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Home My WebLink About3402_HanesMillRdMSWLF_revisedCQARpt_Cell5_DIN27721_20170428 hdrinc.com 440 S Church Street, Suite 1000, Charlotte, NC 28202-2075 704.338.6700 April 28, 2017 Ming-Tai Chao, P.E. Environmental Engineer Permitting Branch, Solid Waste Section NCDEQ, Division of Waste Management Green Square, 217 West Jones Street Raleigh, NC 27603 RE: Response to Comments – As-Built Certification Documentation Hanes Mill Road Landfill Cell 5 Expansion Permit No. 34-02 Dear Mr. Chao, On behalf of the Winston-Salem City/County Utility Commission, HDR provides the following response to comments regarding the As-Built Certification Documentation for the Hanes Mill Road Landfill Cell 5 Expansion. HDR has incorporated revisions based on your comments into the appropriate portions of the certification report as presented in the responses below. Revised pages of the narrative report are attached with tracked changes for your ease of review. In addition, a complete updated copy of the certification document is provided. Comments from the Division of Waste Management are listed below; HDR’s responses follow in italics. 1. Please provide the following data or info in the CQA report: i. Please provide a copy of the pre-construction meeting record/document including participant sign-sheet and meeting agenda according to Permit Condition No. 3, Attachment 2 of the Permit To Construct (PTC) dated October 8, 2010 (DIN 8572). These documents have been added to Appendix A. ii. Please provide the well or piezometer abandonment logs (as shown the Section 7 of the CQA Report, on Page 24) according to Permit Condition Nos. 7 & 9, Attachment 2 of the PTC dated October 8, 2010 (DIN 8572). The piezometers were abandoned in accordance with the regulations; abandonment records have been added to Appendix A. iii. Please provide the well completion log for the landfill gas monitoring well MM-12 adjacent to Cell 5 prior to receiving permitted waste for disposal. Section 7 of the CQA report (on Page 40) states the well ID is MMW-22 which is inconsistent with the ID shown on drawing Response to Comments – As-Built Certification DocumentationHanes Mill Road Landfill Cell 5 ExpansionApril 2017 2 Sheet 00G-04 of the PTC Permit Application. Please verify and make a necessary correction. The MM-12 installation log has been added to Appendix A. The photograph in Section 7 of the CQA report has been relabeled. 2. (Section 3.3.1) Please add a statement(s) to describe if the requirement of testing compaction effort at the subgrade underneath the test strip liner/test pad was successfully conducted according to the specification of Part 3.1A.6 of Technical Specification Section 02276 – 7. The first paragraph of Section 3.3.1 describes the subgrade preparation. No soil was added to the subgrade as the entire cell floor was cut. 3. (Section 4.2.4) The Part 2.1 of Technical Specification Section 02800-4 requires the reinforced GCL is used on the sloped area (slopes greater than 10%). Please describe in the section if this requirement was implemented in the construction of the landfill cell (West Slope Area). Section 4.2.4 has been revised to include a statement regarding the use of BentoLiner NSL as reinforced GCL on the west slope. 4. (Appendix B1) i. The lab testing results of standard proctor test (ASTM D 698) and hydraulic conductivity test (ASTM D 5084) for the soil samples DS4-1 through DS4-13 are not available in Appendix B-1. Please provide the lab results. These laboratory tests have been added to Appendix B1. ii. The lab testing results of standard proctor test (ASTM D 698) for the soil samples DS4-14 & DS-18 were used as reference in Appendix B-2, but the test results are not available in Appendix B-1. Please provide the lab results. These test results have been added to Appendix B1. iii. The lab testing results of standard proctor test (ASTM D 698) for the soil samples DS4-14 & DS4-20 were used as reference in Appendix B-3, but the test results are not available in Appendix B-1. Please provide the lab results. These test results have been added to Appendix B1. 5. (Appendices B1, C1 & C2) The soil sample DS4-11 (in Appendix B1) and Sample Test Pit # 3 & #11 (in Appendix C1) and Stockpile Sample No. 2 (in Appendix C2) have hydraulic conductivities (K) higher than the minimum Response to Comments – As-Built Certification DocumentationHanes Mill Road Landfill Cell 5 ExpansionApril 2017 3 value K of 1 x 10-5 cm/sec (Technical Specification Section 02276 – 9). Please indicate the soil borrows/stockpiles represented by these soil samples did not used as clay liner material in the narrative Section 3.2.2 of the CQA report. Section 3.2.2 has been revised to include an explanation of the reasoning behind the Borrow Source Characterization Study. Generally, to the study is used not only to develop a soil liner source but also to discover operational cover soil. 6. (Appendix B3) Please respond the following comments: i. According to test result in Appendix B1, the soil sample DS4-11 has a hydraulic conductivity (K) of 2.9x10-5 cm/sec which is higher than the minimum K of 1 x 10-5 cm/sec (Part 3.3.B of Technical Specification Section 02276 – 9). Please explain why the soil borrow/stockpile represented by this soil sample can be used as clay liner material. See response to Item 5 above. ii. Please provide the moisture and density relation result (according to ASTM D 698) of soil sample D4S-26 (referenced value for in-place soil density testing conducted on 06/27/2016). Proctor results for D4S-26 have been added to Appendix B1. iii. According to Part 3.1.A.8 of Technical Specification Section 02276 – 7, please provide the laboratory hydraulic conductivity test results on three (3) composite soil samples (one for each lift of the test strip). The stockpile/ BSCS testing was used as the recompacted test reference. Additionally, the composite samples were not tested, as the undisturbed samples (a better simulation of actual production testing) easily passed. 7. (Appendix B5) Please provide gradation test results for the leachate collection stones – NCDOT #78M & NCDOT#5 according to Part 3.2 of the Technical Specification Section 02240-3 & the narrative Section 3.4 of the CQA report. The gradation test results have been added to Appendix B5. 8. (Appendix C3) i. Five (5) of eight (8) compaction effort tests (CQA test) at the test strip failed to meet the minimum criteria – 95% of maximum dry density. Please explain what remedial measures were taken to correct the compaction procedures according to the Section 2.5.4.2 of the approved CQA plan. Response to Comments – As-Built Certification DocumentationHanes Mill Road Landfill Cell 5 ExpansionApril 2017 4 The last lift of the test strip was failed by both the CQC and CQA technicians. The lift failed to meet the density requirements due to high water contents. HDR allowed this lift to dry through part of the day and following recompaction, the CQC technician retested the lift using Corp of Engineers drive tubes. ii. Have the repaired areas be re-tested to ensure the minimum compaction effort is achieved? The narrative Section 3.2.2 of the CQA report must address these concerns. Each of the retests passed the minimum density criteria. Additionally, the water contents were up to 10-percent less than the failed tests. The drive tube density tests are included in Appendix B3. 9. (Appendix D1) Please provide the additional data in the CQA report according to Technical Specification Section 02800- GCL.observations i. Written subgrade (compacted soil liner) acceptance documents according to Part 1.3.B of the specification. Subgrade acceptance forms are provided in Appendix F. ii. Post-installation documents as specified in Part 1.4.B.1, 2. 3. & 4 of the specification.  A letter stating that the GCL has been installed in accordance with the Plans, Specifications, and Manufacturer’s recommendations has been added to Appendix A.  The GCL manufacturer’s and installer’s warranties have been added to Appendix A.  The requirement for a GCL was removed from this project by the Engineer. The Engineer relied on the full-time representative’s observations of the material, deployment and seaming as a quality control along with the manufacturer’s quality control which are included in Appendix D1. iii. According to the dimensions (15.5-ft by 150-ft per roll) and total number of rolls (78), the maximum square footage of the GCL arrived at the project site can only cover 181,350 square feet, approximately 4.16 acres. The constructed Cell 5 has the lined waste footprint approximately 14 acres; it is evident that the data in Appendix D1 is not complete. Please provide additional MQC data. The original submittal inadvertently included only the reinforced GCL. The data in Appendix D1 has been replaced and is now complete. 10. (Appendix D2) Please provide a copy of the 20-year Manufacturer’s warranty of the specified HDPE. The manufacturer’s (GSE) warranty has been added to Appendix A. Response to Comments – As-Built Certification DocumentationHanes Mill Road Landfill Cell 5 ExpansionApril 2017 5 11. (Appendix D3) Please provide the results of transmissivity testing of specified drainage composite according to the Part 2.3A of Technical Specification Section 0277-3. The transmissivity test results have been added to Appendix D3. 12. (Appendix G2) The following repair locations and nondestructive test results that are shown on the as-built drawing – Sheet No. 1 are not available in the Repair Log. Please provide data: (a) the locations in the fire damaged area - R309(5), R311(4), R312(4), R313, R314(4), R315, R316, R317, R318, R319-DT62 (The numbers inside the parenthesis are duplicate number). (b) The locations in the “insert area” – R310, R311, &R312. Appendix G2 and the Panel Placement Drawing have been revised. 