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Home My WebLink About6403_NashCDLF_approvedapplic_Doc27382_20170503 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION PERMIT TO CONSTRUCT APPLICATION FEBRUARY 2017 PREPARED BY: NC FIRM C-2910 PHONE: (919) 792-1900 FAX: (866) 311-7206 www.garrett-moore.com APPROVED DOCUMENT Division of Waste Management Solid Waste Section Approved May 3, 2017 By D. Wilson Facility ID 6403-CDLF-2000 Doc ID 27380 (permit) Doc ID 27382 (applic) Doc ID 27378 (GW and gas monitoring plan) Doc ID 27377 (hydro report) NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN JANUARY 2017 1100 Crescent Green Drive, Suite 208 Cary, North Carolina 27518 • O: 919-792-1900 • F: 866-311-7206 NC FIRM C-2910 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN i CONTENTS 1.0 INTRODUCTION ................................................................................................................. 1 2.0 FACILITY BOUNDARY ........................................................................................................ 1 3.0 LOCAL GOVERNMENT APPROVAL AND SITE SUITABILITY .......................................... 2 4.0 WASTE STREAM ................................................................................................................ 2 4.1 TYPES OF WASTE SPECIFIED FOR DISPOSAL .......................................................... 2 4.2 AVERAGE YEARLY DISPOSAL RATE ........................................................................... 3 4.3 AREA SERVED BY THE FACILITY ................................................................................. 3 4.4 PROCEDURE FOR SEGREGATED MANAGEMENT AT DIFFERENT ON-SITE FACILITIES ................................................................................................................. 3 4.4.1 YARD WASTE ........................................................................................................... 3 4.4.2 WHITE GOODS ......................................................................................................... 3 4.4.3 TIRES ........................................................................................................................ 4 4.5 EQUIPMENT REQUIREMENTS FOR OPERATION OF THE C&DLF UNIT ................... 4 5.0 LANDFILL CAPACITY ......................................................................................................... 4 5.1 EXISTING PERMITTED 11.3-ACRE C&DLF ................................................................... 4 5.2 PROPOSED 15.8-ACRE HORIZONTAL EXPANSION .................................................... 5 5.3 SOIL QUANTITIES FOR THE PROPOSED 15.8-ACRE HORIZONTAL EXPANSION ............................................................................................................... 6 6.0 SPECIAL ENGINEERING FEATURES ............................................................................... 6 6.1 LEACHATE MANAGEMENT SYSTEMS ......................................................................... 7 6.2 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEMS .................................. 7 6.3 BASE LINER SYSTEM .................................................................................................... 7 6.4 OTHER DEVISED COMPONENTS AND STRUCTURES ............................................... 7 7.0 TRAFFIC STUDY ................................................................................................................ 7 APPENDIX A. FACILITY BOUNDARY INFORMATION ......................................................... 1 DEED EXECUTED FEBRUARY 18, 1976 ................................................................................. 2 DEED EXECUTED FEBRUARY 5, 1985 ................................................................................... 3 DEED EXECUTED AUGUST 27, 2004 ..................................................................................... 4 DEED EXECUTED JULY 11, 1997 ........................................................................................... 5 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN ii INSTRUMENT OF COMBINATION EXECUTED DECEMBER 6, 2016 .................................... 6 APPENDIX B. SITE SUITABILITY DEMONSTRATION .......................................................... 7 APPENDIX C. TRAFFIC STUDY INFORMATION .................................................................. 8 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN Page 1 of 7 1.0 INTRODUCTION The purpose of this Facility Plan is to present the proposed Nash County Construction & Demolition Landfill (C&DLF) and Horizontal Expansion in accordance with Rule 15A NCAC 13B .0537. 2.0 FACILITY BOUNDARY The Nash County MSWLF Facility Boundary (Permit 6401) is shown on the attached Facility Drawing FD-1. The Nash County MSWLF Facility Boundary (Permit 6401) is comprised of three parcels on the northeast side of Pig Basket Creek totaling approximately 185 acres as follows: Nash County MSWLF Facility Boundary (Permit 6401) Grantor General Warranty Deed Date Parcel I.D. Current Acreage Notes Sydney A Collie and Jane King Collie January 17, 1976 030826 73.94 Original MSWLF Tract Reduced acreage for SR1411 (Dukes Road) 60’ Right-of-Way Jane K. Collie February 5, 1985 025628 90.61 Western Expansion of MSWLF Tract Reduced acreage for SR1411 (Dukes Road) 60’ Right-of-Way. Reduced acreage for 17.3629 acres recombined with Scott Allen Tyson Property 234 heirs August 27, 2004 025850 20.79 Eastern Expansion of MSWLF Tract Total 185.34 Copies of the Deeds executed on January 17, 1976, February 5, 1985, and August 27, 2004 are included in Appendix A. