IN of separation between the geosynthetics and all low ground pressure 43 equipment shall be maintained. 44 3. Material shall not be placed over standing water or ice. 45 4. Material shall be compacted to maximum attainable compaction. 46 10025968 Xcel Energy February 2017 Pawnee Station East CCR Landfill Construction and Closure - Permit Package EROSION CONTROL LAYER 31 38 30 - 3 5. Material on slope shall be placed from the bottom to top of the slope. 1 E. The materials shall be spread in a manner that minimizes development of folds in the 2 geosynthetics. Any portions of the geosynthetics that develop crimp shall be repaired by the 3 CONTRACTOR at no expense to the OWNER. 4 1. If during spreading, excessive wrinkles develop, the CONTRACTOR shall adjust placement 5 and spreading methods, or cease until the geosynthetics cool and wrinkles decrease in size. 6 2. Wrinkles that exceed approximately 6 IN in height and cannot be eliminated by amended 7 placement and spreading methods shall be cut and repaired by the geosynthetics installer in 8 a method approved by the CQA Consultant. 9 F. The erosion control layer shall be spread over the drainage composite in a manner that 10 minimizes development of folds in the underlying geosynthetics. Any portions of the 11 geosynthetics that develop crimp and/or tear shall be repaired by the contractor at no expense to 12 the OWNER. 13 G. Any damage to the underlying soil or geomembrane liners or other geosynthetics shall be 14 repaired in accordance with the applicable Section of these Specifications at CONTRACTOR’s 15 expense. 16 H. Stockpiling of materials within the closure limits shall be subject to advanced approval by the 17 CQA Consultant. Any hauling equipment (dump trucks, etc.) operating within the closure limits, 18 shall have a minimum of 3 feet. of separation between the vehicle wheels and the geosynthetics. 19 I. Any areas where unauthorized or tracked equipment has operated over geosynthetics shall be 20 subject to investigation for potential geosynthetics damage. Such investigations may include 21 removal of overlying materials in the affected areas and visual inspection of the geosynthetics. 22 These activities shall be conducted under direction by the CQA Consultant at CONTRACTOR's 23 expense. 24 J. Test areas to evaluate potential damage due to equipment operations may be required by the 25 CQA Consultant to assess equipment to be used by the CONTRACTOR. The test area shall be 26 outside the cell limits, use scrap materials not to be used in cell construction, and model 27 construction conditions as closely as is practical. Test area parameters shall be determined by the 28 CQA Consultant and CONTRACTOR in advance of construction of the leachate collection 29 system. 30 3.2 QUALITY CONTROL 31 A. The CQC Consultant shall perform testing of the materials. 32 B. Ensure CQA Consultant has at all times immediate access for the testing of all related work. 33 C. Perform CQC testing of all materials. 34 1. Perform gradation tests at a frequency of 1 per 1,500 CY, or portion thereof, per ASTM 35 D422. 36 2. Perform permeability tests at a frequency of 1 per 3,000 CY, or portion thereof, per ASTM 37 D5084 or ASTM D 2434 depending on material. 38 a. Permeability samples shall be compacted to 95% of standard proctor before testing. 39 3. Perform compaction testing at a frequency of 1 per 500 cubic yards, or portion thereof, per 40 ASTM D698. 41 D. Confirm specified thickness by survey at a frequency of eight (8) points per acre. 42 E. Reject or modify material not meeting specifications. 43 1. Provided the CONTRACTOR demonstrates that the materials exceed the permeability 44 requirement, the ENGINEER may consider approval of materials with more than 10% fines. 45 END OF SECTION 46 This page intentionally left blank. City of Winston-Salem | Hanes Road Landfill Water Quality Management Plan F Appendix F – Water Quality Management Plan Water Quality Management Plan This page intentionally left blank. Water Quality Monitoring Report Hanes Mill Road Landfill – Solid Waste Expansion Winston-Salem City/County Utilities City of Winston-Salem, North Carolina May 2017 HDR Project 10043322 This page intentionally left blank. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Contents i Contents Contents ...................................................................................................................................... i Background ................................................................................................................................ 3 Introduction ................................................................................................................................ 3 2.1 Geology and Hydrogeology ........................................................................................... 3 Water Quality Monitoring System ............................................................................................... 5 3.1 Sampling Locations ....................................................................................................... 5 3.2 Well Construction .......................................................................................................... 6 Monitoring Program ................................................................................................................... 6 4.1 Summary ....................................................................................................................... 7 4.2 Data Collection .............................................................................................................. 7 4.3 Analytical Procedures.................................................................................................... 8 Quality Assurance / Quality Control ...........................................................................................10 5.1 Field Quality Control Samples ......................................................................................10 5.2 Laboratory Quality Control Samples .............................................................................11 5.3 Equipment Calibration and Maintenance ......................................................................11 5.4 Data Tracking and Management ..................................................................................13 5.5 Data Verification and Reporting ....................................................................................13 References ...............................................................................................................................14 Tables Table 1 Monitoring Network Well Construction Details ............................................................... 6 Table 2 Summary of Monitoring Sample Locations and Functions ............................................. 8 Table 3 Updated MNA Monitoring Parameters and Methods ...................................................... 8 Table 4 Field Equipment Calibration Summary .........................................................................12 Figures Figure 1 – WQMP Overall Expansion Area Figure 2 – WQMP Sampling Locations Appendices Appendix A – Boring Logs Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Contents ii This page intentionally left blank. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Background 3 1 Background The purpose of this Water Quality Monitoring Plan is to provide a program for the collection and evaluation of groundwater, surface water and leachate samples of the Hanes Mill Road Municipal Solid Waste Expansion Landfill (Landfill). The Landfill is located at the intersection of US Highway 52, Hanes Mill Road, and Ziglar Road, and is owned and operated by the Winston- Salem/Forsyth County Utility Commission (Commission) under North Carolina Permit No. 34-02. The total site consists of two units (Unit 1 and Unit 2). Unit 1 is closed and includes an unlined portion and a Subtitle D lined portion (aka the “piggyback”); see Figure 1. Unit 1 ceased receiving waste in August 2005 and the Commission is now disposing of waste in the Expansion (Unit 2). Only the Expansion Landfill is addressed in this Plan.. This Plan was prepared in general accordance with North Carolina Solid Waste Management Rules (15A NCAC 13B, Sections .1630 through .1637). It is expected that the monitoring plan will be adjusted periodically in order to address physical changes of the landfill, evaluate the efficacy of monitoring, and accommodate changes in the groundwater. 