13. (Appendix G4- Seaming Log) i. The Seam No. P13/P73, P22/P82 & P22/P83 are likely typos. According to the panel layout drawing (as-built drawing Sheet No. 1), the Seam Nos. should be P14/P73 & P23/P82 & P23/P83, respectively. Please verify and make necessary correction in the log. The seaming log has been revised. ii. The seaming data between the following panels are not available in the log: P50/P51, P54/P102, P54/P48, P102/P48, P84/P111 & P82/P109. Please provide testing data. These seams were extrusion welded and are included in Appendix G2, Repair/Vacuum Log. 14. (Appendix G5- Non-Destructive Test Log) i. Please provide the testing data conducted at the seam between these two panels – P17/P77. This seam was covered by a 3’x9’ patch (R-187) and is included in Appendix G2, Repair/ Vacuum Log. ii. The test results at seams between the following panels are not available in the log: P50/P51, P54/P102, P54/P48, P102/P48, P84/P111 & P82/P109. Please provide testing data. The seams represented by these panel numbers are extrusion welds and are included in Appendix G2, Repair/Vacuum Log. Response to Comments – As-Built Certification DocumentationHanes Mill Road Landfill Cell 5 ExpansionApril 2017 6 15. (Appendix I: as-built drawing Sheet No. 1) i. The repair testing locations at the capping area inside the fire damage area are identical, such as four R314, three R312, four R311, five R309. Should each repair location have the unique identification number? These repeated numbers denote each corner of a patch and were provided by the surveyor. ii. The repair location R217-DT54 is likely the typo. To be consistent with the repair log, the correct identification number is R219-DT54. Agreed; this identification number has been corrected. iii. The following data in the Repair Log but are not available on the as-built drawing Sheet No. 1: R320, R321, R322, R323, R66A. Please add the repair locations to the as-built drawing. The as-built drawing has been revised to include these locations. iv. The Panel P-136 is mentioned in the logs in Appendix G but can’t located on the as-built drawing. Panel 136 has been added to the as-built drawing. If you have any questions, comments, or require additional information, please contact me at (704) 338-6700. Sincerely, HDR Engineering, Inc. of the Carolinas Michael D. Plummer, PE Project Manager cc: Edward Gibson, Winston-Salem Jan McHargue, Winston-Salem Dean Ferry, HDR Enclosures As-Built Certification Documentation, revised April 2017 Revised pages of report text with tracked changes This page intentionally left blank City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Contents Contents Abstract ......................................................................................................................................... 1 Certification ................................................................................................................................... 2 1 Introduction ............................................................................................................................ 3 1.1 General ........................................................................................................................... 3 1.2 Background .................................................................................................................... 3 1.3 Project Description ......................................................................................................... 3 2 Construction Quality Programs .............................................................................................. 5 2.1 Purpose and Scope ........................................................................................................ 5 2.1.1 Construction Quality Control Program ..................................................................... 5 2.1.2 Construction Quality Assurance Program ............................................................... 5 2.2 Project Criteria ................................................................................................................ 6 2.3 CQA/CQC Personnel ...................................................................................................... 6 3 Earthwork Construction Quality Assurance ........................................................................... 8 3.1 General ........................................................................................................................... 8 3.2 Preconstruction Material Source Testing ........................................................................ 8 3.2.1 Structural/Embankment Fill ..................................................................................... 8 3.2.2 Soil Liner ................................................................................................................. 8 3.2.3 Leachate Collection Layer/Operational Cover ......................................................... 8 3.3 Inspection and In-Place Testing of Earthwork ................................................................ 9 3.3.1 Soil Liner/Subbase .................................................................................................. 9 3.4 Leachate Collection ...................................................................................................... 10 3.4.1 Leachate Collection Layer ..................................................................................... 10 3.4.2 Leachate Collection Stone .................................................................................... 10 3.5 Anchor Trench Backfill .................................................................................................. 11 4 Geosynthetic Construction Quality Assurance .................................................................... 12 4.1 General ......................................................................................................................... 12 4.2 Quality Control Testing of Geosynthetics ..................................................................... 12 4.2.1 Geomembrane ...................................................................................................... 12 4.2.2 Drainage Composite .............................................................................................. 12 4.2.3 Geotextile .............................................................................................................. 12 4.2.4 Geosynthetic Clay Liner ........................................................................................ 13 4.3 Liner System Installation, Monitoring, and Testing ....................................................... 13 4.3.1 Geosynthetic Clay Liner ........................................................................................ 13 4.3.2 Geomembrane Panel Deployment ........................................................................ 13 4.3.3 Trial Seams ........................................................................................................... 13 4.3.4 Panel Seaming ...................................................................................................... 14 4.3.5 Nondestructive Seam Testing ............................................................................... 14 4.3.6 Destructive Seam Testing ..................................................................................... 15 i City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Contents 4.3.7 Drainage Composite Installation Monitoring .......................................................... 15 4.3.8 Separator Non-Woven Geotextile Installation Monitoring ...................................... 16 4.3.9 Cushion Non-Woven Geotextile Installation Monitoring ........................................ 16 4.3.10 Pipe Installation Monitoring ................................................................................... 16 5 Methane Fire Remediation .................................................................................................. 17 6 Erosion and Sedimentation Control and Site Drainage Features ........................................ 18 7 Photographic Documentation .............................................................................................. 19 Appendices Appendix A - Related Correspondence Appendix B - CQC Field and Laboratory Testing-Soils B1 Borrow Source Characterization Study B2 Structural/Embankment Fill Field and Lab Test Data B3 Test Strip Data B4 Soil Liner – Field and Laboratory Test Results B5 Operational Cover and Leachate Collection Stone Appendix C - CQA Field and Laboratory Testing-Soils C1 Borrow Source Characterization Study C2 Stockpile Testing C3 Test Strip Data C4 Soil Liner Testing Appendix D - Geosynthetic Manufacturers’ Quality Control Data D1 Geosynthetic Clay Liner QC Certificates D2 Geomembrane QC Data D3 Drainage Composite QC Certificates D4 Geotextile QC Certificates D5 Interface Friction Tests Appendix E - HDPE Pipe Data Appendix F - Subbase Inspection Forms Appendix G - Geomembrane Liner Documentation G1 Panel Placement Log G2 Repair Log G3 Trial Seam and Destructive Test Log G4 Seaming Log G5 Non-Destructive Test Log ii City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Contents G6 Destructive Seam Strength Test Results G7 Tensiometer Calibration Certificate Appendix H - Leachate Collection Video Recording Appendix I - As–Built Drawings I1 Progressive As-Built I2 Liner Panel Placement iii City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Contents This page intentionally left blank. iv City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Abstract Abstract This certification report addresses the construction documentation of the approximate 14-acre Cell 5 expansion of the Winston-Salem Hanes Landfill. Cell 5 is the second portion of Phase 2 of the Hanes Landfill Expansion area that was originally permitted for construction on September 10, 2001. The new landfill cell is located west of Grassy Creek at the existing Hanes Mill Road Solid Waste Facility. The composite lined landfill cell was constructed between March and December of 2016. During this time, HDR provided construction quality assurance (CQA) services to the Winston-Salem City/County Utility Commission (CCUC) for monitoring and testing of soils and geosynthetic components installed in the landfill expansion area. HDR provided CQA services on the following components of the Hanes Landfill Cell 5 Expansion. • Erosion and sedimentation control features • Subgrade preparation • Soil liner/subbase • Geosynthetic clay liner • Geomembrane liner • Cushion geotextile • Geocomposite drainage layer • Stone leachate collection layer • Operational cover layer • Leachate collection piping system The conformance of the construction materials and installation methods with the requirements of the Construction Quality Assurance/Construction Quality Control (CQA/CQC) Plan and the Contract Specifications was documented during the construction of each component. Materials, site conditions, or test results that indicated nonconformance were identified, reported and remediated. Remediation activities were monitored and documented. HDR reviewed as-built survey information, as provided by Jimmy R. Lynch & Sons, Inc. (JRL) of Pilot Mountain, North Carolina, to verify conformance with the construction limits and tolerances specified. 