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN Page 2 of 7 The Nash County C&DLF Facility Boundary (Permit 6403) is shown on the attached Facility Drawing FD-1. The Nash County C&DLF Facility Boundary (Permit 6403) is comprised of one parcel and totals approximately 187 acres as follows: Nash County C&DLF Facility Boundary (Permit 6403) Grantor General Warranty Deed Date Parcel I.D. Acreage Notes Scott Allen Tyson July 1, 1997 048763 169.67 Instrument of Combination December 6, 2016 048763 17.3629 This acreage removed Deed executed on February 5, 1985 (tax parcel 025628) Total 187.0 Copies of the Deed executed July 1, 1997 as well as the Instrument of Combination executed December 6, 2016 and the associated figure are included in Appendix A. 3.0 LOCAL GOVERNMENT APPROVAL AND SITE SUITABILITY Nash County satisfied the Local Government Approval requirements described in Rule 15A NCAC 13B .0536 Paragraph (c)(11) in late 2011. NCDEQ issued concurrence that the Local Government Approval process was satisfied on March 2, 2012. Site Suitability for the area of the proposed landfill expansion was initially approved in a letter from James Coffey, Supervisor, Permitting Branch, Solid Waste Section, North Carolina Department of Environment and Natural Resources dated September 17, 1998. A copy of this letter and the referenced figure depicting the Approved Disposal Area is included in Appendix B. Garrett & Moore provided a demonstration of site suitability dated July 23, 2012 under NCAC 155A 13B .0538(a). The demonstration of site suitability under the .0538 was approved by Christine Ritter, Hydrogeologist, NC Solid Waste Section in a letter dated October 1, 2012. Correspondence associated with Site Suitability demonstration is included in Appendix B. 4.0 WASTE STREAM Rule 15A NCAC 13B .0537(e)(1) requires a description of the proposed waste stream to be managed by the facility. 4.1 TYPES OF WASTE SPECIFIED FOR DISPOSAL The C&DLF Facility will accept the following types of wastes for Disposal: NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN Page 3 of 7 (1). Construction and Demolition (C&D) Waste: "C&D solid waste" means solid waste generated solely from the construction, remodeling, repair, or demolition operations on pavement and buildings or structures. (2). Inert Debris: “Inert Debris” is defined as solid waste which consists solely of material that is virtually inert, such as brick, concrete, rock, and clean soil. For the Nash County C&DLF, this term also includes wood pallets. (3). Asphalt: In accordance with G.S. 130-294(m). (4). Non-Friable Asbestos: In accordance with 40 CFR 61. (5). Land Clearing Debris: As defined in G.S. 130A-290, specifically solid waste which is generated solely from land-clearing activities, such as stumps, trees, etc. C&D waste does not include municipal and industrial wastes that may be generated by the on-going operations at buildings or structures. 4.2 AVERAGE YEARLY DISPOSAL RATE The Facility received approximately 5,000 tons in fiscal year 2014, which represents a reduction from recent annual tonnages reported. During the Local Government Approval process, approximately 10,000 tons of C&D were reported disposed in 2010, or approximately 27 tons per day. The FY14 tonnage is considered an isolated reduction in annual incoming tonnage. It is projected that the waste disposed will increase about 2.0% annually over the life of the facility. 4.3 AREA SERVED BY THE FACILITY The Nash County C&D Facility will serve the unincorporated and incorporated areas of Nash County which includes all or portions of municipalities of Bailey, Castalia, Dortches, Middlesex, Momeyer, Nashville, Red Oak, Rocky Mount, Sharpsburg, Spring Hope, and Whitakers. 4.4 PROCEDURE FOR SEGREGATED MANAGEMENT AT DIFFERENT ON-SITE FACILITIES 4.4.1 YARD WASTE Nash County collects yard waste in the areas noted on Facility Plan Drawing FD-1. Yard waste is stockpiled until there is a sufficient amount to hire a Contractor to grind the material. 4.4.2 WHITE GOODS Nash County collects White Goods in the area noted on Facility Plan Drawing FD-1. Units requiring refrigerant removal (refrigerators, freezers, and air conditioning units) are segregated in the “refrigerant removal” section of the White Goods area. These units will be unloaded and handled in a manner to prevent damage to the appliance that may cause NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN Page 4 of 7 refrigerant leakage as described in the County’s White Goods Management Plan. After removal of refrigerant, the White Goods unit will be placed into the white goods pile. The County contracts with a private White Goods recycling vendor to collect the White Goods for transport and recycling. 4.4.3 TIRES Nash County collects waste tires in trailers in the area noted on Facility Plan Drawing FD- 1. The County contracts with a private waste tire recycling vendor for transport and recycling and/or disposal. 4.5 EQUIPMENT REQUIREMENTS FOR OPERATION OF THE C&DLF UNIT The equipment is county-owned and includes the following, or comparable: (1). 1 – CAT 826C Compactor (2). 1 – KOBELCO Model SIL 250 LC Track Excavator (3). 1 – 613 CAT Scraper (4). 1 – 623 CAT Scraper Other equipment may be purchased or rented on an as-needed basis. 5.0 LANDFILL CAPACITY Rule 15A NCAC 13B .0537(e)(2) requires an analysis of landfill capacity and soil resources. 