2 Introduction This program is intended to detect the release of monitored constituents to the uppermost aquifer in a timely manner, so as to be protective of public health and the environment. This program evaluates samples from groundwater wells installed in the uppermost aquifer, as well as surface water, and leachate from the leachate collection system. The Commission conducts routine detection groundwater monitoring (Appendix I constituent list, per Rule 15A NCAC 13B .1633) for the Expansion Landfill; exceedances are compared with North Carolina Quality Standards (15A NCAC 2L, .0202). Two surface water locations are used to monitor the active facility offsite potential surface water conditions. A composite leachate sample is also collected from the leachate holding tanks and analyzed. 2.1 Geology and Hydrogeology The Landfill is located in the southern Piedmont physiographic province of North Carolina. The physiography of the Piedmont is characterized by gentle to rough sloping terrain that becomes increasingly sloped closer to the mountains and is dissected by a well-developed drainage system. The topography is developed on deeply weathered, belted metamorphic and igneous rocks that generally date from late Precambrian to Paleozoic Era. 2.1.1 Site Geology According to the geologic map of the east half of the Winston-Salem Quadrangle, North Carolina-Virginia, (Espenshade et. al., 1975), the geologic units identified at or adjacent to the Landfill include the following: Cag-Ashe Formation, Caa-Ashe Formation, and Charlotte Belt rocks. Field checks of the local geology confirm that nearly all of the Landfill property is underlain by typical Ashe Formation lithologies. The lithologic protoliths include turbidite facies (the bulk of Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Introduction 4 the formation) and basalt flows (the amphibolite facies). The Ashe Formation is estimated to be 12 to 15 kilometers in thickness (Rankin, 1970). According to the soil survey of Forsyth County, North Carolina, prepared by the United States Department of Agriculture (USDA) Soil Conservation Service (SCS) (1976), the surficial soils at the Landfill belong to the Pacolet-Cecil Association. These soils are characteristic of Piedmont uplands where well-drained soils with a loamy surface layer and a clayey subsoil layer are found predominantly on gently sloping to sloping land. The Landfill is dominated by three main soil series which include the Hiwassee series, the Pacolet series, and the Madison series. A fourth series (Chewacla series), found outside of the footprint of the proposed landfill unit(s), is present along the floodplain of Grassy Creek. 2.1.2 Site Hydrogeology Golder Associates NC, Inc. (Golder) currently implements the groundwater monitoring plan at the Landfill. According to the most recent Second Semi-Annual 2016 Sampling Event Report (January 2017), the uppermost groundwater beneath the facility is present in a shallow, unconfined aquifer comprised of partially weathered, fractured, metamorphic intrusive rock. Groundwater occurs at depths ranging from approximately 3 to 50 feet below grade. As presented in the January 2017 Report, the groundwater flow in the uppermost aquifer beneath the active landfill is semi-radial, flowing primarily east toward Grassy Creek, but also north and south to tributaries of Grassy Creek. Groundwater flow directions are generally consistent with historical gauging events (Golder, 2017). The estimated rate of groundwater flow for the uppermost aquifer beneath the facility was calculated for recent average hydraulic gradients to be approximately 0.043 foot/foot. The hydraulic gradient calculations are consistent with values from previous reports (Golder, 2017). Using the above values, the average estimated linear groundwater flow velocity under the active landfill is approximately 126 feet/year (Golder, 2017). The range of groundwater flow is expected to vary depending on the hydrogeologic unit in which it occurs. The linear velocity equation above makes the simplified assumptions of a homogeneous and isotropic aquifer. This equation represents a likely average value for the uppermost aquifer and does not account for heterogeneous and/or anisotropic conditions that may be present in the uppermost aquifer at the facility (Golder, 2017). 2.1.3 Surface Water The main surface water drainage features of the MSW Expansion Landfill is the Grassy Creek North Branch Creek (NBC) and Grassy Creek itself. Surface water drainage from the Landfill is controlled through a series of ditches and sediment ponds. The 100-year floodplain of Grassy Creek is located to the East of the MSW Expansion Landfill at a topographic elevation between 800 and 805 feet msl. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Water Quality Monitoring System 5 3 Water Quality Monitoring System Water quality at Unit 2 of the Landfill is currently being monitored in accordance with the previously submitted 2010 Expansion Area Construction Permit Applications Water Quality Monitoring Plan, approved between the City of Winston-Salem (City) and the NCDENR. This updated WQMP will replace that Landfill wide monitoring plan upon its approval and will better establish sampling and analysis specifically for the Solid Waste Expansion Landfill. 3.1 Sampling Locations There are currently 12 groundwater sample locations, two surface water sample locations and one leachate sampling location. They include the following: 3.1.1 Background Well The background well, MW-1RR, is hydraulically "upgradient" of the units and is located near the scalehouse (Figure 1). Historical and current water table elevation data indicates this well is consistently in an upgradient position. As discussed in detail as part of the Design Hydrogeologic Report, the uppermost aquifer at the Landfill is the saprolite derived from weathering of Ashe Formation rocks. The background well is completed in this uppermost aquifer, with a well screen that spans the water table, per NCDEQ. 3.1.2 Groundwater Monitoring Wells The proposed groundwater monitoring network for the Solid Waste Expansion Landfill cells includes background well MW-1RR, one upgradient compliance monitoring well MW-12, and a total of ten side gradient or downgradient wells (MW-13, MW-14, MW-15, MW-16, MW-17, MW- 18, MW-19, MW-20, MW-21 and MW-22) (Figure 2). 3.1.3 Surface Water Monitoring Points Two surface water sample locations (SW-1, and SW-2) were selected to monitor the quality of surface water on the Landfill property. SW-1 and SW-2 are located along Grassy Creek. Surface water samples representing background water quality along the northern side of the Landfill will be sampled from the upstream end of Grassy Creek at SW-1. Likewise, a downstream surface water sample, SW-2, will be collected south of the Norfolk-Southern Railroad, crossing the Unit 1 portion of the creek. The location of these surface water sampling locations can be seen on Figure 2. 3.1.4 Leachate Sampling Location One leachate sample will be collected from the tanks. Leachate from both Units is combined in this location before being released to the sewer line leading to the local treatment plant. The leachate sample will be analyzed for BOD, COD, temperature, conductivity, phosphate, pH, ammonia, Total Suspended Solids, sulfates, nitrates, mercury and Appendix I parameters. Leachate samples will be collected for analysis to determine the concentration of constituents released from the waste. This analysis can be compared to Groundwater samples to assist with the source determination for detected constituents at those wells. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Monitoring Program 6 3.2 Well Construction Wells were installed with a screened interval of Schedule 40 PVC well screen with a 0.01-inch slotted opening. The construction of the groundwater monitoring wells is in general accordance with the North Carolina Well Construction Standards. Table 1 presents groundwater monitor well construction details. A schematic showing well-specific construction details for each well is provided in Appendix A of this Plan. Table 1 Monitoring Network Well Construction Details Well Construction Date Well Diameter (in) Top of Casing Well Depth Screened Interval September 2016 Water Levels Geology of Screened Interval (FT MSL) (FT BLS) Depth TOC FT MSL MW- 1RR 5/31/2001 2 896.82 60.0 45.0 - 60.0 40.39 856.43 Bedrock MW- 12 7/22/2002 2 939.05 82.0 67.0 - 82.0 59.16 879.89 Bedrock MW- 13 7/24/2002 2 820.41 32.0 17.0 - 32.0 22.08 798.33 Saprolite MW- 14 7/22/2002 2 814.53 29.0 14.0 - 29.0 20.56 793.97 Saprolite MW- 15 7/23/2002 2 803.32 22.0 5.0 - 20.0 10.72 792.60 Saprolite MW- 16 7/22/2002 2 798.58 20.0 5.0 - 20.0 7.41 791.17 Saprolite MW- 17 7/23/2002 2 801.18 20.0 5.0 - 20.0 5.66 795.52 Saprolite MW- 18 7/23/2002 2 808.5 19.0 4.0 - 19.0 8.61 799.91 Saprolite/PWR MW- 19 7/23/2002 2 811.35 20.0 5.0 - 20.0 7.39 803.96 Saprolite MW- 20 1/12/2009 2 831.91 25.0 15.0 - 25.0 14.58 817.33 Saprolite MW- 21 1/20/2009 2 890.40 56.0 46.0 - 56.0 43.67 846.73 PWR MW- 22 1/13/2009 2 815.70 28.0 18.0 - 28.0 15.50 800.20 Saprolite 4 Monitoring Program The water quality monitoring program for MSW Expansion Landfill includes detection wells, two surface water sampling locations and one leachate collection point. The monitoring plan has been updated in accordance with the NCDEQ comments of February 21, 2017. The Plan includes: sample frequency, sample collection, preservation shipment, analytical procedures, chain of custody control, quality assurance and quality control. These components are designed to ensure monitoring results that provide an accurate representation of water quality at the MSW Expansion Landfill through effective detection monitoring. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Monitoring Program 7 4.1 Summary Based on the extent of the property owned by the Commission, the rate at which groundwater flows, and the stable nature of the groundwater impacts, data gathered from these locations will adequately monitor the facility and track the status of groundwater movement. The physical location of each sampling site is identified on Figure 2. Table 2 summarizes the location, sampling type, parameters, and basic monitoring function for each of the sampling locations included in this Plan. 4.2 Data Collection A brief description of the sampling frequency, monitoring functions, and types of data that will be collected and analyzed during the performance of this Plan is provided in this section. 4.2.1 Analytical Parameters and Frequency The analytical parameters listed in Appendix I will be used for groundwater at the compliance detection wells, surface water, and leachate samples associated with the MSW Expansion Landfill. They will be sampled semiannually. 4.2.2 Groundwater Level Measurements During each required water quality sampling event, static groundwater levels (and total well depth) will be obtained from the proposed groundwater compliance monitoring wells immediately prior to purging. An electronic water level meter capable of measuring differences in water levels of 0.01 feet will be used to obtain these measurements. All measurements will be obtained from a reference point at the top of each PVC well casing which has an elevation established by a North Carolina registered land surveyor. The horizontal position of each well will be established using North Carolina Plane Coordinates. These data will be used to calculate the volume of standing water in each well and will provide information concerning well integrity (e.g.: identify the presence of excessive siltation and casing breaches). All measuring equipment will be decontaminated before use at each well as established by Environmental Protection Agency (EPA) standards. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Monitoring Program 8 Table 2 Summary of Monitoring Sample Locations and Functions Sample ID Sample Type Parameters Analyzed Monitoring Function Appendix I Groundwater Surface Water Leachate Background Data Detection MW-1RR X X X MW-12 X X X MW-13 X X X MW-14 X X X MW-15 X X X MW-16 X X X MW-17 X X X MW-18 X X X MW-19 X X X MW-20 X X X MW-21 X X X MW-22 X X X SW-1 X X X SW-2 X X X Leachate Tank X X1 (1) Additional leachate parameters include BOD, COD, nitrate, sulfate, phosphate, TSS, ammonia and mercury. 4.3 Analytical Procedures 4.3.1 Test Parameters and Methods Low-flow purging and sampling techniques are the preferred methodology for purging and sampling monitoring wells. Dedicated pumps will be utilized where available, otherwise decontaminated peristaltic or bladder pumps will be utilized. The pump will be positioned within the screened interval and will be pumped at such a rate that minimal drawdown will occur in the well. This rate is usually between 100 and 500 milliliters per minute (ml/min) for this site. Table 3 Updated MNA Monitoring Parameters and Methods Parameter Method or Equipment Used Monitoring Frequency Field Parameter Measurements Temperature Water quality meter Semiannual pH Water quality meter Semiannual Specific Conductance Water quality meter Semiannual Oxidation Reduction Potential (ORP) Water quality meter Semiannual Dissolved Oxygen (DO) Downhole or flow through cell meter Semiannual Turbidity turbidity meter Semiannual Water Elevation Electronic Water Level Indicator Semiannual Laboratory Analysis Appendix I VOCs EPA Method 8260 Semiannual Appendix I Metals EPA Method(s) 6010D/6020B/7470A Semiannual Nitrate-N EPA 352.1/353.2/353.3 Semiannual Sulfate EPA 375.4/375.2/300.0 Semiannual Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Monitoring Program 9 Once drawdown has stabilized, a flow through cell will be connected to the water discharge outlet to record field measurements (pH, temperature, specific conductance, dissolved oxygen (DO), salinity, and oxidation reduction potential (ORP)) to determine when a representative sample can be collected. These measurements will be obtained from a field-calibrated instrument in accordance with the manufacturer’s specifications and industry standards. The meter will log the geochemical changes of the purge water and signal when they become stabilized. Well purging efforts will continue until the following stabilized conditions occur: pH ±0.2 units, DO ±0.2 mg/l (or ± 20%, whichever is greater), specific conductance ±5%, ORP ±10 millivolts (please note measuring ORP is optional and is not required). At that time, the flow cell will be disconnected allowing the water quality samples to be collected directly from the discharge tube under low-flow conditions (<100 ml/min). Field measured parameters include pH, specific conductivity, temperature, dissolved oxygen (DO), and oxidation reduction potential (ORP) which serve as indicators of natural chemical processes, as well as indicators of general water quality. 4.3.2 Sample Preservation and Shipment All samples will be collected using the containers, preservatives, and holding times appropriate for each respective parameter being analyzed. The proper chain of custody and sample blank (trip blank and equipment blank) procedures will also be followed accordingly. In addition to providing evidence of attenuation, data (groundwater elevation measurements) will be collected to determine the direction and rate of any potential contaminant migration. All samples will be analyzed for the targeted parameters by a laboratory certified by the State of North Carolina. Surface water samples will be collected according to the “Environmental Investigations Standard Operating Procedures and Quality Assurance Manual”, (May 1996, Sections 5 and 10). Samples will be collected directly into the sample containers facing upstream, at mid-depth, at the center of the channel (except VOCs). Surface water samples for VOC analysis will be collected using decontaminated glass lab containers and transferred to 40 ml vials leaving no headspace. Care will be taken not to disturb the bottom sediment and not to displace the preservative from a pre-preserved sample container. The area of the surface water samples will be selected according to the location of the greatest degree of cross-sectional homogeneity. If available, the surface water sample locations will be selected immediately downstream of riffle areas to ensure good vertical mixing. Tributaries will be sampled as near to the mouth as feasible. Temperature, pH, turbidity, and conductivity will be measured at each surface water sample location. Surface water samples will only be collected if flowing water is noted at the time of sampling (i.e. not stagnant water). 4.3.3 Groundwater Direction and Flow Measurements Groundwater elevations will be calculated for each monitoring well using surveyed top-of-casing elevations prepared by a North Carolina registered land surveyor. Calculated potentiometric surface elevations for each sampling event will be placed on a scaled base map of the facility beside each respective monitoring point and contoured to produce a water table potentiometric surface map depicting potential groundwater flow direction(s) across the site. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Quality Assurance / Quality Control 10 In addition, the estimated groundwater flow velocity will be calculated for each water quality sampling event. Using the static water table potentiometric data, effective porosities, hydraulic conductivity determined from slug tests, and the calculated hydraulic gradients for the respective sampling event, an estimated seepage (pore water) velocity will be calculated to continue to assess the potential for the migration of the low concentrations of VOCs. 4.3.4 Reporting The data from each semiannual sampling event will be evaluated and reported to the NCDEQ along with the regular semiannual groundwater reports. 