1 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Certification Certification Based on HDR’s observations during construction, the test results, and as-built documentation presented in this report, it is our opinion that the Hanes Landfill Cell 5 Expansion was constructed in general accordance with: • The Contract Plans and Specifications and CQA/CQC Plan, dated March 2016, prepared by HDR Engineering, Inc. of the Carolinas. • The conditions of Permit to Construct No. 34-02, originally issued May 21, 1996, and most recently issued October 8, 2010. • The requirements of Rule 15A NCAC 13B.1624. • Acceptable engineering practices. The services provided for this project were performed with the care and skill ordinarily exercised by reputable members of the profession practicing under similar conditions at the same time and the same or similar locality. No warranty, expressed or implied, is made or intended by rendition of these consulting services or by furnishing oral or written reports of the findings made. This report has been prepared for the exclusive use of the Winston-Salem City/County Utility Commission. Michael D. Plummer, P.E. Dean E. Ferry, C.E.T. Project Manager Senior Construction Coordinator HDR Engineering, Inc. of the Carolinas N.C. P.E. # 025495 2 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Introduction 1 Introduction 1.1 General HDR was contracted by Winston-Salem City/County Utility Commission (CCUC) to perform construction quality assurance (CQA) services for construction of the Hanes Landfill Cell 5 Expansion located in Winston-Salem, North Carolina. The landfill is operated by the CCUC as a municipal solid waste (MSW) landfill regulated by the North Carolina Department of Environmental Quality (NCDEQ). The expansion, currently consisting of one cell totaling approximately 14 acres, was approved for construction under NCDEQ Landfill Permit No. 34-02, issued October 8, 2010. Construction of Cell 5 began in March 2016 and was deemed substantially complete in December 2016. 1.2 Background The CCUC owns and operates the Hanes Mill Road Landfill located within the boundaries and jurisdiction of the City of Winston-Salem. The landfill is west of U.S. Highway 52, between Hanes Mill Road and Ziglar Road. The landfill is surrounded principally by industrial development to the south and southwest, residential subdivisions to the west, undeveloped woods to the north, and U.S. Highway 52 to the east. The landfill opened in 1972 to serve the MSW disposal needs of the City of Winston-Salem and Forsyth County. Weigh scales have been in continuous use since their installation in 1982. The waste stream entering the Hanes Mill Road Landfill currently comes from Davie, Stokes, and Forsyth Counties. Yadkin and Surry Counties are included in the permitted service area. The existing closed landfill at the Hanes facility contains an unlined and a lined MSW unit and is located on approximately 181 acres. The unlined area of the existing landfill was officially closed in June of 1997 and final cap construction was completed in November 1998. Final cap construction of the lined (piggyback) area was completed in April 2007. In 1991, the CCUC acquired an additional 347 acres of land located adjacent to and directly west of the existing landfill. On September 19, 2000, 230.23 acres of the 347 acres were deemed suitable by NCDEQ for the Hanes Landfill Expansion. Approximately 90+/- acres of the 347 acres are proposed to be developed as a lined landfill. Phase 1, consisting of approximately 43 acres, was approved for construction by NCDEQ on September 10, 2001. Cell 1 of Phase 1 was constructed in 2003 and permitted to operate on October 27, 2004. Cell 2 of Phase 1 was constructed in 2006 and permitted to operate on March 8, 2007, and Cells 3 and 4 were constructed in 2011 and permitted to operate October 18, 2011. 1.3 Project Description The 14-acre Hanes Landfill Cell 5 Expansion is a soil and synthetically lined facility located generally west of the closed landfill and north of the current landfill. 3 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Introduction Cell 5 was designed with an alternate liner system, which consists of the following components in descending order: • 60-mil primary high-density polyethylene (HDPE) geomembrane • Geosynthetic clay liner • 18-inch compacted soil liner (K<1x10-5 cm/sec) Overlying the liner system in Cell 5 is a drainage composite, 24 inches of operational cover soil on the west slope, and a 12-inch leachate collection stone layer overlain with a 12-inch operational soil cover layer separated by a geotextile on the cell floor. Construction of Cell 5 was completed in general accordance with the requirements of the Contract Plans and Specifications prepared by HDR Engineering, Inc. of the Carolinas, dated March 2016. Support documentation such as field and laboratory testing reports, material certifications, inspection forms and documentation, and as-built drawings is provided in the appendices of this report. 4 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Construction Quality Programs 2 Construction Quality Programs 2.1 Purpose and Scope The purpose of this certification report is to present the results of the construction quality control (CQC) and construction quality assurance (CQA) documentation related to observations and test data compiled during construction of Cell 5. This report has been prepared as required by and in accordance with North Carolina Regulation 15A NCAC 13B.1624(b)(15). A description of the CQC and CQA programs follows. 2.1.1 Construction Quality Control Program CQC refers to those actions that provide a means to measure and regulate the characteristics of an item or service to the specified contractual and regulatory requirements. Construction quality control also refers to those actions taken by manufacturers, fabricators, installers, or subcontractors (paid for by the Contractor) to ensure that the materials and the workmanship meet the requirements of the CQA/CQC plan and the technical specifications for the project. Jimmy R. Lynch & Sons, Inc. (JRL) of Pilot Mountain, North Carolina, was the general contractor for the Cell 5 expansion. ECS Carolinas, LLP (ECS) of Greensboro, North Carolina, under contract with JRL, provided CQC inspection and testing services required during construction of the expansion. Field and laboratory test results associated with the earthwork portion of the landfill construction are presented in Appendix B. All earthwork construction, installation of the leachate collection system, CQC and surveying services were provided by JRL. Installation of the geomembrane, drainage composite, and geotextiles was conducted by National Lining Systems, Inc. (NLS) of Fort Myers, Florida. NLS, under contract with JRL, provided the CQC inspection and testing of these components. 2.1.2 Construction Quality Assurance Program CQA is a planned and systematic pattern of all means and actions designed to provide confidence that items or services meet contractual and regulatory requirements, and will perform satisfactorily in service. CQA refers to means and actions employed and paid for by the Owner to assure the conformity of the earthwork, liner system, operational cover, and leachate collection system with the CQA/CQC plan, and Contract Plans and Specifications for the project. CQA is provided by a party independent from the manufacturer, fabricator, contractor, and installer. HDR provided CQA monitoring services during construction of Cell 5. These services included the following: • Overall coordination between all parties including CCUC representatives, the contractor, CQC consultants, CQA soils and geosynthetic laboratory, and CQA surveyor. • Resident inspection during periods of major work. • Verification testing in the form of laboratory hydraulic conductivity, density testing, water content, and index testing for the soil liner. 5 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Construction Quality Programs • Laboratory peel and shear (destructive seam strength) testing of geomembrane liner seams. • Preparation (or acquisition) of documentation associated with installation of the geomembrane liner, as outlined in Section 4.0 of this report. 2.2 Project Criteria Construction of Cell 5 was performed under the guidance of the following documents: • NCDEQ Facility Permit 34-02. • Contract Plans and Specifications for the Hanes Landfill Cell 5 Expansion, dated March 2016, prepared by HDR Engineering, Inc. of the Carolinas. The quality of the overall project was governed by adherence to the project plans, specifications, and drawings contained in Permit No. 34-02 and various modifications. The quality of the soil fill material and installation of the liner system was governed by adherence to the Construction Project Manual including the project specific CQA/CQC Plan. All construction and CQA/CQC activities were conducted in accordance with the Contract Plans and Specifications except as noted. Documentation of the construction activities and the results of quality assurance and quality control testing are contained in the following sections and appendices of this report. 