5.1 EXISTING PERMITTED 11.3-ACRE C&DLF Nash County currently operates an 11.3-acre C&DLF (Phase 1 - 3 C&DLF) as shown on Facility Plan Drawing FD-1 of the Facility Plan Drawings, in accordance with permit No. 64- 03 issued on April 20, 2005. The site was originally permitted in 2000 and the entire permitted base grade footprint has been constructed and has received waste. All remaining waste disposal capacity is accomplished by vertically expanding the current footprint. The 11.3-acre Nash County C&DLF had approximately 138,000 cubic yards of useable airspace (airspace below the final cover elevations) remaining as of June 18, 2014. This capacity was calculated by using Terramodel CADD software to compute the volume between an aerial survey of the 11.3-acre Nash County C&DLF completed on June 18, 2014 and the proposed top of waste elevations. The 11.3-acre Nash County C&DLF has an Airspace Utilization Factor (AUF) of 745 lbs/CY (pounds of waste per cubic yard of airspace utilized) between January 1, 2000 and June 18, 2014. The AUF was computed by dividing the pounds of waste disposed from scalehouse records by the airspace utilized by this waste as calculated by using Terramodel CADD NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN Page 5 of 7 software to compute the volume between the base grade elevations of the 11.3-acre Nash County C&DLF and an aerial survey of Facility complete on June 18, 2014. Assuming the 11.3-acre Nash County C&DLF will continue to operate at a 745 lbs/CY AUF, the remaining 138,000 cubic yards of useable airspace will provide 51,395 tons of waste disposal capacity. Assuming the County receives 10,000 tons of C&D in 2015 and assuming a 2% annual increase, the 11.3-acre Nash County C&DLF is expected to reach capacity in 2018. 5.2 PROPOSED 15.8-ACRE HORIZONTAL EXPANSION The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF is shown on Facility Plan Drawing FD-1 of the Facility Plan Drawings. The proposed 15.8- acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF is estimated to provide an additional 1,620,500 cubic yards gross capacity (i.e. bottom of waste to the top of final cover elevations), or about 1,543,876 cubic yards of net airspace (i.e. bottom of waste to the top of waste elevations) beyond the previously permitted top of waste elevations of the existing 11.3-acre Nash County C&DLF (Phase 1 – 3). Assuming the proposed 15.8-acre Nash County Horizontal Expansion will continue to operate at a 745 lbs/CY AUF, the remaining 1,543,876 cubic yards net airspace will provide 575,000 tons of waste disposal capacity. Based on the assumed 10,000 tons of C&D to be disposed in 2015, and assuming a 2% annual increase, the combined 27.1-acre Nash County Construction & Demolition Landfill (C&DLF) and Horizontal Expansion is expected to reach capacity in 2053. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF is projected to be constructed and operated in nine (9) phases with individual and cumulative capacities as shown on the Table 1 below. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN Page 6 of 7 Table 1 – Phase and Capacity Analysis Phase Phase Area (Ac) Phase Remaining (as of 07/01/14) Net Disposal Capacity (CY) Phase Permitted Net Disposal Capacity (CY) Phase Permitted Gross Capacity (CY) Phase 1 – 3 11.3 130,000 731,000 785,692 Phase 4 3.7 133,000 133,000 150,714 Phase 5 2.1 200,000 200,000 209,922 Phase 6 4.6 260,000 260,000 282,409 Phase 7 2.1 250,000 250,000 260,067 Phase 8 1.8 200,000 200,000 208,518 Phase 9 1.7 500,000 500,000 508,034 Sub-total Phase 4 - 9 15.8 1,543,000 1,543,000 1,619,666 Total: Phase 1-9 27.1 1,673,000 2,274,000 2,405,358 5.3 SOIL QUANTITIES FOR THE PROPOSED 15.8-ACRE HORIZONTAL EXPANSION Subgrade construction for the 15.8-acre Horizontal Expansion requires 262,817 cubic yards excavation and 29,962 cubic yards backfill, resulting in 232,855 cubic yards excess. Daily cover operations for the 15.8-acre Horizontal Expansion is anticipated to require a 10:1 waste to cover ratio. Therefore, the 1,543,876 cubic yards net airspace is anticipated to require 140,000 cubic yards daily cover soil. The 3-foot thick final cover system for the 15.8-acre Horizontal Expansion requires 76,296 cubic yards soil. Therefore, Subgrade construction provides adequate soil for both daily cover operations and final cover. 6.0 SPECIAL ENGINEERING FEATURES Rule 15A NCAC 13B .0537(e)(3) requires a discussion of Special Engineering Features associated with the proposed facility. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION FACILITY PLAN Page 7 of 7 6.1 LEACHATE MANAGEMENT SYSTEMS No leachate management systems are constructed for current 11.3-acre C&DLF Facility, nor will they be included in the proposed 15.8-acre Horizontal Expansion. 6.2 CONTAINMENT AND ENVIRONMENTAL CONTROL SYSTEMS The current Nash County 11.3-acre C&DLF Facility has 6 groundwater monitoring wells sampled on a semi-annual basis. The proposed Nash County 15.8-acre Horizontal Expansion will require abandonment and relocating of groundwater monitoring well MW-6. Additional groundwater monitoring wells, designated MW-7 and MW-8, will be added per the Monitoring Plan. 6.3 BASE LINER SYSTEM No base liner systems are constructed or proposed for the current 11.3-acre C&DLF Facility. A base liner system is not included for the proposed 15.8-acre Horizontal Expansion. 6.4 OTHER DEVISED COMPONENTS AND STRUCTURES The current Nash County 11.3-acre C&DLF facility has installed erosion and sedimentation control devices in accordance with the approved Sediment and Erosion Control Plan which collects stormwater from the C&DLF footprint and channels it to sediment basins. The proposed Nash County 15.8-acre Horizontal Expansion requires the approved Sediment and Erosion Control Plan to be modified, including additional sediment control devices to direct all stormwater from the expanded C&DLF footprint to sediment basins. 