5 Quality Assurance / Quality Control This information includes definitions and generic goals for data quality and required types and quantities of QA/QC samples. The procedures address: field documentation; sample handling, custody, and shipping; instrument calibration and maintenance; auditing; data reduction, validation, and reporting; corrective action requirements; and QC reporting specific to the analysis performed by the North Carolina Department of Environmental Quality-approved laboratory. 5.1 Field Quality Control Samples These samples, also known as blanks, are not included specifically as laboratory QC samples but are analyzed when submitted to provide quality control data, relative to the field sampling and sample management procedures. Data for these QC samples are reported with associated samples. Field QA/QC samples will be analyzed for the same constituents as groundwater samples (Table 3). 5.1.1 Trip Blanks Trip blanks are a clean sample of analyte-free water provided by the lab that is taken from the laboratory to the sampling site and transported back to the laboratory without having been exposed to sampling procedures; typically, analyzed only for volatile compounds. The purpose is to assess contamination introduced during shipping and field handling procedures. One trip blank will be included in each cooler containing volatiles per sampling day. 5.1.2 Field Blank Field blanks are prepared in the field to evaluate the potential for contamination of a sample by site contaminants from a source not associated with the sample collected (examples include: dust or organic vapors). Analyte-free water provided by the lab will be brought to the field by the sampling crew and transferred to the proper sample container for shipment along with the other samples collected. One field blank sample will be collected per sampling event. All field QC samples will be analyzed for the same constituents as groundwater samples (listed in Table 3), unless otherwise noted. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Quality Assurance / Quality Control 11 5.2 Laboratory Quality Control Samples Groundwater and field QC samples will be analyzed by a North Carolina certified laboratory. Primarily, Environmental Conservation Laboratories (ENCO) and/or Pace Analytical (Pace) will provide analytical services, possibly supported by one or more certified vendor laboratories. At a minimum, laboratory quality control will include analysis of method blank samples and laboratory control samples. 5.2.1 Method Blank The method blank is used to evaluate laboratory contamination in the preparation and analytical steps. The method blank is usually a sample of laboratory reagent water, processed through the same analytical procedures as the sample (i.e., digested, extracted, and distilled). One method blank is prepared and analyzed with each analytical batch and no more than 20 samples. Method blanks are not applicable for pH or conductivity. 5.2.2 Laboratory Control Samples The laboratory control samples (LCS) are used to evaluate the performance of the preparation and analysis steps in the laboratory. The analyte recovery from each is used to monitor analytical accuracy and precision. The LCS is evaluated against the laboratory-derived acceptance criteria. Any compound outside these limits is deemed “out of control” and must be qualified appropriately, or re-analyzed. The LCS consists of a standard matrix known to be free of the analytes of interest, which is then spiked with known concentrations of the target analytes. 5.3 Equipment Calibration and Maintenance 5.3.1 Field Equipment Calibration Procedures and frequencies for calibration of field equipment and their associated quality control objectives are found below in Table 4. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Quality Assurance / Quality Control 12 Table 4 Field Equipment Calibration Summary Equipment Type Frequency of Calibration Check Calibration Standard Precision(a) Accuracy pH, Conductivity, ORP, Dissolved Oxygen and Temperature Meter (YSI or equivalent instrument) Daily (Pre- field activities) pH - Commercially prepared pH buffer solutions (4.0, 7.0, 10.0 standard units) +/- 1 pH Standard Unit +/- 1 pH Standard Unit Specific Conductivity - Commercially prepared conductivity standard (1,409 µmhos/cm) +/- 1 µmhos/cm +/- 5% (standard) ORP - Commercially prepared ORP standard (220 mV) NA NA Dissolved Oxygen - Saturation (mg/L) +/- 0.02 mg/L +/- 5% Turbidity Meter (Turbidometer or equivalent instrument) Daily (Pre- field activities) 10 NTU, 100 NTU, 1000 NTU +/-1.0 NTU +/- 2% standard Water Level Meter (Heron Dipper T or equivalent instrument) Factory calibrated, does not require field calibration 0.1-ft graduated engineer’s tape +/- 0.1 ft +/- 0.01 ft 1) (a) Precision units presented in applicable significant figures 2) All equipment will be calibrated per manufacturer's specifications 3) ft - foot 4) µmhos/cm - micromhos per centimeter 5) NTU - Nephelometric Turbidity Unit 6) °C - degrees Celsius 7) mV - millivolt 8) mg/L - milligrams per Liter 5.3.2 Laboratory Equipment Calibration Written procedures are used for all instruments and equipment subject to calibration. Whenever possible, recognized procedures, such as those published by ASTM International or USEPA, or procedures provided by manufacturers, are adopted. If established procedures are not available, a procedure is developed considering the type of equipment, stability characteristics of the equipment, required accuracy, and the effect of operational error on the quantities measured. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Quality Assurance / Quality Control 13 5.4 Data Tracking and Management During field activities, field log books and field data sheets will be maintained by site personnel and the field/sampling crew. The field log books and field data sheets document site activities, sample locations, notes from sampling crew, equipment calibration data, and any pertinent observations made during well development and sampling activities. It is the responsibility of the Owner’s designee to ensure information/data is being properly documented. 5.5 Data Verification and Reporting 5.5.1 Data Verification Data verification refers to the process of evaluating a data set for completeness – that data requested from the laboratory has been received and complies with specified requirements. All project decisions, conclusions, and recommendations will be based upon verified (and validated) data. The purpose of data verification is to insure that all data used for subsequent evaluations and calculations are scientifically valid, of known and documented quality, and legally defensible. 5.5.2 Data Validation Data validation describes an analyte and sample specific process of evaluating that a data set meets method, procedure and contract requirements. Analytical results and qualifiers will be assessed using professional judgment to determine the final quality and usability of the data. ENCO and Pace perform this data validation process but the Owner’s designee much provide an independent review as well. Examples of data validation qualifiers include: U The analyte was analyzed for, but was not detected to, the method detection limit, and was not quantifiable to the reporting limit. J The result is an estimated quantity. The associated numerical value is the approximate concentration of the analyte in the sample. J+ The result is an estimated quantity, but the result may be biased high J- The result is an estimated quantity, but the result may be biased low. UJ The analyte was not detected; however, the result is estimated due to discrepancies in meeting certain analyte-specific quality control criteria. R The data is unusable. The sample results are rejected due to serious deficiencies in meeting QC criteria. The analyte may or may not be present in the sample. Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan References 14 6 References Klingman, R., 2010, “Design Hydrogeological Report Proposed Lined Subtitle D Municipal Solid Waste Landfill Hanes Mill Road Landfill – Phase 2 Expansion”, Buxton Environmental, Inc., Charlotte, North Carolina Charles C. Daniel, III and R.A. Payne, 1990, “Hydrogeologic unit map of the Piedmont and Blue Ridge provinces of North Carolina”, USGS Water Resources Investigations Report 90- 4035 HDR Engineering, Inc. of the Carolinas, 2010 “Winston Salem Expansion Landfill Phase II Construction Permit Application”, HDR Engineering Inc., Charlotte, North Carolina U.S. Environmental Protection Agency, May, 1996, “Environmental Investigations and Standard Operating Procedures and Quality Assurance Manual”, U.S. Environmental Protection Agency, Region 4, Athens, Georgia Golder Associates NC, Inc., 2017, “Water Quality Monitoring Report Second Semi-Annual 2016 Sampling Event”, Golder Associates NC, Inc., Greensboro, North Carolina HDR Engineering, Inc. of the Carolinas, 2003 “AS-Built Certification Documentation for the Hanes Landfill Cell 1 Expansion”, HDR Engineering Inc., Charlotte, North Carolina Rankin, D.W., 1970, “The Blue Ridge and the Reading Prong: stratigraphy and structure of Precambrian rocks in northwestern North Carolina”, Wiley-Interscience, United States Department of Agriculture, 1976, “Soil Summary of Forsyth County”, Soil Conservation Service, Washington, D.C. The North Carolina Dept. of Environment, Health, and Natural Resources, Division of Land Resources, NC Geological Survey, in cooperation with the NC Center for Geographic Information and Analysis, 1998, “Geology - North Carolina Map”, United States Geological Service U.S. Environmental Protection Agency, 2013, “Groundwater Sampling Operating Procedure”, SESDPROC-301-R3, Science and Ecosystem Support Division, Region 4, Athens, Georgia Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Figures Figures This page intentionally left blank. Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Winston-Salem City/County Utility Commission | Hanes Mill Road Landfill – Water Quality Monitoring Plan Appendix A – Boring Logs A Appendix A – Boring Logs This page intentionally left blank. Table 4 Hanes Mill Road MSW Landfill Groundwater and Surface Water Monitoring Compliance Well/Surface Water Sampling Type of Monitoring Associated Landfill Phase/Cell MW-1RR Corrective Action Inactive Lined Landfill MW-6 Assessment Inactive Lined Landfill MW-6D Assessment Inactive Lined Landfill MW-7 Assessment Inactive Lined Landfill MW-8 Assessment Inactive Lined Landfill MW-9 Assessment Inactive Lined Landfill MW-11 Assessment Inactive Lined Landfill NBC-1 Detection Inactive Lined Landfill NBC-2 Detection Inactive Lined Landfill SW-3 Detection Inactive Lined Landfill SW-4 Detection Inactive Lined Landfill OW-3 Corrective Action Inactive Unlined Landfill OW-4 Corrective Action Inactive Unlined Landfill OW-6 Corrective Action Inactive Unlined Landfill OW-7DA Corrective Action Inactive Unlined Landfill OW-10D Corrective Action Inactive Unlined Landfill OW-11 Corrective Action Inactive Unlined Landfill OW-12 Corrective Action Inactive Unlined Landfill OW-13D Corrective Action Inactive Unlined Landfill OW-14D Corrective Action Inactive Unlined Landfill OW-17D Corrective Action Inactive Unlined Landfill MW-12 Detection Active Landfill MW-13 Detection Active Landfill MW-14 Detection Active Landfill MW-15 Detection Active Landfill MW-16 Detection Active Landfill MW-17 Detection Active Landfill MW-18 Detection Active Landfill MW-19 Detection Active Landfill Hanes Mill Road MSW Landfill Groundwater and Surface Water Monitoring Compliance Well/Surface Water Sampling Type of Monitoring Associated Landfill Phase/Cell SW-5 Detection Active Landfill SW-6 Detection Active Landfill PZ-86* Detection Active Landfill PZ-87* Detection Active Landfill PZ-103* Detection Active Landfill SW-1 Detection Active Landfill SW-2 Detection Active Landfill *Piezometers from the Phase 2 Design Hydrogeological Report that will be renamed when they are converted to permanent monitoring wells. Symbol Legend USCS Symbols ffiffi Ri $T."iî#l'' Graver'sand M¡lÍures' Hililfi ffiy¿;'l u**rs' Grave'sand's'r % 8..J fi ll,?å,o""ers' Graver-sand' ISW-SPl Sands, Gravely Sands, L¡ttle or No Fines [fl{Jfl|| rsM] s¡rty sands, sand-si* Mixrures %[fi9t cravev sanos' sand'crav ililililil [MLl Silts and Very Fine Sands, Silty or Clayey Fine Sands, or Clayey Silts lCLl Clays, Gravely Clays, Sandy Clays, Silty Clays [OLl Organic Silts and Silty Clays lllllllllllll rMH'!s'|s' Fnesandv'rs'ivs' s [CH] lnorganic Clap and Fat Clays [OHl Organic Clays and Silts fPTt Peat, H¡ghly Organic Soils Competent Rock lncompelent Rock Well Symbols I I nioe wim cement packins NN Pipe w¡th bentonite packing Screen w¡th sand packing Ground Water Level 24 hours atter dr¡ll¡ng Sample Type Symbols il Splil Spoon 1 Auser n core ltl Grab/Bu,k t sherbyrube No Recovery Geologist Log: MW-í2 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407-01 I Ground Elevation: 936.80 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft 20 40 60 80 (ú (!o (¡) = Remarks -cooo ı-oE U> Description g .9 (ú c) lrJ Lo-oE)z oo- þ U'3 -9c0 ào) ooofr -2- -1 Ground Surface 937.3 Well Box and Concrete Pad ,,| 2 3 4 11 14 15 16 1 1 17- Vegetated topsoil U.U s34.3 Portland Type I Cement :l SILT Brown, fine to coarse gra¡ned sandy, little clay, micaceous, medium stiff, dry Black, brown, gray, fine to medium grained sandy, silty micaceous, loose, dry ir,u 922.3 1 il 29 24" 2 il 17 2A', '15.u 3 il 100 1z', Drilled By: Engineering Tectonics Drill Method: Augers / Air Rotary Drill Date:712212002 Hole Size: 8" Top of Casing: 939.05 Sheet: 1 of s HDR Engineering, lnc. of lhe Corolinos.l28 S. Tryon Street Sulte 1400 Chorlolte. NC 28æ2 Phone: (704)338ó70 Fox: (7@)338ó7ó0 www.hdr¡nc.com Geologist Log: MW-{2 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 00162-407-01 I G round Elevation : 936.80 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft 20 40 60 80 (g(!o o = Remarks o-oo o-oE Ø Description c.9 (ú o l'JJ o-o EJz oo- F- U> =o co bo o()ofE Brown, tan, gray, fine grained sandy, slightly micaceous, loose, dry Reddish brown, tan, black, little fine to medium grained sand, loose, dry 917,3 Portland Type I Cement ¿v.v 907.3 4 il 33 24" 5 tl 36 24" 30.0 6 il 14 24', 7 il 17 24', Drilled By: Engineering Tectonics Drill Method: Augers / Air Rotary Drill Date:712212002 Hole Size:8" Top of Casing: 939.05 Sheet: 2 of 5 HDR Engineerlng, lnc. of lhe Corollnos 128 S. Tryon Sheet Sutte l¿100 Chorlolte. NC 28202 Phone: (704)338ó700 Fox: (7&t)338ó7ó0 www.hdrlnc.com Geologist Log: MW-12 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No; 001 62-407-01 I Ground Elevation: 936.80 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft20 40 60 80 (ı (ıo o3 Remarks ooo o.o E U) Description c .9 (ú -glrJ o.o E:tz oo t- U)3o !0 ào o()(¡) fE f 38-..1't))39-ll..t -.t40-:o'ti ori ot= *=: oul ou: 47: 48: :ot: uor 51: : 52 53- 54 55- 56- 57- Light brown, white, black, fine to medium grained sandy, slightly micaceous, loosê, dry Reddish brown, tan, white, fine to medium grained sandy, slightly micaceous, loose, dry 8q7 3 Portland Type I Cement 40.0 892.3 I tl 26 24" ¿+c.u 887.3 I tl 30 24', il;! SA,VD Reddish brown, tan, while, silty, fine lo medium gra¡ned, slightly micaceous, loose dry þu.u 482.3 10 il 100 4', snr White, black, tan, fine to coarse grained sandy, micaceous, few pebbles, loose, dry (PWR) 55.U 11 lt 100 6' Drilled By: Engineering Tecton¡cs Drill Melhod: Augers / Air Rotary Drill Date:712212002 Hole Size: 8" Top of Casing: 939.05 Sheet: 3 of s HDR Englneerlng, lnc, of lhe Corollnos 128 S. Tryon Street Suite'ì4@ Chorlofle. NC 28202 Phone: (704)338ó7æ For (704)338ó7ó0 www.hdrinc,com Geologist Log: MW-12 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No; 001 62-407-01 I G round Elevation: 936.80 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft20 40 60 80 (ú (úo o3 Remarks -co-oo ı-oE U) Description c.o (U o trJ o-oE =z oo- F- Ø3o co ào oC)ocf 70- 74- 75- 76- 77- Hard drilling 878.3 3gı- 477.3 Bentonite Seal #2 Silica Sand Pack SAND White, gray, mottled black, silty, fine to coarse grained, medium stiff, slightly moist Auger Refusal on Granite? OU,U 876.3-dr.f 875.3 12 il 100 o iri Air Rotary Competent rock o¿.v 871 .3 i! ilj iit¡'¿t Softer rock / seam öei.5 868.3 d.'r'.¡ .,:t'Softer rock / seam ö9.0 867.3 70.0 Drilled By: Engineering Tectonics Drill Method; Augers / Air Rotary Drill Date:712212002 Hole Size:8" Top of Casing: 939.05 Sheet: ¿ of s HDR Engineerlng, lnc. of lhe Colollnos ì28 S. Tryon Street Suite 1400 Chorlotte. NC 28202 Phone: (704)338{700 Fox: (704)338ó7ó0 www.hdrinc.com Geologist Log¡ MW-12 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407 -01 I Ground Elevation: 936.80 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft 20 40 60 80 (ú (úo o3 Remarks ! o.oo ı-oE U) Description c.o (U o l,,rJ o-oEaz oo- o =oı Þo o() o)cÍ. 78- ,n1. tor 81: 855.3 95 96- 97- End of Borehole óz.u I : I I i I t-- I I Drilled By: Engineering Tectonics Drill Method: Augers / A¡r Rotary Drill Date:712212002 Hole Size: 8" Top of Casing: 939.05 Sheet:5 of 5 HDR Englneerlng, lnc. ol lhe Corollnos 128 S. Tryon Stteet Sulte 14@ Chorlotte, NC 28202 Phone: Fox: (7ûl)338ó7ó0 www.hdrlnc.com Geologist Log: MW-13 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 00162-407-01 8 Ground Elevation: 81 8.50 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft20 40 60 80 (ú Go (¡) 3 Remarks !o-oo oo E Ø Description c.o (U o LrJ o-oE:'z oo- l- U'3o co ào oC)o(r -2 -1 Ground Surface 819.0 Well Box anrj Concrete Pad 1 2 31 4- ur 6 7 B1 I tor ,, ., ,ra, tt: t¿: tur tu, n: F¡II Vegetated fill soil u.u 816.0 _.1- ..