2.3 CQA/CQC Personnel HDR provided CQA services during construction of Cell 5, as described in this report. Key HDR personnel for this project are listed below: • Michael D. Plummer, P.E. – Design Engineer and Certifying Engineer • Dean E. Ferry, C.E.T. – Senior Construction Coordinator, Resident Project Representative Key representatives of the other parties involved were as follows: • Winston-Salem City/County Utility Commission Edward Gibson, P.E. – Solid Waste Engineer Greg Dingman – Solid Waste Operations Specialist • Jimmy R. Lynch & Sons, Inc. (JRL) Daniel Lynch, P.E. – Project Manager Rick Lynch – Superintendent • National Lining Systems Khamkhoun (Toui) Thayravanh – Superintendent • Geotechnics (CQA Geosynthetics Testing Laboratory Services) J.P. Kline, P.E. – Laboratory Director • Froehling & Robertson, Inc. (F&R) (CQA Soils Field and Laboratory Testing Services) 6 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Construction Quality Programs Santhosh M. Mahavadi, P.E. – Construction Services Department Manager • ECS Carolinas, LLP (ECS) (CQA Soils Inspection and Testing Services) Sun Breza, P.E. – Transportation Services Director • The Schneider Corporation (Schneider) (CQC Surveying Services) Mike Miller, PLS 7 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Earthwork Construction Quality Assurance 3 Earthwork Construction Quality Assurance 3.1 General This section provides information regarding CQA/CQC activities for the earthwork associated with the construction of the landfill expansion. Observations and monitoring of all soil components are described in this section. Preconstruction, field, and laboratory testing for each soil component are also addressed. Test results for all earthwork are contained in Appendix B (CQC results) and Appendix C (CQA results). 3.2 Preconstruction Material Source Testing 3.2.1 Structural/Embankment Fill The soil used as structural/embankment fill material was obtained from an on-site borrow source. The laboratory test data is presented in Appendix B. As indicated by the test data, the material was suitable for use as structural/embankment fill. 3.2.2 Soil Liner The material used for the construction of the soil liner was obtained from an on-site borrow source. Preconstruction testing of the clay liner soil consisted of the preparation of a Borrow Source Characterization Study (BSCS) and laboratory and field analyses of a test strip that was constructed prior to the placement of the soil liner. It is pertinent to note that the BSCS was not for the exclusive use of discovering a soil liner source. This study was also used to determine the appropriate soil for use as operational cover. Following HDR’s review of the subsequent laboratory test results and along with visual observations, the Contractor, CQC and CQA representatives were able to effectively segregate the main two soil types. This segregation assured HDR that no soil having a hydraulic conductivity greater than 1E-05 cm/sec would be placed as part of the soil liner. The BSCS results and results of the test strip construction testing program are included in Appendix B. As indicated by the test data, the clay material was suitable for use in the construction of the soil liner. 3.2.3 Leachate Collection Layer/Operational Cover Vulcan Materials Company supplied two gradations of crushed granite for the leachate collection system. A stone meeting the requirements of North Carolina Department of Transportation (NCDOT) No. 78M was used for the leachate collection layer and NCDOT No. 5 stone was used around the leachate pipes within the cells. Laboratory test data for the leachate collection stone is presented in Appendix B. As indicated by the test data, the granular materials were consistent with the specifications for use in the construction of the leachate collection system. On the floor of Cell 5, a 1-foot thick layer of operational cover was spread directly on the 8-oz/sy non-woven separator geotextile that was placed overlying the leachate collection layer stone. The specifications required that the collection layer on the west slope of the cell be constructed of a single layer of double-sided drainage composite (geonet). A 2-foot thick layer of operational cover soil was placed directly on the drainage composite. 8 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Earthwork Construction Quality Assurance Approximately 28,650 cubic yards of operational cover soil were required to complete Cell 5. Generally, several feet of soil were maintained in areas where the trucks traveled delivering operational cover. The material was dumped in appropriate areas, then spread using low ground pressure (LGP) bulldozers. A thickness of at least 12 inches of soil was maintained between the bulldozer treads and underlying geotextile at all times. JRL personnel maintained the required thickness by using the same technique as was utilized during placement of the leachate collection layer. The quality of the operational cover was visually monitored by HDR’s CQA personnel on a periodic basis throughout each day of placement. In accordance with the testing requirements, samples of the soil were obtained for laboratory permeability testing. Cover thickness was controlled by survey. Laboratory test results are provided in Appendix B. As-built survey information is provided in Appendix I. The as-built documentation verifies the operational cover was constructed in general accordance with the project contract documents. 3.3 Inspection and In-Place Testing of Earthwork 3.3.1 Soil Liner/Subbase Prior to soil liner construction, proof rolling of the subgrade was accomplished using a loaded 40T pneumatic-tired off-road truck. JRL, CQC, and CQA representatives observed the proof roll. No movement of the subgrade was noted. Approximately 33,400 cubic yards of soil liner (maximum hydraulic conductivity of 1x10-5 cm/sec) were required to complete Cell 5. Soil liner material was spread in relatively uniform 8- inch loose (6-inch compacted) lifts and compacted to at least 95 percent of the maximum Standard Proctor dry density, at a moisture content determined from the Borrow Source Characterization Study and test strip analyses. Compaction was accomplished using a self- propelled rubber tired tamping foot roller. Compaction quality was monitored by visual and quantitative means (density and moisture content by nuclear gauge and drive tube samples). HDR CQA personnel observed the placement, compaction, and field testing activities for the soil liner. All placed materials were visually checked to ensure that no oversize particles existed in the soil liner, there were no void areas, the soil liner was firm and uniform after compaction and no deleterious material existed on the surface. Holes in the soil liner created as a result of sampling, nuclear density testing, or survey stakes were backfilled using granulated bentonite. In-place testing of the compacted soil liner consisted of moisture content and density determination using a nuclear gauge, drive tube density checks of the nuclear gauge, oven dry moisture contents, Atterberg limits, wash sieve analyses for fines content, and hydraulic conductivity. The CQA laboratory, F&R, performed hydraulic conductivity conformance tests to verify the CQC Agency’s hydraulic conductivity passing results. Visual checks of the subbase lift thickness were made at random locations for the duration of the soil liner construction. The minimum liner thickness of 18 inches was verified by physical survey. 9 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Earthwork Construction Quality Assurance In-place test results and laboratory test data are presented in Appendix B (CQC) and Appendix C (CQA). Locations of the field tests and laboratory samples are shown on drawings presented as part of the data summaries presented in Appendix B. As indicated by the test data, the performance requirements for the soil liner were achieved or exceeded. Schneider provided the CQC survey of construction activities with horizontal and vertical control of the subgrade and soil liner placement. Top of clay spot elevations, on a maximum 100-foot grid, were surveyed after the construction was completed for verification with the design elevations. As-built survey information is provided in Appendix I. All areas surveyed indicated the minimum thickness of soil liner to be 18 inches. 3.4 Leachate Collection 3.4.1 Leachate Collection Layer Following completion of the liner system installation, a 1-foot thick layer of NCDOT No. 78M stone having a permeability greater than or equal to 0.1 cm/sec was placed on the floor of the cell. The stone was placed directly over the 12-oz/sy geotextile cushion on the cell floor. The limits of the leachate collection layer placement are shown on the as-built drawings. Placement of the leachate collection layer was performed by JRL. The stone was delivered to the cell from Vulcan by tandem dump trucks. In order to prevent damage to the geomembrane, a system of roadways was constructed in the cell that consisted of a minimum 3-foot thick layer of leachate collection stone. The material was dumped and then spread by Caterpillar D6 LGP bulldozers. In this manner, heavy construction machinery was prevented from operating directly on the underlying liner system components. A thickness of at least 12 inches of stone was maintained between the bulldozer tracks and the liner system at all times while the collection layer was being spread. JRL personnel maintained the required thickness by survey (Appendix I). The quality of the stone was visually monitored by HDR’s CQA personnel on a periodic basis throughout each day of placement. In accordance with the testing requirements, bulk samples of in-place stone were obtained by the CQC personnel for sieve analysis, permeability testing, and carbonate evaluation. Laboratory test results for the leachate collection layer is provided in Appendix B. The as-built documentation verifies that the leachate collection layer was constructed in general accordance with the project contract documents. 