7.0 TRAFFIC STUDY A traffic study is required for an expansion to an existing landfill, in accordance with 130A-295.5, to include a letter from the Division Engineer of the Department of Transportation. An applicant for a permit for a sanitary landfill or for a transfer station may satisfy the requirements of subsection (a) of this section by obtaining a certification from the Division Engineer of the Department of Transportation that the proposed facility will not have a substantial impact on highway traffic. A copy of a letter from the Division Engineer of the Department of Transportation stating the proposed facility will not have a substantial impact on highway traffic is included in Appendix C. APPENDIX A. FACILITY BOUNDARY INFORMATION DEED EXECUTED FEBRUARY 18, 1976 DEED EXECUTED FEBRUARY 5, 1985 DEED EXECUTED AUGUST 27, 2004 DEED EXECUTED JULY 11, 1997 INSTRUMENT OF COMBINATION EXECUTED DECEMBER 6, 2016 WCastaliaRd Sykes R d P a r a d i s e L n Duke Rd 025628289400522093 048763289300499600 :1 inch = 600 feet Nash County Administration Building120 West Washington Street Suite 2058Nashville, North Carolina 27856Phone: 252-459-9838 Fax: 252-462-2438 http://gis.co.nash.nc.us/connectgis/nash Nash CountyTax Department / Mapping Division No warranty or guarantee of legal accuracy is represented by NashCounty with regards to the sale of Mapping Data in any form. Thesale or any further sale or copying / reproduction of Nash CountyMapping Data or portions thereof is strictly prohibited by all others. Date:_______________________________________________December 15, 2016 H:ArcGIS Projects/Plot-8.5x11-Appraisal-Portrait.mxd APPENDIX B. SITE SUITABILITY DEMONSTRATION 1258 Benson Road • Garner, North Carolina 27529 • O: 919-792-1900 • F: 866-311-7206 Purpose Nash County received approval of the document entitled, “Nash County, North Carolina, Site Application, Nash County Construction & Demolition Debris Landfill, May 1998” in a letter from NCDENR dated September 17, 1998. This document, in part, described the site hydrogeologic characterization of the proposed Construction and Demolition Debris Landfill (C&DLF), prepared in accordance with Rule .0504(1)(c) which was effective at the time of the 1998 Site Application preparation. Garrett & Moore has reviewed the 1998 Site Application document relative to the current geologic and hydrogeologic study requirements for the Site Hydrogeologic Report described in Rule 15A NCAC 13B .0538(a) – Geologic and Hydrogeologic Investigations for C&DLF Facilities, Site Hydrogeologic Report. Each requirement from Rule .0538(a) is addressed below, with a reference to the location in the 1998 Site Application of information that addresses the Rule. The portion of the landfill property previously studied in the 1998 Site Application is the same portion of the landfill property on which the proposed C&DLF will be located. Site Suitability Under NCAC 15A 13B .0538 Rules .0538(a)(1) – A report on local and regional geology and hydrogeology based on research of available literature for the area... The regional setting, including regional geology and regional hydrogeology, are described in Section 4.3.1 – Regional Setting of the 1998 Site Application. Local geology and hydrogeology are described in Section 4.3.2 – Site Geology and Section 4.3.3 – Site Hydrogeology of the 1998 Site Application. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(2) – A report of field observations of the site that includes information on the following: (A) topographic setting, spring, streams, drainage features, existing or abandoned wells, rock outcrops, (including trends in strike and dip), and other features that that may affect site suitability or the ability to effectively monitor the site; and (B) ground-water discharge features… and; (C) the hydrogeological properties of the bedrock, if the uppermost ground-water flow is predominantly in the bedrock. The required observations are discussed in extensive detail in the 1998 Site Application in Sections 4.2, 4.3.2, and 4.3.3. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. To: Christine Ritter From: Craig M. Fortner, P.E. CC: Matthew Richardson, Nash County Date: July 23, 2012 Re: Nash County C&D Landfill Site Suitability NCAC 15A 13B .0538(a) Rules Memo July 23, 2012 Page 2 of 4 .0538(a)(3) – Borings for which the numbers, locations, and depths are sufficient to provide an adequate understanding of the subsurface conditions an ground-water flow regime of the uppermost aquifer at the site… At a minimum, there must be an average of one boring for each 10 acres of the proposed landfill facility unless otherwise authorized by the Division. The investigation performed during the 1998 Siting Study was on a 52-acre subdivided parcel slated for C&D disposal and borrow operations. A total of 25 borings were advanced in 18 locations, including seven deep and shallow well pairs. All borings were converted to piezometers in accordance with the Rules. Based on the number of borings advanced during the 1998 Siting Study, the minimum frequency of one boring per 10 acres of the proposed landfill facility is satisfied. The 1998 Site Application provides a detailed description and characterization of geologic and hydrogeologic conditions encountered at the site. Figure 4-1 illustrates the site vicinity, and Figure 4-2 illustrates the piezometer locations relative to the proposed facility. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(4) – A testing program for the borings which describes the frequency, distribution, and type of samples taken and the methods of analysis… A detailed testing program was performed as part of the 1998 Site Application. Investigation methods are described in Section 4.2.2; test pit logs, geotechnical laboratory results, and bulk sample data are included in Appendix A; borehole logs and piezometer completion summary diagrams are included in Appendix B; hydrogeological study geotechnical laboratory results are included in Appendix C; and slug test results and field hydraulic conductivity estimates are included in Appendix D. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(5) – In addition to borings, other techniques may be used to investigate the subsurface conditions at the site, including but not limited to: geophysical well logs, surface geophysical surveys, and tracer studies. The site was adequately characterized by the testing program described in the Site Application and did not include any of the other techniques specified in Rule .0538(a)(5). Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(6) – Stratigraphic cross-sections identifying hydrogeologic and lithologic units, and stabilized water table elevations Stratigraphic cross-sections containing the required detail are included as Figure 4-3 in the 1998 Site Application. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(7) – Water table information, including: (A) tabulations of water table elevations measured at the time of boring, 24 hours, and stabilized readings for all borings…; and Tabulations of water table elevations are included in Table 4-4 of the Site Application. (B) tabulations of stabilized water table elevations over time in order to develop an understanding of seasonal fluctuations in the water table; and July 23, 2012 Page 3 of 4 Tabulations of water table elevations are included in Table 4-4 of the 1998 Site Application. (C) an estimation of the long-term seasonal high water table based on stabilized water table readings, hydrographs of wells in the area, precipitation and other meteorological data, and streamflow measurements from the site frequent enough to demonstrate infiltration and runoff characteristics, and any other information available; and The site hydrogeological model is described in detail in Section 4.3.3.3 of the 1998 Site Application. Additionally, the long-term seasonal high water table is presented on Figure 4-4 (D) a discussion of any natural or man-made activities that have the potential for causing water table fluctuations, including but not limited to, tidal variations, river stage changes, flood pool changes of reservoirs, high volume production wells, and injection wells. The site hydrogeological model is described in detail in Section 4.3.3.3 of the 1998 Site Application. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(8) – The horizontal and vertical dimensions of ground-water flow including flow directions, rates, and gradients Horizontal and vertical dimensions of ground-water flow are described in detail in Section 4.3.3.1.1 of the 1998 Site Application. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(9) – Ground-water contour map(s) to show the occurrence and direction of ground-water flow in the uppermost aquifer and any other aquifers identified in the hydrogeologic investigation. The ground- water contours must be superimposed on a topographic map. The location of all borings and rock cores and the water table elevation or potentiometric data at each location used to generate the ground-water contours must be shown on the ground-water contour map(s). Figure 4-4 satisfies these requirements. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(10) – A topographic map of the site locating soil borings with accurate horizontal and vertical control, which are tied to an onsite benchmark. Figure 4-2 presents soil boring locations with accurate horizontal and vertical control. Surveyed boring locations are tied to North Carolina State-Plane, and elevations referenced to Mean Sea Level (MSL). Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(11) – Information for wells and water intakes within the site characterization study area… At the time of the Site Application study, no wells or water intakes were within the site characterization area. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(12) – Identification of other geologic and hydrologic considerations including but not limited to: slopes, streams, springs, gullies, trenches, solution features, karst terranes, sinkholes, dikes, sills, faults, mines, ground-water discharge features, and ground-water recharge/discharge areas. July 23, 2012 Page 4 of 4 Applicable other geologic and hydrologic considerations are described in Sections 4.3.2 and 4.3.3 of the Site Application. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. .0538(a)(13) A report summarizing the geological and hydrogeological evaluation of the site that includes the following: (A) a description of the relationship between the uppermost aquifer of the site to local and regional geologic and hydrogeologic features, (B) a discussion of the ground-water flow regime of the site focusing on the relationship of C&DLF unit(s) to ground-water receptors and to ground-water discharge features, (C) a discussion of the overall suitability of the proposed site for solid waste management activities and which areas of the site are most suitable for C&DLF units, and (D) a discussion of the ground-water flow regime of the uppermost aquifer at the site and the ability to effectively monitor the C&DLF units in order to ensure early detection of any release of constituents to the uppermost aquifer. The Geological and Hydrogeological Study submitted with the 1998 Site Application adequately addresses items (A)-(D) above, with a summary of conclusions included in Section 4.4. Based on a review of the 1998 Site Application relative to the current Rules, this Rule is satisfied. Conclusions Garrett & Moore has reviewed the document entitled, “Nash County, North Carolina, Site Application, Nash County Construction & Demolition Debris Landfill, May 1998” relative to the current geologic and hydrogeologic study requirements for the Site Hydrogeologic Report described in Rule 15A NCAC 13B .0538(a) – Geologic and Hydrogeologic Investigations for C&DLF Facilities, Site Hydrogeologic Report. Based upon the review, it is Garrett & Moore’s opinion that the Site Application submitted in 1998 adequately addresses the current requirements for the Site Hydrogeological Report. APPENDIX C. TRAFFIC STUDY INFORMATION 1100 Crescent Green Drive, Suite 208, Cary, North Carolina 27518 • O: 919-792-1900 • F: 866-311-7206 October 12, 2016 Mr. Tim Little, PE Division Engineer NCDOT, Highway Division 4 509 Ward Blvd. PO Box 3165 Wilson, N.C. 27895 RE: Nash County C&D Landfill - Horizontal Expansion Application Permit 6403-CDLF-2000 Mr. Little: Nash County is in the process of permitting a horizontal expansion to the existing Nash County Construction and Demolition Landfill (C&DLF) Permit 6403-CDLF-2000. In accordance with G.S. 130A-295.5, a traffic study is required for certain