-.. ì Portland Type I Cement Bentonite Seal SILT Brown, clayey, some fine grained sand, stiff, dry Brown, lan, white, clayey, some fine grained sand, loose, mo¡st Same but no wh¡te 3.U 809.0 ,| il 23 24', 10.0 804.0 2 il 13 24" 'r 5.u 3 il I 24" Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:712412002 Hole Size: 8" Top of Casing: 820.41 Sheet: 1 of 2 HDR Englneering, lnc. of lhe Corollnos.ì28 S. Tryon Street Suite ì4m Chorloftê. NC 28202 Phone: (704)338ó700 Fox: (7M)338ó7ó0 www.hdrinc.com Geologist Log: MW-{ 3 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407-01 I Ground Elevation: 81 8.50 Geologist: C. Randazzo SUBSURFACE PROF¡LE SAMPLE Shear Strength blows/ft 20 40 60 80 (ú (úo o3 Remarks .c o-q)ô o-oE U) Description c.9 (ú -cIJJ o-oE¿z oa- F. U'3o d) ào o()ofE 28- 29:, 30- 31 - Same with wh¡te 7S9.0 I #2 Silica Sand Pack ¿v.v 787.O 4 tl 13 24" 5 il 22 24" 6 tl 34 24', 37- End of Borehole 3Z.V t Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:712412002 Hole Size: 8" ToP of Casing: 820.41 Sheet: 2 of 2 HDR Englnosrlng, Inc. of lhe Corollnos.l28 S. Tryon Streol Sulle ì4S Cholottê. NC 28æ2 Phone: O04)338 Fox: www.hdrlnc Geologist Log: MW-í4 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407-01 I G round Elevation: B1 2.50 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft20 40 60 80 (! (úo oB Remarks !ooo ı-oEa Description c.9 (ú o LU Lc)-oE5z oo- F- (t)3o m ào) ooofE -2- -1 Ground Surface 8t3.O Well Box and Concrete Pad ,: 2:. 31 o, : ': ZJ. ': ': ,ol ttl ,r-.. tt. 'toi, ,ul tu: n: FiII Vegetated fill soil U.U ß10 0 Portland Type I Cement Bentonite Seal SAND Brown, line to medium grained sand, little sill and clay, micaceous, medium stitf, dry Same but tan, brown, black, white mottled 3.0 803.0 lril1724', I U,U 798.0 2 il 12 24" SILT Brown, lan, black, white, line to medium grained sandy, little clay, micaceous, medium stifi, dry l5.u 3 il 4 24" Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:712212002 Hole Size: 8" Top of Casing: 814.53 Sheet: I of z HDR Englneerlng, lnc. of lhe Corolinos 128 S. Tryon Street SuÌte l40C! Chorlotte. NC 28202 Phone: (704)338ó Fox: Geologist Log: MW-14 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No; 001 62-407-01 I Ground Elevation: 81 2.50 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft 20 40 60 80 $ (so o = Remarks ! o.oo o.o E ct) Description E.9 (ı o IU Lo).cr E¿z (l)o. t- (t3o co ào oC)(I)cf 784.O #2 Silica Sand Pack 4 tl 4 24', I I 5 il 't2 24" I I 35 36- 37- End of Borehole zv.n Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:7122t2002 Hole Size:8" Top of Casing: 814.53 Sheet: 2 of 2 HDR Englneedng, lnc. of lhe ì28 S. Tryon Street Sutte ì4æ Chorlotte. NC 28æ2 Phooe: Fox: www.hdrinc.com Geologist Log: MW-{5 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No; 001 62-407-01 B Ground Elevation: 8003 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/tt20 40 60 80 (U (Uo o = Remarks !ooo ı-oE (n Description c.9 (ú o trJ o-o E:t¿- o)o ì- Ë U'Bo co ào oc)o(E -2- -1 - Ground Surface 801.4 Well Box and Concrete Pad t: Z1 3; ^: 'r 'r ,: 'r 'r tor ttr 't"1 13: to-. tu: ''u: n) F¡II Vegetated fill soil U.U 79F ¿ ,I ,l - -¡ -- -.¡ - -,I I ti Portland Type I Cement Bentonite Seal #2 Silica Sand Pack SILT Tan, brown, white, black, fins to coarse grained sandy, loose, moist Same but stitf ó.u 786.4 1 il 5 24" 2 il I 24" ì5.U 3 il 't4 24" Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:712312002 Hole Size:8" Top of Casing: 803.32 Sheet: I of z HDR Englneerlng, lnc. of lhe Corollnos 128 S. Tryon Sfieet Sutte 1400 Chorlotte, NC 28202 Phone: (704)338ó70 Fox (704)338{7ó0 www.hdrlnc.com Geologist Log: MW-í5 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407-01 I Ground Elevation: 800.9 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/tt 20 40 60 80 (5 ıo o3 Remarks ! o-oÕ ı-oE U) Description c.o (ú o) trJ o.cr E z oo- l- ah3o d¡ ào) ooo)É. 18 19- 20- 2',1- 741 4 \IE SAND Tan, brown, white, black, fine to coarse grained, silty, stiff, moist 2A.O 779.4 4 II 45 24"\ 23 24 25- 26- 27 28- 29- 30- 31 32- 33- 34 35- 36- 37- End ol Borehole ¿¿.v Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:7123t2002 Hole Size: 8" Top of Casing: 803.32 Sheet: e ot z HDR Engineer¡ng, lnc. of lhe Corollnos 128 S. Tryon Street Suite 1400 Chorlotte. NC 28202 Phone: (704)338ó7@ For (7û¡)338ó7ó0 www.hdrinc.com Geologist Log: MW-16 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407 -01 B Ground Elevation: 796.40 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft20 40 60 80 (ı (úo o3 Remarks !ooo o-oE CJ) Description C. .9 (ú o [rJ Lo-o Efz oo- t- (t, =o co ào ooo(f, -2 -1 Ground Surface 79â I Well Box and Concrete Pad 9- 10- 11: 12- 13- 14- 15: tu: flJ Fill Vegetated fill soil U.U 793.9 - -'l -'l Portland Type I Cement Bentonite Seal #2 Silica Sand Pack CLAY Gray, fine to medium grained sandy, silty, stiff, wet ı.u 786.9 1 il 3 24" SILT Brown, tan, white, fine to coarse gra¡ned sandy, loose, wet IU.U 2 il 5 24" ï 3 il 23 24', Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date: 712212002 Hole Size: 8" Top of Casing: 798.58 Sheet: 1 of z HDR Englneerlng, lnc. of lhe Corollnos ì28 S. Tryon SÍeet Suite l4ú Chorlotte, NC 28æ2 Phone: (704)338ó70O Fox: www.hdrinc.com Geologist Log: MW-í6 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407-01 I Ground Elevation: 796.40 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft 20 40 60 80Ittl (! (úo o = Remarks -cooo ı-oE U) Description c.9 (ú o UJ o-oE =z oo. o3oı Þo ooo)G ttr 19: 776.9 ,t 2',t= : ,r1 ,t1 :24.. : ,u1 tuj ,r1 ,t1 zs: *r ttr i "ri ttr g¿: 35: .50- : glJ End of Borehole ZU,U 4 il 23 24'* I I ¡ I I ì 'I tl Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:712212002 Hole Size: 8" Top of Casing: 798.58 Sheet: 2 ot z HDR Englneerlng, lnc. of lhe Corollnos 128 S. Tryon Street Sulte ì4@ Chortotte. NC 28æ2 Phone: (7@t)338ó700 Fox: O04)338ó7ó0 www.hddnc.com Geologist Log: MW-{ 7 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No; 001 62-407-01 I Ground Elevation: 799.1 0 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/tt20 40 60 80 o (úo o3 Remarks -cooo ı-oE U) Description co (ú -0)tü Lo-oEfz oo- Ë3o m ào ooofr -2-, -11 Ground Surface 799.6 Well Box and Concrete Pad FiII Vegetated fill soil u.u 796.6 Portland Type I Cement Bentonite Seal #2 Silica Sand Pack SÁND Gray, silty, fine to coarse grained, loose, micaceous, wet 3.0 789.6 il 2 24'* SILT Tan, brown, white, fine to coarse grained sandy, micaceous, loose, wet tu,u 2 il 2 24" t--.- 3 il I 24', Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:712312002 Hole Size: 8" Top of Casing:801.18 Sheet: 1 of 2 HDR Englnserlng, Inc. of lhe Corollnos ì28 S. Tryon Streot Suite lzl00 Chorlotte. NC 28æ2 Phone: (704)338ó700 For (704)338ó7ó0 www.hdrlnc.com Geologist Log: MW-17 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No; 001 62-407-0't I Ground Elevation: 799.1 0 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/tt20 40 ô0 80 (ú (úo o3 Remarks ooo ı-oE U) Description c.9 (ú o E¡ o.cr E)z oo.l- U'3oı ào o()ofr 18: 19- 779.6 iiiEill: ¡l 21 22 23 24 25 27 End of Borehole ¿a.u 4 il 8 24"l' I t : I I I I I ;' I Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date: 712312002 Hole Size: 8' Top of Casing: 801.18 Sheet: 2 ot e HDR Englneerlng, lnc. ol lhe Corcllnos.l28 S. Tryon Sfieet Sulte 14@ Chorlotte. NC28æ.2 Phone: 004)338ó7@ Fox: www.hdrirc.com Geologist Log: MW-í8 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No; 001 62-407-01 B G round Elevation : 806.30 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft (ú (úo o = Remarks E o-oo ı -ÕE Ø Description co.Fı o LrJ o)-oEfz oo- Þ at3o d) ào ooo cc -2-. -1: Ground Surface 806.8 m Well Box and Concrete Pad ÑK 6: 7- B; 9: 10- 11: 't2: 13: 1o1 15: 16: 17 -. tt: F¡II Vegetated fill soil u.(J 803.8 ii ri Portland Type I Cement Benton¡te Seal #2 Silica Sand Pack N SAfVD Dark gray, black, silty, fine to coarse grained, some pebbles, loose, wet u.0 796.8 ll 4 24" SILT Black, white, tan, fine to coarse grained sandy, micaceous, loose, wet 10.0 791.8 2 il 11 24', SAND Wh¡te, black, tan, silty line to coarse grained, pebbles, gravel, micaceous, wet (typical PWR) Hard Drilling REFUSAL 15.0 790.8 T6.0- 789.8 3 il 100 o I t.v 787.8 End of Borehole 19.0 Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:712312002 Hole Size: 8" Top of Casing: 808.52 Sheet: I of I HDR Eng¡neerlng, lnc. of lhe Corollnos 128 S. Tryon Streel. Suite lzl00 Chorlotte. NC 28æ2 Phone: (7@)338ó700 Fox: ( www.hdrinc.com Geologist Log: MW-19 Project: Winston Salem Hanes Expansion Client: Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407-01 I Ground Elevation: 809. 