3.4.2 Leachate Collection Stone Leachate collection stone (NCDOT No. 5) was placed above and on either side of the leachate collection pipes to form a "bonnet" of a more permeable stone. The leachate collection stone was delivered to the cell from the on-site stockpile and placed in the trench excavated into the leachate collection layer. 10 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Earthwork Construction Quality Assurance The quality of NCDOT No. 5 leachate collection stone was visually monitored by HDR’s CQA personnel on a periodic basis throughout each day of placement. Sieve analysis and carbonate evaluation is reported in Appendix B. An as-built survey of the leachate collection piping was conducted by Schneider. Survey information for the leachate collection pipes is provided on the as-built drawing contained in Appendix I. The as-built documentation verifies that the leachate collection stone material conforms to the project specifications. 3.5 Anchor Trench Backfill Prior to the installation of the geosynthetic materials, the anchor trench was excavated then cleared of any deleterious or loose material. After installation of the geosynthetic liner components, soil liner material was used to backfill the anchor trench. 11 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Geosynthetic Construction Quality Assurance 4 Geosynthetic Construction Quality Assurance 4.1 General This section provides information regarding CQA activities of the geosynthetic installation associated with the construction of the landfill expansion. Observations and monitoring of installation of the geosynthetic components are described in this section. Manufactures quality control, field and laboratory testing for each geosynthetic component are also addressed. 4.2 Quality Control Testing of Geosynthetics The geosynthetics used in the construction of Cell 5 included: 60-mil smooth and textured HDPE geomembranes; a 12-oz/sy cushion fabric overlying the 60-mil smooth geomembrane; double-sided drainage composite; 8-oz/sy nonwoven geotextile separator between the leachate collection stone layer and the NCDOT No. 5 stone gravel column; 8-oz/sy non-woven geotextile that separates the 78M leachate collection stone from the overlying operational cover; and geosynthetic clay liner (GCL) underlying the geomembrane. The quality control testing for each geosynthetic material is described below. 4.2.1 Geomembrane Quality control testing was conducted by GSE Lining Technology, Inc. (GSE) of Houston, Texas, during the manufacturing of the geomembrane material. The quality control testing certificates provided by GSE are included in Appendix D. In addition to quality control testing performed on the rolls themselves, quality control testing of the HDPE resin used to manufacture the geomembrane was also performed by GSE. Each resin batch was tested for density and melt index. Results from quality control testing of the raw resin are provided as part of the quality control testing certificates. On the basis of the quality control test results, the geomembrane is shown to conform to the project requirements for use as the HDPE geomembrane. 4.2.2 Drainage Composite GSE drainage composite with a minimum average transmissivity of 6.0 E-4 m2/sec was used to construct the leachate collection systems on the west slope of the landfill expansion area. The quality control performed by GSE is provided in Appendix D. On the basis of the quality control test results, the GSE drainage composite was shown to conform to the project requirements. 4.2.3 Geotextile GSE provided the 8-oz/sy and 12-oz/sy non-woven geotextiles. The 8-oz/sy geotextile was used as a separator between the primary collection system gravel column (NCDOT No. 5 stone) and surrounding 78M stone leachate collection layer and as a separation material between the leachate collection layer and the operational cover. Quality control testing of the geotextile was performed by GSE during the manufacture of the material. The quality control certificates 12 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Geosynthetic Construction Quality Assurance provided by GSE are presented in Appendix D. On the basis of the quality control test results, the nonwoven geotextiles were shown to conform to the project requirements. 4.2.4 Geosynthetic Clay Liner GCL manufactured by GSE was used in the construction as a part of the alternate liner system. Manufacturer’s certifications for the reinforced BentoLiner NSLGCL used on the west slopes and on the BentoLiner EC used on the floor of the cell are provided in Appendix D. As indicated by the certifications, the supplied GCL met the project requirements. 4.3 Liner System Installation, Monitoring, and Testing 4.3.1 Geosynthetic Clay Liner Prior to deployment of the GCL and geomembrane panels, the lines and grades of the compacted soil liner were verified. The surface was inspected for stones larger than ¾-inch, grade stakes, and roots. Following the initial inspection by JRL personnel, the subbase was sealed using a 10-ton smooth drum roller. The NLS superintendent, CQC Inspector, and HDR CQA personnel then visually inspected the surface of the clay liner after it was reworked for any conditions that might be detrimental to the GCL and geomembrane installation. All areas of the subbase were reviewed and accepted for liner placement. Completed copies of NLS subbase inspection forms are included in Appendix F. 4.3.2 Geomembrane Panel Deployment Rolls of 60-mil textured and smooth HDPE geomembranes were installed in Cell 5 from the on- site stockpile of quality control tested material. Geomembrane panel deployment was accomplished using rubber tracked skid steers equipped with a spreader bar. As each panel was deployed, the roll number, date of deployment, and panel number were written on the panel by NLS’ CQC representative. Each panel was visually inspected, and surface defects (if any) were identified for repair. The panel placement summaries and repair log, including vacuum testing of each repair, are presented in Appendix G. An as-built panel layout plan of the geomembrane prepared by NLS is included in Appendix I. 4.3.3 Trial Seams NLS welding technicians prepared trial seams prior to initiating panel seaming. At a minimum, trial seams were performed twice per day, at the start of work each morning and after each lunch break. Each welding device and welding technician was required to complete a successful trial seam before initiating panel seaming. The date, welding technician, welder number, speed, and welding temperature were recorded on daily trial seam reports. Trial seam reports for the secondary and primary geomembrane are presented in Appendix G. Each trial seam was tested for peel and shear strength by NLS CQC personnel. HDR observed the trial seam testing. A minimum of two specimens were tested for peel adhesion (two for each side of the double fusion welds) and two for shear strength. The testing was done with a 13 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Geosynthetic Construction Quality Assurance calibrated tensiometer owned by NLS. The tensiometer calibration certification can be found in Appendix G. The qualification criteria for trial seam specimens were as follows: • A film tear bond (FTB) type failure on both of the specimens in peel and shear. • A minimum yield stress of 90 pounds per inch (ppi) for peel adhesion. • A minimum yield stress of 120 ppi for bonded shear strength. No seaming was performed until the trial seams passed the qualification criteria. 4.3.4 Panel Seaming All geomembrane panels were seamed on the day they were placed. Geomembrane seaming and repairs were accomplished by one of two seaming methods: • Double fusion – melts the HDPE along the weld lines on the overlapped panels forming an air channel between two welds; or • Extrusion – a welding rod is applied as a welded bead at the edge of two overlapped panels, resulting in a welded seam. Generally, NLS used a double fusion-seaming device for panel seaming and an extrusion- seaming device for patches, intersections, and repairs. The seam number, machine number, welder, time of seaming, and seaming parameters (seam length, temperature setting, and fusion welder speed) were recorded for each seam. The seam number represents the two panels incorporated into the seam. For instance, Field Seam 1/2 identifies the field seam formed by Panels 1 and 2. A summary of all panel seams is included in Appendix G. Prior to fusion seaming, NLS technicians inspected the overlap area and cleaned the seam area with dry cloths. HDR visually observed each seam and marked areas where defects were observed. These areas were later repaired by NLS, and the repairs approved by HDR. Seam repair logs are included in Appendix G. Extrusion seam areas were prepared by beveling the edges of the HDPE patch and grinding the seam area to remove any oxidation, irregularities, etc. Patches, repairs, and tie-in seams were first bonded using hot air Liester equipment, before the extrusion seam was completed. 4.3.5 Nondestructive Seam Testing Non-destructive testing of all field seams was conducted by NLS. Air pressure testing was the primary method for testing of the double fusion weld continuity. Vacuum box testing was used on all extrusion welds to determine the general quality and integrity of the seams. Nondestructive seam testing was performed by NLS and monitored by HDR. Double fusion seams were air pressure tested and the beginning air pressure, test duration, seam length, and final air pressures were recorded. The air channel pressure was monitored for five minutes. A minimum beginning air pressure of 30 pounds per square inch (psi) was used for testing. The maximum allowable pressure drop during the five minute monitoring period was 2 psi. No failures were detected. 