solid waste management facilities. However, an applicant for a permit for a sanitary landfill or for a transfer station may satisfy the requirements of this section by obtaining a certification from the Division Engineer of the Department of Transportation that the proposed facility will not have a substantial impact on highway traffic. (2007-550,s.8(a).) To that end, we are providing the following information for your consideration. The Nash County C&DLF entrance is located at: 3057 Duke Road Nashville, N.C. 27856 This same entrance was utilized for the Nash County Municipal Solid Waste (MSW) Landfill over an approximately 30-year period until 1999. The Nash County C&DLF initiated operation in January 2000. Annual tonnages and associated vehicle traffic decreased significantly in 2000 due to Nash County no longer accepting MSW at the facility. The proposed horizontal expansion of the Nash County C&DLF is being permitted in order to provide the same level of service to the citizens of Nash County as the original C&DLF. The proposed expansion does not increase the Facility’s service area and/or the anticipated annual tonnage. Annual tonnages at the Nash County C&DLF less than 10,000 tons, and no significant increase or decrease in landfill highway traffic is anticipated with the proposed C&DLF expansion. For these reasons, the proposed facility will not have a substantial impact on highway traffic. Mr. Tim Little, PE October 12, 2016 Page 2 We are seeking your concurrence on behalf of Nash County, and we would appreciate obtaining a certification from you stating the proposed facility will not have a substantial impact on highway traffic. Thank you for your consideration. Sincerely, GARRETT & MOORE, INC. Vance F. Moore, P.E. President NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN JANUARY 2017 1100 Crescent Green Drive, Suite 208 Cary, North Carolina 27518 • O: 919-792-1900 • F: 866-311-7206 NC FIRM C-2910 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN i CONTENTS 1.0 INTRODUCTION ................................................................................................................. 1 2.0 SUMMARY OF FACILITY DESIGN ..................................................................................... 1 2.1 ANALYTICAL METHODS USED TO EVALUATE THE DESIGN ..................................... 1 2.2 CRITICAL CONDITIONS EVALUATED AND ASSUMPTIONS MADE ............................ 2 2.3 TECHNICAL REFERENCES ........................................................................................... 2 2.4 LOCATION RESTRICTION DEMONSTRATIONS ........................................................... 2 2.4.1 FLOODPLAIN LOCATION RESTRICTIONS ............................................................. 2 2.4.2 WETLANDS LOCATION RESTRICTION .................................................................. 2 2.4.3 UNSTABLE AREA LOCATION RESTRICTIONS ...................................................... 4 2.4.4 CULTURAL RESOURCES LOCATION RESTRICTIONS ......................................... 4 2.4.5 STATE NATURE AND HISTORIC PRESERVE LOCATION RESTRICTIONS ......... 4 2.4.6 WATER SUPPLY WATERSHEDS LOCATION RESTRICTIONS ............................. 5 2.4.7 ENDANGERED AND THREATENED SPECIES LOCATION RESTRICTIONS ........ 5 3.0 DESCRIPTION OF THE MATERIALS AND CONSTRUCTION PRACTICES ..................... 6 3.1 HORIZONTAL SEPARATION REQUIREMENTS ............................................................ 6 3.1.1 PROPERTY LINE BUFFER ....................................................................................... 6 3.1.2 OFF-SITE RESIDENTIAL STRUCTURES AND WELLS ........................................... 6 3.1.3 SURFACE WATERS ................................................................................................. 6 3.1.4 EXISTING LANDFILL UNITS .................................................................................... 6 3.2 VERTICAL SEPARATION REQUIREMENTS .................................................................. 7 3.3 SURVEY CONTROL ........................................................................................................ 7 3.4 LOCATION COORDINATES ........................................................................................... 7 3.5 LANDFILL SUBGRADE ................................................................................................... 7 3.6 SPECIAL ENGINEERING STRUCTURES ...................................................................... 8 3.7 SEDIMENTATION AND EROSION CONTROL ............................................................... 8 3.8 CONSTRUCTION QUALITY ASSURANCE (CQA) REPORT .......................................... 8 4.0 DESIGN HYDROGEOLOGIC REPORT .............................................................................. 9 FEMA FIRM PANEL 3702782884J ........................................................................................... A APPENDIX A. WETLANDS DELINEATION ............................................................................ B NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN ii APPENDIX B. ENDANGERED SPECIES AND CULTURAL RESOURCES EVALUATION ............. C APPENDIX C. SETTLEMENT AND GLOBAL STABILITY CALCULATIONS .......................... D NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 1 of 9 1.0 INTRODUCTION Nash County (County, Owner, or Operator) owns and operates the Nash County Construction and Demolition Landfill Facility (C&DLF or Facility). The Owner’s contact information is as follows: Landfill Site Nash County Health Department 3057 Duke Road PO Box 849 Nashville, N.C. 27856 Nashville, N.C. 27856 Phone: (252) 459-9899 Phone: (252) 459-9823 The purpose of this Engineering Plan is to provide information relative to the existing 11.3-acre Nash County C&DLF and the proposed 15.8-acre Horizontal Expansion. Rule 15A NCAC 13B .0539(d) specifies that the Engineering Report contain: (1) A summary of the facility design that includes: a. A discussion of the analytical methods used to evaluate the design; b. Definition of the critical conditions evaluated and assumptions made; c. A list of technical references used in the evaluation; and d. Completion of any applicable location restriction demonstrations in accordance with Rule .0536. (2) A description of the materials and construction practices that conforms to the requirements set forth in Rule .0540. (3) A Design Hydrogeologic Report prepared in accordance with Paragraph (b) of Rule .0538 of this Section. Each of these requirements is discussed below. 