1 0 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/tl 20 40 60 80 (ú Go o3 Remarks ! o.oo ı.cr E Ø Description c .9 (ú -0)[rJ o-oE =z oo. t- (¡tìo d) ào oao cc -2- -1 - Grouncl Surface aog 6 Well Box and Concrete Pad 1 2 3- 4 5- 6- 7 I 9- 10- 1't- 12- Fiil Vegetated fill soil u.u 806.6 Portland Type I Cement Bentonite Seal #2 Silica Sand Pack SATVD Black, green, white, silty, fine to coarse grained, micaceous, loose, moist Same but medium stiff \t.u 7Q^ ^ : I I *--.-F-1 il 16 24" 2 il 100 12" I .: 't 5.u 3 il 100 12" Drilled By: Engineering Tectonics Drill Method: Hollow Stem Augers Drill Date:712312002 Hole Size:8" Top of Casing: 811.35 Sheet:1 of2 HDR Englneerlng, lnc. of lhe Corollnos 128 S, Tryon Slreet Suite l¿100 Chortofte. NC 28æ2 Phone: (704)338ó7@ Fo* (/04)338ó7ó0 www.hdrinc.com Geologist Log: MW-19 Project: Winston Salem Hanes Expansion Client:Winston Salem Location: Hanes Mill Road Landfill Project No: 001 62-407-01 I Ground Elevation: 809.1 0 Geologist: C. Randazzo SUBSURFACE PROFILE SAMPLE Shear Strength blows/ft20 40 60 80 (ú Go o3 Remarks -co-oo o-oE U) Description c.o (ú o IIJ Lo-oEfz oo- t- u,3o co ào oooE 18- 19- 749 6 E .t.t - : 34- 35-: .to- : .tt' End of Borehole 20.1) 4 tl 100 6' Drilled By: Engineering Tectonics Drill Method: Hollow Slem Augers Drill Date:712312002 Hole Size:8" Top of Casing: 811'35 Sheet: 2 of z HDR Eng¡nserlng, lnc. ol lhe Corollnos.l28 S. Tryon Streêt Sulte 14@ Chodottê. NC 28202 Phone: (704)338ó70 Fox: (704)338ó7@ www.hdrlnc.com Buxton Environrnental, Inc.Consulriile Sç_ry-icgs I l0l South Blvd., Suite tOtCharlottc, Nonh Carolina 28203 Ph (7o4) 344-t4sÙ F'ax (704) 344-1451buxtonenv@bel lsouth. net Boring Log, PZ-86 (Page 1 of 1) Hanes Mill Road Landfill (Phase 2) 325 Hanes Mill Road Winston-Salem, NC 27105 Date Start€d :.t-1249 Dato Complot€d :1í'249 Dr¡lling Company : SAEDACCO, tnc. Dr¡ller Nems : Slefan Smith NC Orillor Cert¡f¡cation : 3576 8oring Logged By : Ross Ktingman, p.G. Dr¡ll¡ng Method : HSA Top-ofCasingElov. :83i.91, Ground Surfaco Elov. :829.03, Natur€l,Cul,FillGrado :Natural Water Levels J_ I Hour= 16.71'BTOC V 24Hours=12.80'BTOC Sample Type SS = Split Spoon ST = Shelby Tube RC = Rock Core BULK = Bulk Soil Cuttings Well: Pz-86 Elev.:831.51' Cas¡ng (2" Oi¿. Sch.40 pVC) Lithologic Description m.oist; med.ium; yellowish brown (SYR (4/6)); medium quartz sandysilty clay with roots; cohes¡ve; medium plasticity; Soil Horizon;(labg¡atgry Results: PZ-86 UD @0-2': USCSjMH; sand=26.3%; silt=1 3.5%, clay=69.2o¡o ;Moislure:33.4%;K=2.03x1 0-6 9yl9eclJoþ! lorisity=46.7%; Effective Poros¡ty=<1 %; Atterberg Limits PL=36, LL=64, Pl=28)5 8 6 I 1 2 2 2 moist; stiff; lþht gray (5YR (7/1)); with red orange bands @ 25degrees and vertical stringers; clayey fine to coarse quartz andm¡ca sand; cohesive; medium plast¡c¡ty: Alluvial wet; soft; yellowish brown (1OYR (5/6)) with rust, white andblacl specks and 10 degree remnant foliation; silty fine mica sand;mild cohesion; no plasticig; Saprolite wet; sofl; yellowish brown (10YR (5/6)) with rust, white andblack specks and 75 degree remnant foliation; silty medium to coarse_quarlz and mica sand; mild cohesion; no plasticity; wet; soft; yellowish brown (1OYR (5/6)) with rust, white and black specks and 75 degree remnant foliation; silg medium tocoarse.quartz and mica sand; m¡ld cohesion; no plasticity; Saprolite ( Laboratory Results: PZ-86 UD @ lS-il'; USCS=SM; sand=61.8, silt=29.1, clay=g.1' Moisture=33.4%; K =1.3 x 104 wet; sofl; yellowish brown (1OYR (5/6)) with rust, wh¡te and black specks and 10 to 75 degree remnant foliation; slighüy clayey(kaolinite) medium to coarse chlorite and quartz sandy silt; ÊEgcöôINó oåô Buxton Environrnental, lnc. Caniul.tù!€!ScrlicçsI l0l South Blvd., Suire tOlCharlottc, North Carol¡na 28203 Ph (7o4) 344-t4s0 F'ax (704) 344-145 Ibuxtonenv@bel lsor¡th.net Boring Log, PZ-87 Hanes Mill Road Landfill (Phase 2) 325 Hanes Mill Road Winston-Salem, NC 27105 Boring Logged 8y : Ross Kt¡ngman, p.G. Dr¡ll¡ng Method : HSA,Mud Rotary,Rock Coro Top-of-Casing Elev. : 890.40' Ground Surface Elev. : 888.72' Natural,Cul,F¡ll Grade : Natural Oatê Started Oato Completêd Drilling Company Drillèr Nams NC Dr¡ll€r Certif¡€tion :1-19.09 :1-20{9 : SAEDACCO, lnc. : Stefan Smith :3676 atoÊ(t .g(o c =oo 3 -9co Water Levels Y 1 Hour =46.09'BTOC V 24 Hours=46.22'BTOC Well: PZ{7 Elâv-: Câsing (2" D¡a. Sch.40 PVC) So¡l Cuttings 8" D¡a. Hollow-Stem Auger Bor¡ng Sample Type SS = Spl¡t Spoon ST = Shelby Tube RC = Rock Core BULK = Bulk Soil Cuttings Lithologic Description 873. 888. 883. 878. 863. moist; medium; dark red (2.5 YR (3/6)); mica sandy silty clay; cohes¡ve; high plasticity; Soil Horizon; (Laboratory Data: PZ-87 UD @ 0-2'; USCS=MH ; gravel=O. 1 o/o; sand=22To,silt= 1 2.2, clay=65.7o¡ot Moisture=41.4olo; K=1.06 x 10-5 cm/sec; Total .Qolo; Effective Porosity=<1 o/o; Atterberg Limits PL=44, As Above from 3 to 4.5'; grades downward to a moisl; medium compact; yellowish red (SYR (4/6)) slightly clayey silty fine to medium sand; mild cohesive: no plasticitv: Soil Horizon moist; medium compact; dark yellowish brown (1OYR (4/4)) with white, black and pink specks and faint horizontal remnant foliation; s¡lty f¡ne to coarse quartz, feldspar and mica sand with gravel; cohes¡onless; no plasticity; Saprolite moist; loose; dark yellowish brown (1OYR ( /4)) with btack and rust specks and faint horizontal remnant foliation; silty fine mica sand; cohesionless; no plasticity; Saprolite moist; medium; reddish yellow (7.5YR (6/8)) with yeltow and btack specks, and black manganeese nodules and stringers; quartz androck gravelly very fine sandy silt; cohesive; no plastlcity; Saprolite moist; reddish yellow (7.5YR (6/8)) with tan and btack specks, and stringers and faint horizontal remnant foliation; silty medium to coarse mica and quartz sand; cohesionless; no plasticity; Saprolite (Laboratory DalaPZ-87 UD @20-22'; USCS=SM;gravel=4.7, sand=56.9%, silt=29.6; clay=6.9' Moislure-31.5%;4.7, sand=56.9%, silt=29.6; clay=6.9' Moislure-31.5%; x 10-5 cm/sec; Total Porosity=51.5%; Effective =24Yol moist; loose; reddish yellow (7.5YR (6/8)) with tan and btack specks, and stringers and 5 to 20 degree remnant foliation; quartz gravely silty medium to coarse mica and quarlz sand; moist; medium compact; strong brown (7.5YR (5/8)) with blacka¡d lan specks and horizontal remnant foliation; slighüy clayey silty fine to medium sand with rock fragments; cohesionless; rio Buxton Environrnental, lnc. Co¡rsultins Scrvicç-s I l0l South B¡vd., Suite 101 Charlotte, North Carolina 28203 Ph (704) 344-l4SO Fax (704) 344-145 I buxtonenv@be I lsouth.net Boring Log, PZ-87 Hanes Mill Road Landfill (Phase 2) 325 Hanes Mill Road Winston'Salem, NC 27105 Dãte Stârted : 1-1949 oate complsted : l-20{9 Orilling Company : SAEDACCO, hc Dr¡ller Nams : Stefan Sm¡th NC Oriller Certil¡câtion : 3676 Bor¡ng Logged By : Ross Ktingmân, P.G. orilling Method : HSA,Mud Rotary,Rock Cofe Top-of-Cas¡ngElev. :890.40' Ground Surfacô Elev. : W.72' Natural,Cut,Fill Grado : Nalural ttoc()c (o ÊJoo 3oı Water Levels _l_ 1 Hour =46.09',8TOC V 24 Hours = 46.22'BTOC Well: PZ-87 Elev.: 5 17 18 30 D¡a. Hollow-Slom Auger Boring 7II l9 (2" D¡a. Sch.40 PVC) 20 40 Screen (2" O¡a. Sch.40 PVC) S¡licâ Sand Pâck Auger Refusal @ 56'; Bedrock Sample Type SS = Split Spoon ST = Shelby Tube RC = Rock Core BULK = Bulk So¡l Cuttings Lithologic Description 858. 848.7 843. 838. moist; compact; dark yellowish brown (1OYR (4/4) with black and white specks and faint horizontal to 5 degree remnant foliat¡on; silty medium to coarse quarlz and m¡ca sand with 8" layer of feldspar and quartz gravel; cohesionless; no plasticig; moist; compact; dark yellowish brown (1OYR (4/4) with black and white specks and faint horizontal to 5 degree remnant foliation; s¡lty medium to coarse quartz, feldpar, hornblende and mica sand; cohesionless; no plasticity: Saprolite wet; compact; dark yellowish brown (10YR (a/a) with black and white specks and faint horizontal to 5 degree remnant foliation; medium to coarse quarlz, feldpar, hornblende and mica sand; no plasticity: Partialty Weathered Rock wet; compact; dark yellowish brown ('1OYR (4/4) with black and white specks and faint horizontal to 5 degree remnant foliation; silty medium to coarse quarlz, feldpar, hornblende and mica sand with large quartz gravel; cohesionless; no plasticig; Partially Weathered Rock (PWR); (Laboratory Dala;PZ-Ù7 BAG @ 48-50'; USCS=SM; gravel=9.9%, sand=61.5%, silt=21.4, Moisture=l 3.2%: Effective Porositv=2 wet; compact; dark yellowish brown (1OYR (4/4) with black and white specks and faint horizontal to 5 degree remnant foliation; silty medium to coarse quartz, feldpar, hornblende and m¡ca sand with biotite schist rock gravel; cohesionless; no plasticity; Parlially oociN09NÀôooo o6ôóNE o Ê6II ôÒÒN 8 Buxton Environrnental, Inc.