14 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Geosynthetic Construction Quality Assurance NLS performed vacuum box testing of all extrusion welds. Vacuum testing of each weld was performed using a soapy solution and a vacuum of 5 psi applied to the welded seam. No failures were detected. Non-destructive testing information was recorded on the CQC Non-Destructive Test Logs presented in Appendix G. 4.3.6 Destructive Seam Testing Destructive seam evaluations were performed on panel seams as required by the contract documents. NLS removed samples at locations selected by HDR. Destructive seam strength test samples were removed from completed liner seams at approximately one sample per 500 feet of seam. The geomembrane seam length within certification limits was approximately 31,090 feet (requiring 62 destructive tests). Samples from the seams were approximately 42 inches long by 12 inches wide. The seam sample was then divided into three portions. One portion was tested by Geotechnics (independent CQA laboratory), the second was subject to destructive testing by NLS on-site, and the third portion (archive sample) is stored on-site. A minimum of ten one-inch wide die cut specimens were removed from each seam sample. At least five specimens were tested for both peel adhesion (five for each side of the double fusion welds) and bonded shear strength. The qualifying criteria for destructive seam evaluations are as follows: • A FTB type failure on all of the specimens in peel and shear. • A minimum yield stress of 90 ppi for peel adhesion of a fusion weld (ASTM D4437). • A minimum yield stress of 120 ppi for bonded shear strength (ASTM D4437). • A test procedure strain rate equal to two inches per minute. None of the test samples failed to meet the test criteria. The locations of the geomembrane destructive samples obtained are included on the NLS Repair Logs presented in Appendix G, and on the as-built panel placement drawing contained in Appendix I. CQA and destructive seam strength test results are also provided in Appendix G. 4.3.7 Drainage Composite Installation Monitoring The leachate collection drainage composite was installed directly on top of the textured geomembrane (on the west slope) by manually unrolling the material from a spreader bar attached to a skid steer. The individual panels of drainage composite were placed such that the roll direction was generally parallel to the flow direction. The geonet components were attached to each other using polyethylene ties spaced every two to five feet along seams extending along the length of the panels, and six inches across butt seams. After the polyethylene ties were installed, the top geotextile of adjacent panels were continuously heat bonded together along the seams. HDR's CQA personnel visually examined the drainage composite placement, tying, and seaming activities. Each panel was also visually examined for damage during placement. 15 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Geosynthetic Construction Quality Assurance Damaged areas (if any) of the geotextile component of the composite were repaired by placing and securing a patch of 8-oz/sy geotextile over the affected area using a Liester gun. The installation of the leachate collection zone drainage composites was accomplished in accordance with accepted industry practices. 4.3.8 Separator Non-Woven Geotextile Installation Monitoring An 8-oz/sy non-woven geotextile was used as a separation layer between the 78M stone leachate collection aggregate and the operational soil cover. Following manual deployment of the geotextile, the panels were continuously heat bonded along the seams using a fusion welder. HDR’s CQA personnel visually examined the geotextile placement, and seaming activities. Each panel was also visually examined for damage during placement. Damaged areas of the geotextile were repaired by placing and securing a patch of 8-oz/sy geotextile over the affected area using a Liester gun. The installation of the separator geotextile was accomplished in accordance with accepted industry practices. 4.3.9 Cushion Non-Woven Geotextile Installation Monitoring A 12-oz/sy non-woven geotextile was used as a cushion layer between the 78M stone and 60-mil smooth geomembrane. Following manual deployment of the geotextile, the panels were continuously heat bonded along the seams. HDR’s CQA personnel visually examined the geotextile placement, and seaming activities. Each panel was also visually examined for damage during placement. Damaged areas of the geotextile were repaired by placing and securing a patch of 12-oz/sy geotextile over the affected area using a Liester gun. The installation of the separator geotextile was accomplished in accordance with accepted industry practices 4.3.10 Pipe Installation Monitoring The collection piping was installed above the primary geomembrane HDPE to transport leachate to the Cell 4 active collection system. Sections of pipe were butt-fused together in order to form long, which were then manually installed. After the pipe was set, JRL placed the NCDOT No. 5 leachate collection stone. The stone was wrapped with 8-oz/sy nonwoven geotextile. The leachate collection piping was constructed in general accordance with the project specifications. Locations of the collection piping are presented on an as-built drawing included in Appendix I. As required by NC General Statute 130A-295.6.h.3, ratified August 2, 2007, cleaning and remote camera inspection of leachate piping installed in Cell 5 was done and documented. The DVD recordings along with maps that illustrate the extent of each camera run are provided in Appendix H. 16 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation 5 Methane Fire Remediation A NLS technician was using a hot air gun to perform detail work on separator geotextile in the southeast corner of Cell 5, north of the leachate collection pipe/header pipe crossing. Gas that had accumulated in the Cell 4 header ignited. The fire spread through the first (southernmost) stone column. Although using soil to smother the fire was efficient, the four hours necessary to extinguish the flames allowed some damage to occur. The geomembrane did not burn but was melted in small spots along the stone column/collection pipe alignment. NLS, with JRL and HDR approval, elected to cap the affected area rather than add many small patches. Photographic documentation of the remediation is included in Section 7. 17 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Erosion and Sedimentation Control and Site Drainage Features 6 Erosion and Sedimentation Control and Site Drainage Features The appurtenances associated with the erosion and sedimentation control and site drainage features were constructed in general accordance with the project specifications. 18 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Photographic Documentation 7 Photographic Documentation Representative construction photographs are provided in this section. Complete photographic documentation is included on the enclosed CD. 19 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Test Strip Construction Test Strip Construction Test Strip Construction (1) Test Strip Construction (2) 20 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Test Strip Construction Test Strip Construction (3) Test Strip Construction (4) 21 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Test Strip Construction Test Strip Construction (5) Test Strip Construction (6) 22 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Test Strip Construction Test Strip Construction (7) 23 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Cell 5 Construction Continuing Bulk Excavation Existing Leachate Collection Pipe- NE Corner (1) 24 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Existing Leachate Collection Pipe- NE Corner (2) General Use Soil Stockpile 25 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Looking Generally East Across Cell Floor (1) Looking Generally East Across Cell Floor (2) 26 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Piezometer Abandonment (1) Piezometer Abandonment (2) 27 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Roughly Graded West Slope (1) Roughly Graded West Slope (2) 28 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Roughly Graded West Slope (3) Top of West Slope (1) 29 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Top of West Slope (2) Top of West Slope (3) 30 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Top of West Slope (4) Bulk Excavation- NE Corner 31 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Looking NE Across Cell NE Corner Future Tie-in to Cell 4 32 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Partially Excavated Floor Stockpile Area 33 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction West Slope Looking North Floor Looking North 34 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Looking North Along Cut Face Rough Graded Floor Looking NE 35 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Tie-in to Cell 4- Typical West Slope (2) 36 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction West Slope (3) Cell 4 Tie-in Looking Generally West 37 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Floor Near Subgrade Looking SW Cell 4-5 Tie-in Looking at SW Corner 38 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Floor Looking NE Floor Looking North 39 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Soil Stockpile Temporary Drainage to Sed. Trap 6 40 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Undercut at Cell 4 toe (1) Undercut at Cell 4 toe (2) 41 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction View From Top of West Slope (1) View From Top of West Slope (2) 42 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 ExpansionCell 5 Construction 43 Drilling MM-12 (1) Drilling MM-12 (2) City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Corp of Engineers Drive Tube (1) Corp of Engineers Drive Tube (2) 44 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction DSCN3969 Nuclear Density Testing 45 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction One Point Proctor Soil Liner Placement (1) 46 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Soil Liner Placement (2) Soil Liner Placement (3) 47 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Auger Verification of Soil Liner Thickness Auger Verification of Soil Liner Thickness (2) 48 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Auger Verification of Soil Liner Thickness (3) North Anchor Trench 49 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Top of West Slope with Anchor Trench (1) Top of West Slope With Anchor Trench (2) 50 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction View From Top of West Slope (1) View From Top of West Slope (2) 51 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Gas Transmission and Air Line Gas Transmission and Air Line Fusion Welding 52 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Gas Transmission Line (2) Soil Liner Lift 3 (1) 53 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Soil Liner Lift 3 (2) Soil Liner Lift 3 (3) 54 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction 60mil Textured and GCL Completed West Slope 55 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Gas Transmission and Air Line Excavation GCL Placement 56 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction North End- Nearing Completion West Slope-60mil HDPE Looking North 57 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Gas Transmission Line at Sta. 64 (1) Gas Transmission Line at Sta. 64 (2) 58 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction 60mil and GCL Deployment 60mil Looking SW 59 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Cushion Fabric_Cones for Visual Grade Control Cushion Geotextile Looking NE 60 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Extrusion Welding Cell 4- Cell 5 Tie-In Heat Fusion Bonding of Cushion Geotextile (1) 61 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Leachate Collection Stone Placement Looking Generally SW From Top of Closed LF (1) 62 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Looking Generally SW From Top of Closed LF (2) Placing Cushion Geotextile 63 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Start 78 Stone Placement View From Top of Temporary Stockpile (1) 64 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction View From Top of Temporary Stockpile (2) View From Top of Temporary Stockpile (3) 65 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction 78 Stone Placement Looking Generally South (1) 78 Stone Placement Looking Generally South (2) 66 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction 78 Stone Placement Looking Generally South (3) 78 Stone Placement Looking NE 67 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction 78 Stone Placement Looking SE Header- Lateral Connection 68 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Isolation Valve Installation at Tie-In (1) Isolation Valve Installation at Tie-In (2) 69 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Isolation Valve Installation at Tie-In (3) Isolation Valve Installation- Existing Transmission Line (1) 70 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Isolation Valve Installation- Existing Transmission Line (2) Isolation Valve Installation- Existing Transmission Line (3) 71 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Isolation Valve Installation- Existing Transmission Line (1) Isolation Valve Installation- Existing Transmission Line (2) 72 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Leachate Collection Pipe Installation (1) Leachate Collection Pipe Installation (3) 73 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Leachate Collection Pipe Installation- Tie-In to Cell 4 (2) Leachate Collection System Construction- Looking South 74 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Leachate Collection System Construction- Looking East Leachate Collection System Construction- Looking NE 75 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Leachate Collection System Construction- Looking SE Leachate Collection Cleanout Construction (1) 76 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Leachate Collection Cleanout Construction (2) Leachate Collection Cleanout Construction (3) 77 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction No. 78 Collection Stone (1) No. 78 Collection Stone (2) 78 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction No. 78 Collection Stone (3) No. 78 Collection Stone (4) 79 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Rain Cover Deployment (1) Rain Cover Deployment (2) 80 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Rain Cover Deployment (3) Rain Cover Deployment (4) 81 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Rain Cover Deployment (5) Rain Cover Seaming (1) 82 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Rain Cover Seaming (2) Separator Geotextile (1) 83 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Separator Geotextile (2) Wind Defender (1) 84 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Cell 5 Construction Wind Defender (2) Wind Defender (3) 85 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Methane Fire Remediation All Construction Materials Removed from the 60mil HDPE (1) All Construction Materials Removed from the 60mil HDPE (2) 86 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation All Construction Materials Removed from the 60mil HDPE (3) All Construction Materials Removed from the 60mil HDPE (4) 87 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation All Construction Materials Removed from the 60mil HDPE (5) All Construction Materials Removed from the 60mil HDPE (6) 88 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation All Construction Materials Removed from the 60mil HDPE (7) All Construction Materials Removed from the 60mil HDPE (8) 89 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Cell 4-5 Tie-In Exposed Liner Ready for Inspection (1) 90 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Exposed Liner Ready for Inspection (2) Exposed Liner Ready for Inspection (3) 91 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Exposed Liner Ready for Inspection (4) Exposed Liner Ready for Inspection (5) 92 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Extrusion Welding Repair Fire Damage (1) 93 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Fire Damage (2) Fire Damage in Pink 94 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Operational Cover Road Constructed for Fire Access (1) Operational Cover Road Constructed for Fire Access (2) 95 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Operational Cover Road Constructed for Fire Access (3) Operational Cover Road Constructed for Fire Access (4) 96 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Operational Cover Road Constructed for Fire Access (5) Operational Cover Road Constructed for Fire Access (6) 97 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Operational Cover Road Constructed for Fire Access (7) Operational Cover Road Constructed for Fire Access (8) 98 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Operational Cover Road Constructed for Fire Access (9) Repairing Damage (1) 99 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Methane Fire Remediation Repairing Damage (2) Repairing Damage (3) 100 City/County Utilities | Hanes Mill Rd. Landfill Cell 5 ExpansionAppendix A - Related Correspondence A Appendix A - Related Correspondence MSW Landfill Facility Permit No. 34-02 Preconstruction Meeting Agenda and Minutes Warranties Well Construction Record, MM-12 Well Abandonment Records This page intentionally left blank. This page intentionally left blank. This page intentionally left blank. This page intentionally left blank. 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 . 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/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Appendix B - CQC Field and Laboratory Testing-Soils B Appendix B - CQC Field and Laboratory Testing-Soils B1 Borrow Source Characterization Study B2 Structural/Embankment Fill Field and Laboratory Test Data B3 Test Strip Data B4 Soil Liner – Field and Laboratory Test Results B5 Operational Cover and Leachate Collection Stone This page intentionally left blank. City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Appendix B - CQC Field and Laboratory Testing-Soils B1 Borrow Source Characterization Study This page intentionally left blank. This page intentionally left blank. City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Appendix B - CQC Field and Laboratory Testing-Soils B2 Structural/Embankment Fill Field and Lab Test Data 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/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Appendix B - CQC Field and Laboratory Testing-Soils B3 Test Strip Data 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 . City/County Utilities | Hanes Mill Rd. Landfill Cell 5 Expansion Appendix B - CQC Field and Laboratory Testing-Soils B4 Soil Liner – Field and Laboratory Test Results • Summary Table • Test Location Drawings • Field and Laboratory Test Results This page intentionally left blank. Su m m a r y T a b l e So i l L i n e r F i e l d a n d L a b o r a t o r y T e s t i n g Pa g e 1 o f 3 Lo c a t i o n Li f t 1 Li f t 2 Li f t 3 Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Fi e l d D e n s i t y (% ) Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Fi e l d D e n s i t y (% ) Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Field Density (%) Ar e a 1 30 7 0 1 . 0 0 E - 0 6 9 5 . 4 4 . 7 0 E -0 6 9 5 . 5 1 . 3 2 E - 0 6 9 9 . 2 30 7 2 9 7 . 1 9 7 . 0 9 6 . 1 D T 31 1 0 9 7 . 0 9 6 . 0 9 7 . 4 31 1 2 9 6 . 2 9 7 . 1 9 8 . 7 Ar e a 2 31 4 7 9 . 3 0 E - 0 7 - - 1 . 9 0 E - 0 6 1 0 0 3 . 6 7 E - 0 6 - - 34 0 5 9 6 9 5 . 9 9 9 . 5 34 2 8 9 6 . 5 9 8 . 3 1 0 0 + Ar e a 3 30 0 1 9 6 . 4 D T - - - - 30 0 8 9 8 . 4 9 8 . 7 9 7 . 4 D T 30 1 0 9 8 . 6 9 5 . 0 9 7 . 4 , 9 7 . 1 D T 33 9 5 7 . 2 0 E - 0 7 - - 4 . 6 3 E -0 6 - - 9 . 8 0 E - 0 7 - - Ar e a 4 34 0 7 1 0 0 + 9 5 . 9 9 5 34 2 4 9 9 . 8 9 8 . 2 , 9 7 . 5 D T 1 0 0 . 0 34 2 5 3 . 6 0 E - 0 7 - - 4 . 2 5 E -0 6 - - 2 . 5 9 E - 0 6 - - 34 2 6 1 0 0 + 9 7 . 0 9 7 . 4 91 1 7 9 8 . 6 9 6 . 7 1 0 0 + Ar e a 5 34 2 1 5 . 5 0 E - 0 7 - - 9 . 7 0 E -0 7 - - 6 . 3 2 E - 0 6 - - 34 2 2 9 8 . 