(;el¡Sqltrtrg Scrviccs I lOl Sourh Blvd., Suite lOlCharlottc, North Caroli¡ìa 28203 I,h (7O4) 344-1450 Fax (704) 344-1451buxtoncnv@bel lsouth.net Boring Log, PZ-87D (Page 1 of 2) Hanes Mill Road Landfill (Phase 2) 325 Hanes Mill Road Winston-Salem, NC 271 05 Oato Started Date Completed Dr¡ll¡ng Company Dr¡ller Nams NC Driller Cort¡ficåtion 1-19.09 r-20-09 SAEDACCO, lnc. Stêfân Sm¡lh 3576 Bor¡ng Logged By : Ross Ktingmân, p.G. Drilling Mêlhod : HSA Top-of-CasingElev. :890.72' Ground Surfac€ Elev. :a88.27' Naturâl,Cut,Fill Grade : Natural ,} ato)-o 0)o) o.oo .ì6C' od) E.9 (Ú _gul ø(l)soc (o c:tooìoı c)o t-- c)o.E(o <l) at0)co.c ðo o(, c)É. Water Levels _L I Hour =39.82'BTOC V 24 Hours=45.05'BTOC Sample Type SS = Split Spoon ST = Shelby Tube RC = Rock Core BULK = Bulk Soil Cuttings Well: PZ€7D Elav.: (2" Dia. Sch.40 PVC) Cutlings Oiã. Hollow-Stem Auger Bor¡ng Porlland Cemont ø Bentonita Lithologic Description 0 5 10 15- 20- 25- 30- . l ..1 35--.1 888.2' 883.2, 878.2', 873.21 868.2., 863.2 858.2i See Boring LogPZ-87 for Drilling and Lithology from 0 to 56' oINo óo ra Buxton Environrnental, Inc. Cotrsult!û g.Sç.rl'-¡o9! _I l0l South Blvd..vd., Str¡te l0l Charlottc, Nonh Carolina 282O3 Ph (7o4) 344-t4sÙ l'ax (704) 344-t45t buxtonenv@bel lsoÌ¡th.net Boring Log, PZ-87D (Page 2 of 2) Hanes Mill Road Landfill (Phase 2) 325 Hanes Mill Road Winston-Salem, NC 271 05 Dato Starlsd Dato Complsted Orill¡ng Company Dr¡llðr Nams NC Dr¡llðr Cart¡f¡cation t-1949 r-20{9 SAEDACCO, lnc. Stefan Sm¡th 3576 Bor¡ng Logged By : Ross Kt¡ngman, P.G. Dr¡lling Melhod : HSA Top-of-CâsingElev. :890.72' Ground Surfaco Elev. :8æ.27' Natural,Cut,F¡ll Grado : Natural -anct)-ooo, Ê, o.oo ,lı(Ú (Do, c.9 (ú -q¡ll ooc(,c (o g fooìoı Q)o. F -qo. Eos) at,oto .E àc, o()(l) É. Water Levels _Z 1 Hour =39.82'BTOC V 24 Hours = 45.05' BTOC Sample Type SS = Split Spoon ST = Shelby Tube RC = Rock Core BULK = Bulk Soil Cuttings Well: PZ€7D Elev.: Lithologic Description 35- 40 45 50 55 60 65- 70- 853.2 8/,8.2 843.2', 838.2' 833.2: 828.2', 823.2', (2" Diâ. Sch.40 PVC) Cement W B6nton¡1e Auger Refusal @ 56'; Bedrock Geologic Unit (NC Geologic Map): Ashe Formation Description: Gneiss is fine to coarse grained, moderatleywell foliated at 10 to 25 degrees with alternating 1 mm to 10 mm bands of plagioclase feldspar and quartz, and biotite mica with minor amounts of small almand¡ne garnets and hornblende; plagioclase feldspar porphyroblasts (augen) ranging from 1 to 2.5 cm were present throughout; thin fractures from horizontal to 25 degrees were obseved throughout the ent¡re length of the rock core, no obvious mechanical breaks were observed. Core Run #1: 56 to 60'; Recovery = 39"; RQD = 0olo (very poor) Core Run #2: 60 to 65.2'; Recovery = 62"; RQD = 64.50lo (fair) Screen (2" Dia. Sch.40 PVC) Í? S¡l¡ca Sand Pack 2 7/A'D¡a Rock Core (NQ) Iaio ñùôooooo IN o EIu Buxton Environrnerrtål, lrrc. (;e¡riullrrrg Scryiccs I l0l South Blvd., Suite lOl Charlottc, North Caroli¡ra 282O3 I>h (704) 344-t45O F'ax (7O4) 344-145t buxtonenv@bel lsor¡th.net Boring Log, PZ-103 (Page 1 of 1) Hanes Mill Road Landfill (Phase 2) 325 Hanes Mill Road Winston-Salem, NC 27105 Datê Stârted Oate Complótod Or¡ll¡ng Company Dr¡llôr Nâmê NC Or¡ller Cort¡l¡câtion : l-13-09 : 1-13-09 : SAEDACCO, ¡nc. : Stsfan Sm¡th :3576 Soring Logged By : Ross Klingman, P.G. Drilling Method : HSA Top€f-Cas¡ngElev. :815.70' Ground Surface Elev. :812.81' Natural,Cut,Fill Grade : Fill .ì6(s q)c, c.9o -qul Well: PZl03 Elev.: Cutt¡ngs D¡a. Hollow-Stem Augèr Bor¡ng (2" Dia. Sch. 40 PVC) Scraen (2" Oia. Sch.40 PVC) #2 S¡lie Sand Peck Water Levels _!¿ lHour=14.85'BTOC _5u 24Hours=13.25'BTOC Sample Type SS = Split Spoon ST = Shelby Tube RC = Rock Core BULK = Bulk Soil Cuttings Lithologic Description 787.8 782.8 moist; very loose; strong brown (2.5YR (5/6)) silty fine m¡ca sand with roots; no cohesion or plasticity; Fill2 2 3 2 3 4 5 moist; medium; yellowish red (SYR (4/6); fine to medium sandy silty clay; cohesive and med¡um plasticity; Fill moist; medium; yellowish red (SYR (4/6)) with black and yellow specks; t¡ne to medium sandy silty clay; cohesive and medium plasticity; Soil Horizon; (Laboratory Results: PZ-103 UD @ 7-9'; USCS=CH; sand=2O.4o/o,silt=32.9%, clay=46.7y' Moisture=27.8%; K=4.95x 10-6 cm/sec; Total Porosity=43.3%; Effective moist; medium; yellowish red (SYR (4/6) with black, yellow and dark brown organic layers and specks; fine to medium sandy silty upper 3-inches is very moist; med¡um; yellowish red (SYR (4/6)) with black, yellow and dark brown organic layers and specks; fine to medium sandy silty clay; cohesive and medium plasticig; Soil Horizon; LowerlS-inches is dark gray (gley 1 (44) with rust rust str¡ngers and roots;fine mica and quartz sandy clay; upper 12 -inches; wet; very soft; very dark greenish gray (gley 1 (54); silty clay; lower 2-inches; wet; very soft gley I (5/) gray; mica sand: cohesive: plastic: Flood Plain or Alluvial Attempt Shelby Tube, soils slipped out of tube attempt Shelby Tube, poor push due to gravel layer; sediments were brown (7.5 YR (6/8)); silty fine to coarse quartz sand w¡th marble sized gravel; no cohesion or plasticig; Flood Plain or Fluvial; (Laboratoy Resu lts: PZ-1 03 Bag @ 22-24'', USCS=SM; 15.1%, sand=66.5%; silt=8.9%; clay=9.57o; upper 4-inches; wet; slightly silty fine to coarse sand with golf ball sized quartz gravel; not cohes¡ve or plastic; creek channel deposit; lower 9-inches; wet; medium compact; strong brown sYR (5/8)) with white kaolinite clay nodules; silg fine to medium and quartz sand: not cohesive: no plast¡ Eoo NÀ6 @IdoooNEoo E gr Buxton Environrnental, lnc. (:ou,sult¡tr8 Scrvicc$I l0l South Blvd., Suite l0l Charlottc, North Carol¡na 28203 Ph (704) 344-1450 Fax (704) 344-1451 buxtonenv@bellsor¡th.nst Boring Log, PZ-103D (Page 1 of 2) Hanes Mill Road Landfill (Phase 2) 325 Hanes Mill Road Winston-Salem, NC 27105 Date Stârted :2-9-09 Oate Completed :2-9{9 Dr¡lling Company : SAEÐACCO, lnc Driller Name : Stef€n Sm¡th NC Dr¡llêr Cert¡l¡cat¡on : 3576 Boring Logged By : Ross Kl¡ngman, P.G. Dr¡lling Melhod : HSNMUd Rotary Top-of-CasingElsv. :815.04' Ground Surfacê Elov. :813.54' Nalural.Cul.F¡ll Grads : Fill .hoc(,,C (o cJooì -9d) Wèll: PZ-103D Elev.: (2" O¡a. Sch.40 PVC) Hollow-Stom Auger Bor¡ng 56I 10 Water Levels _L 1 Hour =14.18'BTOC V 24 Hours = 12.99 BTOC Sample Type SS = Split Spoon ST = Shelby Tube RC = Rock Core BULK = Bulk Soil Cuttings Lithologic Description 788. See Boring Log PZ-103 for lithology from 0 to 27' wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark green specks and horizontal bands of remnant foliation; silty fine wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark green specks and horizontal bands of remnant foliation; silty fine to coarse quartz, feldspar and mica sand; Saprol¡te Eluxton Environrnental, Inc. Çollullingsçrl4¡cgs I lOl Sourh Blvd., Suite tOl Charlottc, North Carolina 28203 Ph (704) 344-t4s0 Fax (704) 344-t451buxtonenv@bel lsoutlì.net Boring Log, PZ-103D Hanes Mill Road Landfill (Phase 2) 325 Hanes Mill Road W¡nston-Salem, NC 27105 Date Stârted :2-949 Date Completed :2-9{9 Or¡lling Company : SAEDACCO, hc. Or¡ller Name : Stefan Smith NC Dr¡llêr Certificål¡on : 3576 Boring Loggêd By : Ross Ktingman, p.G. Drill¡ng Method : HSA/Mud Rotary Top-of-CasingElov. :815.04' Ground Surfâce Elev. :813.54' Nâturâl,Cut,F¡ll Grade : F¡ll -ıo oc' c.9 (ú -ql¡l Water Levels _L 1 Hour =14.18'BTOC V 24 Hours = 12.99 BTOC Sample Type SS = Split Spoon ST = Shelby Tube RC = Rock Core BULK = Bulk So¡l Cuttings Well: PZ-103D Elev.: 69 1214 So¡l Cuttings Dia. Hollow-Stem Augêr Bor¡ng Dia. Sch.40 PVC) Bentonite Soal 7/8 d¡a. Mud-Rotary Boring Lithologic Description wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark green specks and horizontal bands of remnant foliation; silty fìne to coarse quartz, feldspar and mica sand; wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark green specks and horizontal bands of remnant foliation; silg fine to coarse quarlz, feldspar and mica sand; wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark green specks and horizontal bands of remnant foliation; silg fine to coarse quartz, feldspar and mica sand with l¡ght green gravel at þase (Kaolinite); no cohesion or plasticity; Saprolite wet; loose; reddish yellow (7.5 YR (6/8)) with white and darkgreen specks and horizontal bands of remnant foliation; silty fine to coarse quartz, feldspar and mica sand; PWR Switch over lo Mud-Rotary Drilling from 54' to terminus of boring. wet; loose; reddish yellow (7.5 YR (6/8)) with white and dark green specks and horizontal bands of remnant foliation; silty fine to coarse quartz, feldspar and mica sand; PWR wet; loose; reddish yellow (7.5 YR (6/8)) w¡th white and darkgreen specks and hor¡zontal bands of remnant foliation; silty f¡ne to coarse quaí2, feldspar, hornblende; and mica sand; PWR;(Laboratory Results: PZ-103O UD @ 69-70'; USCS=SM;esults: PZ-103D UD @ 69-70'; USCS=SM; sill=29.7o/oi clay=7 .1o¡o' Moislure 17 .1o/o;i Effective This page intentionally left blank.