5 9 7 . 7 1 0 0 . 0 34 1 7 9 6 . 4 9 7 . 7 , 9 7 . 1 D T 9 6 . 4 34 8 0 9 9 . 1 9 5 . 2 1 0 0 + Ar e a 6 31 0 0 1 0 0 + 9 7 . 6 9 5 . 7 31 1 8 8 . 3 2 E - 0 7 - - 3 . 3 3 E -0 6 - - 9 . 7 7 E - 0 7 - - 31 4 1 1 0 0 + 9 7 . 3 9 6 . 4 34 9 5 9 9 . 5 1 0 0 + 9 8 . 0 35 9 1 9 5 . 0 9 6 . 6 9 9 . 4 90 1 1 9 6 . 9 9 8 . 7 9 8 . 9 Ar e a 7 32 7 7 1 0 0 + 9 6 . 7 9 9 . 6 32 7 8 1 . 3 0 E - 0 7 1 0 0 2 . 8 0 E -0 6 - - 5 . 3 6 E - 0 6 - - 32 8 9 9 6 . 3 9 8 . 3 D T 9 5 . 8 D T Su m m a r y T a b l e So i l L i n e r F i e l d a n d L a b o r a t o r y T e s t i n g Pa g e 2 o f 3 Lo c a t i o n Li f t 1 Li f t 2 Li f t 3 Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Fi e l d D e n s i t y (% ) Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Fi e l d D e n s i t y (% ) Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Field Density (%) Ar e a 7 ( c o n t i n u e d ) 32 9 7 9 7 . 8 9 9 . 0 D T 9 9 . 9 D T 34 3 6 9 6 . 2 9 9 . 1 1 0 0 . 0 34 4 0 9 5 . 7 9 6 . 6 9 5 . 4 Ar e a 8 31 8 1 9 8 . 0 9 6 . 0 9 5 . 4 31 9 5 1 0 0 + 9 9 . 8 9 5 . 0 32 1 8 9 8 . 9 9 6 . 7 9 5 . 5 32 5 1 1 0 0 + 9 5 . 0 9 5 . 7 32 5 2 1 0 0 + - - 9 5 . 8 34 4 2 9 6 . 8 9 6 . 0 , 9 6 . 1 D T 9 5 . 4 34 4 4 1 0 0 + 9 5 . 4 9 5 . 4 34 4 9 8 . 7 0 E - 0 7 - - 1 . 9 0 E -0 6 - - 1 . 0 9 E - 0 6 - - Ar e a 9 32 4 5 1 0 0 + 9 5 . 1 9 5 . 6 32 4 7 9 7 . 0 D T 9 7 . 4 D T - - 32 4 9 9 8 . 2 9 5 . 6 9 8 . 3 32 6 9 6 . 3 7 E - 0 7 - - 8 . 7 7 E -0 7 - - 4 . 2 8 E - 0 6 - - 32 7 0 - - 9 8 . 5 D T 9 9 . 8 D T 32 7 5 1 0 0 9 6 . 3 1 0 0 + D T 33 5 4 9 6 . 7 D T 9 5 . 3 1 0 0 + D T Ar e a 1 0 30 2 2 6 . 9 7 E - 0 6 - - 4 . 3 6 E -0 6 - - 7 . 6 1 E - 0 6 - - 30 3 2 9 6 . 9 9 7 . 8 9 9 . 1 30 3 4 1 0 0 + 9 5 . 0 9 5 . 3 30 5 2 1 0 0 + D T 9 5 . 0 9 6 . 2 30 5 4 9 7 . 6 9 5 . 8 9 5 . 7 Ar e a 1 1 31 7 7 9 8 . 2 9 9 . 5 9 8 . 0 31 7 9 9 7 . 4 9 7 . 0 9 6 . 1 32 0 0 2 . 7 6 E - 0 6 - - 9 . 6 1 E -0 7 - - 7 . 6 2 E - 0 6 - - 32 1 4 9 7 . 4 D T 9 6 . 3 9 6 . 5 32 1 6 9 5 . 9 9 6 . 8 9 5 . 2 Ar e a 1 2 30 9 6 9 5 . 0 9 5 . 5 9 5 . 1 30 9 8 9 9 . 3 9 7 . 8 1 0 0 + Su m m a r y T a b l e So i l L i n e r F i e l d a n d L a b o r a t o r y T e s t i n g Pa g e 3 o f 3 Lo c a t i o n Li f t 1 Li f t 2 Li f t 3 Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Fi e l d D e n s i t y (% ) Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Fi e l d D e n s i t y (% ) Hy d r a u l i c C o n d u c t i v i t y (c m / s e c ) Field Density (%) Ar e a 1 2 ( c o n t i n u e d ) 31 2 2 7 . 3 8 E - 0 7 - - 1 . 9 9 E -6 - - 4 . 4 7 E - 0 6 - - 31 3 6 9 5 . 1 9 8 . 5 9 8 . 4 31 3 8 9 5 . 5 9 7 . 0 9 6 . 5 Ar e a 1 3 30 9 2 9 6 . 6 9 6 . 0 1 0 0 + 30 9 4 9 5 . 0 9 6 . 9 9 5 . 0 31 2 6 5 . 4 5 E - 0 6 - - 2 . 3 3 E -6 - - 8 . 3 4 E - 0 6 - - 31 3 2 9 7 . 7 1 0 0 + 9 5 . 0 31 3 4 9 8 . 2 9 9 . 8 9 5 . 4 31 3 8 9 5 . 5 9 7 . 0 9 6 . 5 Ar e a 1 4 30 3 7 9 7 . 9 D T 9 7 . 3 D T 9 6 . 2 D T 30 5 6 9 8 . 8 D T 9 8 . 0 9 5 . 2 D T 30 5 8 9 7 . 0 9 7 . 6 9 5 . 8 30 5 9 2 , 6 1 E - 0 6 - - 3 . 2 5 E -0 6 - - 5 . 5 8 E - 0 6 - - 30 6 0 9 9 . 5 9 5 . 0 9 5 . 0 35 8 9 9 6 . 9 9 5 . 0 9 4 . 9 D T Ar e a 1 5 31 7 2 9 9 . 2 9 5 . 2 9 7 . 0 31 7 4 9 8 . 0 9 5 . 9 9 7 . 4 32 0 4 9 . 7 0 E - 0 6 - - 9 . 2 1 E -0 7 - - 9 . 7 5 E - 0 6 - - 32 1 0 9 7 . 2 9 8 . 6 9 5 . 7 32 1 2 9 6 . 0 9 6 . 6 , 9 6 . 7 D T 9 5 . 3 Ar e a 1 6 30 2 5 2 . 0 7 E - 0 6 - - 6 . 3 6 E -0 6 - - 6 . 1 4 E - 0 6 - - 30 2 9 9 6 . 4 9 8 . 7 9 6 . 5 30 4 7 9 5 9 5 . 5 , 1 0 0 9 5 . 0 30 5 0 9 5 1 0 0 + 9 5 . 2 D T 33 6 2 9 9 . 2 9 5 . 1 9 6 . 1 D T 33 7 4 9 7 . 0 9 9 . 4 9 8 . 8 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 . 0.64 A C 0. 8 6 A C 0.7 5 A C 0. 8 0 A C 0.5 9 A C Pe r m . @ 30 7 0 0.90 A C 0.9 0 A C 0.92 A C 0. 9 5 A C 1.00 A C 0. 9 2 A C 0. 9 2 A C 0.9 4 A C 0. 9 2 A C 0. 9 6 A C 0. 7 6 A C 0.7 6 A C Pla n n e d D e n s i t y & M o i s t u r e T e s t Pa s s e d D e n s i t y / M o i s t u r e T e s t A S T M D 6 9 3 8 Pl a n n e d P e r m e a b i l i t y T e s t Co m p l e t e P e r m e a b i l i t y T e s t A cr e L a y o u t f o r P e r m T e s t KE Y Pl a n n e d B u l k S a m p l e f o r A S T M D 6 9 8 P a s s e d P e r m e a b i l i t y T e s t 0 .90 AC 0 .90 AC 0 .92 A C 0 .95 AC 1.00 AC 0 .92 A C 0 .92 A C0.9 4 AC 0 .96 AC 0 .6 4 AC Placed 7 / 1 8 / 1 6 0 .86 AC 0 .7 5 A C 0 .80 A C 0 .59 A C P e rm . @ 30 7 0 Pla c e d 7 / 1 5 / 1 6 - 7 / 1 6 / 1 6 Pla c e d 7 / 1 4 / 1 6 Pla c e d 7 / 1 9 / 1 6 Placed 7 / 2 0 / 1 6 Te s t P a d Pl a c e d 7 / 2 1 / 1 6 9 9 9 11 11 11 11 12 1212 12 12 12 12 12 12 12 # E C S R e p o r t # 0 .92 AC 0 .7 6 AC 0 .7 6 AC Pla c e d 7 / 2 2 / 1 6 Co m p l e t e d B u l k S a m p l e f o r A S T M D 6 9 8 1414 14 14 14 14 15 15 15 15 15 1515 15 La b e l e d a s 3 5 8 6 , bu t t a k e n a t 3 5 9 1 15 15 15 15 15 La b r e p o r t 7/2 6 / 1 6 17 17 17 17 17 17 Labeled o n Report a s 3 2 7 8 17 17 17 17 17 La b e l e d o n Re p o r t a s 3 0 3 6 18 18 18 18 18 18 18 18 22 22 19 19 19 19 19 19 19 19 19 LIFT #1 Report 7/28/16 Re p o r t 7/2 8 / 1 6 Re p o r t 7/2 8 / 1 6 31 8 2 A tt e r b e r g & G r a i n Report 7/28/16Report7/28/16 Re p o r t 7/2 0 / 1 6 Re p o r t 7/ 2 0 / 1 6 Re p o r t 7/2 0 / 1 6 Re p o r t 7/ 2 0 / 1 6 Re p o r t 7/2 8 / 1 6 (3 5 8 6 ) 23 23 23 23 23 23 232323 23 23 23 Pa s s e d D e n s i t y / M o i s t u r e T e s t A S T M D 2 9 3 7 Dr i v e T u b e Nu c l e a r G a u g e Re p o r t 7/ 2 9 / 1 6 Re p o r t 7/ 2 9 / 1 6 Re p o r t 7/ 2 9 / 1 6 Report 7/29/16 Re p o r t 7/2 9 / 1 6 Re p o r t 7/ 2 9 / 1 6 Report 7/29/16 Re p o r t 7/ 2 9 / 1 6 Pe r m 7 / 2 9 / 1 6 24 24 24 24 23W 23W 23W Re p o r t 8/2 / 1 6 ϭ Ϯ ϯ ϰ ϱ ϲ ϴ ϳ ϭϰ ϵ ϭϭ ϭϮ ϭϱ ϭϯ ϭϬ ϭϲ 0.64 A C 0. 8 6 A C 0.7 5 A C 0. 8 0 A C 0.5 9 A C Pe r m . @ 30 7 0 0.90 A C 0.9 0 A C 0.92 A C 0. 9 5 A C 1.00 A C 0. 9 2 A C 0. 9 2 A C 0.9 4 A C 0. 9 2 A C 0. 9 6 A C 0. 7 6 A C 0.7 6 A C Pla n n e d D e n s i t y & M o i s t u r e T e s t Pl a n n e d P e r m e a b i l i t y T e s t A cr e L a y o u t f o r P e r m T e s t KE Y Bu l k S a m p l e f o r A S T M D 6 9 8 P a s s e d P e r m e a b i l i t y T e s t Te s t P a d # E C S R e p o r t # 0 .80 A C 0 .59 A C P e rm . @ 30 7 0 Pl a c e d 7 / 2 3 / 1 6 0 .86 AC 0.7 5 AC Pla c e d 7 / 2 5 / 1 6 0 .6 4 ACPlaced 7 / 2 6 / 1 6 0 .90 AC 0 .90 AC 0 .92 A C Pl a c e d 7 / 2 8 / 1 6 #2 0 #2 0 #2 0 #2 0 #2 0 #2 0 #2 1 #2 1 #2 1 #2 1 #2 1 #2 2 07 5 A Co m p l e t e d B u l k S a m p l e f o r A S T M D 6 9 8 Pa s s e d D e n s i t y / M o i s t u r e T e s t A S T M D 6 9 3 8 Nu c l e a r G a u g e Pa s s e d D e n s i t y / M o i s t u r e T e s t A S T M D 2 9 3 7 Dr i v e T u b e 0 .95 AC 1.00 AC 0 .92 A C T es t P ad Pla c e d 7 / 2 9 / 1 6 0 .92 A C Pla c e d 7 / 3 0 / 1 6 LIFT #2 La b R e p o r t 8/1 / 1 6 & 8/1 0 / 1 6 La b R e p o r t 8/ 1 / 1 6 0 .9 4 AC 0 .92 AC 0 .96 AC Pl a c e d 8 / 1 / 1 6 #22#22#22 #22 #22 #22 #2 2 #2 2 #2 2 #23 V#23 V#23 V #2 3 V #2 3 V #2 3 V #2 3 V #23 V #2 3 W #2 3 W #2 3 W #23W #23W #23W #23W #23W #23W #2 3 W @ 34 2 6 #23W @ 3442#23W #23W #2 3 W #2 3 W #23W #23W #23W @ 3424#23W @ 3440 #23W @ 3417 0 .7 6 AC Pla c e d 8 / 2 / 1 6 0 .7 6 AC Pl a c e d 8 / 2 / 1 6 La b R e p o r t 8/2 / 1 6 #2 5 #2 5 #2 5 No R e p o r t b u t h a v e ob t a i n e d O b t a i n e d P e r m e a b i l i t y T e s t #2 9 #29 #2 9 #29#29#29 #2 9 #2 9 #2 9 Nuc # 2 9 #2 9 V #29 #2 9 #2 9 #2 9 #2 9 #29 - N u c & D r i v e Tube#29 #2 9 #2 9 #29 #2 9 La b R e p o r t 8/ 5 / 1 6 La b R e p o r t 8/8 / 1 6 La b R e p o r t 8/1 0 / 1 6 La b R e p o r t 8/1 0 / 1 6 La b R e p o r t 8/ 1 0 / 1 6 Lab R e p o r t 8/10/16 Lab R e p o r t 8/10/16 Lab R e p o r t 8/10/16Lab R e p o r t 8/10/16 La b R e p o r t 8/ 1 0 / 1 6 (L a b e l e d a s 34 5 0 ) La b R e p o r t 8/1 0 / 1 6 (A t t e r b e r g s ) La b R e p o r t 8/ 1 0 / 1 6 (A t t e r b e r g ) #3 1 - S h e l b y & A t t e r . #3 1 1/1 #3 1 #3 1 #31 #3 1 - S h e l b y & A t t e r . #3 1 #31 #31 #31 #3 1 - La b e l e d a s 34 5 0 #3 3 #3 3 #3 3 #3 3 #3 3 #3 3 #33 #3 3 #3 3 #3 3 Re p o r t 8 / 2 2 / 1 6 Re p o r t 8 / 2 2 / 1 6 Re p o r t 8 / 2 2 / 1 6 Re p o r t 8 / 2 2 / 1 6 #3 8 #3 8 #3 8 #3 8 ϭ ϯ Ϯ ϰ ϱϳ ϴ ϲ ϭϰ ϭϮ ϭϭ ϵ ϭϱ ϭϯ ϭϬ ϭϲ 0.64 A C 0. 8 6 A C 0.7 5 A C 0. 8 0 A C 0.5 9 A C Pe r m . @ 30 7 0 0.90 A C 0.9 0 A C 0.92 A C 0. 9 5 A C 1.00 A C 0. 9 2 A C 0. 9 2 A C 0.9 4 A C 0. 9 2 A C 0. 9 6 A C 0. 7 6 A C 0.7 6 A C Pla n n e d D e n s i t y & M o i s t u r e T e s t Pl a n n e d P e r m e a b i l i t y T e s t Co m p l e t e P e r m e a b i l i t y T e s t A cr e L a y o u t f o r P e r m T e s t KE Y Bu l k S a m p l e f o r A S T M D 6 9 8 P a s s e d P e r m e a b i l i t y T e s t Te s t P a d # E C S R e p o r t # Co m p l e t e d B u l k S a m p l e f o r A S T M D 6 9 8 Pa s s e d D e n s i t y / M o i s t u r e T e s t A S T M D 6 9 3 8 Nu c l e a r G a u g e Pa s s e d D e n s i t y / M o i s t u r e T e s t A S T M D 2 9 3 7 Dr i v e T u b e LIFT #3 0 .80 A C 0 .59 A C P e rm . @ 30 7 0Pla c e d 8 / 3 / 1 6 0 .7 5 A C Pla c e d 8 / 5 / 1 6 0 .6 4 AC 0 .86 AC Placed 8 / 6 / 1 6 0 .90 AC Pl a c e d 8 / 1 3 / 1 6 0 .90 AC 0 .92 A C 0 .95 AC Pla c e d 8 / 1 5 / 1 6 1.00 AC 0 .92 A C 0 .92 A C T es t P ad Pla c e d 8 / 1 6 / 1 6 0 .9 4 AC 0 .92 AC 0 .96 AC 0 .7 6 AC Pl a c e d 8 / 1 7 / 1 6 Pl a c e d 8 / 1 7 / 1 6 0 .7 6 AC Pla c e d 8 / 1 8 / 1 6 #3 2 #3 2 #3 2 #32 #32#32#32#32#32 #3 2 #3 2 #3 2 #3 2 #3 2 #3 2 #3 2 #32#32 #3 2 #3 2 #3 2 #3 2 #34#34 #3 4 #3 4 #3 4 #3 4 #34 #3 4 #34 4 #34#34 #3 4 #3 5 #3 5 #3 5 #3 5 #3 5 #3 5 #35 #35#35 #3 5 #3 5 #3 5 #3 5 #35 #35 #3 5 #3 5 #3 5 #3 5 #35 #35 #35 #3 6 #3 6 #3 6 #36 #3 6 #3 6 #36 #36 #3 7 #3 7 #3 7 #3 7 #3 7 #3 7 #37 #3 7 #3 7 #3 7 #3 7 Re p o r t 8 / 2 2 / 1 6 Re p o r t 8 / 2 2 / 1 6 Re p o r t 8 / 2 2 / 1 6 Report 8 / 2 2 / 1 6 Re p o r t 8 / 2 2 / 1 6 #3 8 #3 8 #38 #3 8 Report 8 / 2 4 / 1 6 Report 8 / 2 4 / 1 6 Re p o r t 8 / 2 4 / 1 6 Re p o r t 8 / 2 4 / 1 6 Report 8 / 2 9 / 1 6 Re p o r t 8 / 2 9 / 1 6 Re p o r t 8 / 2 9 / 1 6 Re p o r t 8 / 2 9 / 1 6 Re p o r t 8 / 2 9 / 1 6 Re p o r t 8 / 3 1 / 1 6 Re p o r t 8 / 3 1 / 1 6 Re p o r t 8 / 3 1 / 1 6 Re p o r t 8 / 3 1 / 1 6 #3 9 #3 9 #3 9 #39 Re p o r t 9 / 1 / 1 6 ϭ ϯ Ϯ ϰ ϱϳ ϴ ϲ ϭϰ ϭϮ ϭϭ ϵ ϭϱ ϭϯ ϭϬ ϭϲ 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 .