2.0 SUMMARY OF FACILITY DESIGN The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF is estimated to provide an additional 1,620,500 cubic yards gross capacity (i.e. bottom of waste to the top of final cover elevations), or about 1,543,876 cubic yards of net airspace (i.e. bottom of waste to the top of waste elevations) beyond the previously permitted top of waste elevations of the existing 11.3-acre Nash County C&DLF (Phase 1 – 3).. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF is projected to be constructed and operated in nine (9) phases as shown on the Engineering Drawings. 2.1 ANALYTICAL METHODS USED TO EVALUATE THE DESIGN Analytical methods used to evaluate the design are indicated throughout the application, as indicated. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 2 of 9 2.2 CRITICAL CONDITIONS EVALUATED AND ASSUMPTIONS MADE Critical conditions evaluated in the design include vertical and horizontal separation of the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF, operability, stability, and other features described throughout the application. Subgrade settlement is evaluated using the method described by Hough in “Compressibility as a Basis for Soil Bearing Value,” 1969, ASCE. Global stability of the filled proposed 15.8-acre Horizontal Expansion of the existing 11.3- acre Nash County C&DLF is evaluated using the Modified Bishop Method. Calculations for settlement as wells global stability are included in Appendix C. 2.3 TECHNICAL REFERENCES Technical references utilized in the design are indicated throughout this application. 2.4 LOCATION RESTRICTION DEMONSTRATIONS New C&DLF unit(s) and lateral expansions must comply with the siting criteria set forth in Rule 15A NCAC 13B .0536 (c), Subparagraphs (4) through (10). 2.4.1 FLOODPLAIN LOCATION RESTRICTIONS C&DLF units or constructed embankments used to construct a C&DLF unit must not be located in a 100-year floodplain unless a variance for the facility has been issued in accordance with G.S. 143-215.54A. C&DLF units must not be located in floodplains unless the owners or operators demonstrate that the unit will not restrict the flow of the flood, reduce the temporary water storage capacity of the floodplain, or result in washout of solid waste so as to pose a hazard to human health and the environment. The proposed facility occurs on Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map (FIRM) panel 3702782884J. The proposed landfill area is in Zone X –Areas determined to be outside the 0.2% annual chance floodplain. Therefore, the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF unit is not located in a 100-year flood plain. A copy of the appropriate FEMA FIRM panel is included on the following page. 2.4.2 WETLANDS LOCATION RESTRICTION New C&DLF units and lateral expansions must not be located in wetlands, unless the owner or operator can make the following demonstrations to the Division: (1) Where applicable under Section 404 of the Clean Water Act or applicable State wetlands laws, the presumption that a practicable alternative to the proposed landfill facility is available which does not involve wetlands is clearly rebutted. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 3 of 9 (2) The construction and operation of the C&DLF unit(s) will not cause or contribute to violations of any applicable State water quality standards and will not violate any applicable toxic effluent standard or prohibition under Section 307 of the Clean Water Act. (3) The construction and operation of the C&DLF unit(s) will not jeopardize the continued existence of endangered or threatened species or result in the destruction or adverse modification of a critical habitat, protected under the Federal Endangered Species Act of 1973. The construction and operation of the C&DLF unit(s) will not violate any requirement under the Marine Protection, Research, and Sanctuaries Act of 1972 for the protection of a marine sanctuary. (4) The construction and operation of the C&DLF unit(s) will not cause or contribute to significant degradation of wetlands. (5) The owner or operator must demonstrate the integrity of the C&DLF unit(s) and its ability to protect ecological resources by addressing the following factors: (1) erosion, stability, and migration potential of native wetland soils, muds and deposits used to support the C&DLF unit; (2) erosion, stability, and migration potential of dredged and fill materials used to support the C&DLF unit; the volume and chemical nature of the waste managed in the C&DLF unit; (3) impacts on fish, wildlife, and other aquatic resources and their habitat from release of the solid waste; (4) the potential effects of catastrophic release of waste to the wetland and the resulting impacts on the environment; and (5) any additional factors, as necessary, to demonstrate that ecological resources in the wetland are sufficiently protected to the extent required under Section 404 of the Clean Water Act or applicable State wetlands laws. (6) The owner or operator must demonstrate that steps have been taken to attempt to achieve no net loss of wetlands (as defined by acreage and function) by first avoiding impacts to wetlands to the maximum extent practicable as required by Part (c)(5)(A) – (D) of this Rule, then minimizing unavoidable impacts to the maximum extent practicable, and finally offsetting remaining unavoidable wetland impacts through all appropriate and practicable compensatory mitigation actions (e.g., restoration of existing degraded wetlands or creation of man-made wetlands). (7) The owner or operator must also demonstrate that sufficient information is available to make a reasonable determination with respect to each of the demonstrations required by this Rule. (8) For purposes of this Rule, wetlands means those areas that are defined in 40 CFR 232.2(r). NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 4 of 9 Documentation of the wetland delineation performed for the proposed expansion is included in Appendix A. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF does not impact delineated wetlands or associated buffers. Thus, the proposed site has met the requirements of Rule .0536(c)(5). 2.4.3 UNSTABLE AREA LOCATION RESTRICTIONS Owners and operators of new C&DLF unit(s) and lateral expansions proposed for location in an unstable area must demonstrate that engineering measures have been incorporated in the C&DLF unit's design to ensure that the integrity of any structural components of the C&DLF unit will not be disrupted. The owner and operator must consider the following factors, at a minimum, when determining whether an area is unstable: (1) On-site or local soil conditions that may result in significant differential settling; (2) On-site or local geologic or geomorphologic features; and (3) On-site or local human-made features or events (both surface and subsurface) No conditions have been identified at the site that would cause the facility to be unstable. 2.4.4 CULTURAL RESOURCES LOCATION RESTRICTIONS A new C&DLF unit or lateral expansion must not damage or destroy a property of archaeological or historical significance which has been listed or determined eligible for a listing in the National Register of Historic Places. To aid in making a determination as to whether the property is of archeological or historical significance, the State's Historic Preservation Office in the Department of Cultural Resources may request the owner and operator to perform a site-specific survey which must be included in the Site Study. The North Carolina Department of Cultural Resources was contacted to identify any archaeological or historical properties which may be damaged or destroyed due to the construction and demolition landfill. Correspondence from the Department of Cultural Resources indicated that no properties of architectural, historic, or archaeological significance would be affected by the project. Thus, the proposed site has met the requirements of Rule .0536(c)(7). The Department of Cultural Resources correspondence is located in Appendix B. 2.4.5 STATE NATURE AND HISTORIC PRESERVE LOCATION RESTRICTIONS A new C&DLF unit or lateral expansion must not have an adverse impact, considering the purposes for designation of the Preserve lands and the location, access, size and operation of the landfill, on any lands included in the State Nature and Historic Preserve. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF will not have an adverse impact on State Nature and Historic Preservation areas. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 5 of 9 2.4.6 WATER SUPPLY WATERSHEDS LOCATION RESTRICTIONS (1) A new C&DLF unit or lateral expansion must not be located in the critical area of a water supply watershed, or in the watershed for a stream segment classified as WS-I, or in watersheds of other water bodies which indicate that no new landfills are allowed in accordance with the rules codified at 15A NCAC 02B Section .0200 entitled "Classifications and Water Quality Standards Applicable To Surface Waters Of North Carolina." (2) Any new C&DLF unit or lateral expansion, which proposes to discharge leachate to surface waters and must obtain a National Pollution Discharge Elimination System (NPDES) Permit from the Division of Environmental Management pursuant to Section 402 of the United States Clean Water Act, must not be located within watersheds classified as WS-II or WS-III, or in watersheds of other water bodies which indicate that no new discharging landfills are allowed, in accordance with the rules codified at 15A NCAC 02B Section .0200. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF ultimately drains to Pigbasket Creek, which is designated Class B. No special restrictions exist for Class B streams. The facility does not drain to a stream designated WS-I, WS-II, or WS-III. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF is not located in the critical area of a water supply watershed, or in the watershed for a stream segment classified as WS-I, or in watersheds of other water bodies which indicate that no new landfills are allowed in accordance with the rules codified at 15A NCAC 02B Section .0200. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF will not discharge leachate to surface water bodies, therefore an NPDES permit will not be required. 2.4.7 ENDANGERED AND THREATENED SPECIES LOCATION RESTRICTIONS A new C&DLF unit or lateral expansion must not jeopardize the continued existence of endangered or threatened species or result in the destruction or adverse modification of a critical habitat, protected under the Federal Endangered Species Act of 1973. Carolina Ecosystems, Inc., performed an assessment of endangered and threatened species at the facility. As documented in Appendix B, habitat for federally threatened or endangered species under the protection of the Endangered Species act is not present on site. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 6 of 9 3.0 DESCRIPTION OF THE MATERIALS AND CONSTRUCTION PRACTICES 3.1 HORIZONTAL SEPARATION REQUIREMENTS 3.1.1 PROPERTY LINE BUFFER New C&DLF unit(s) at a new facility must establish a minimum 200-foot buffer between the C&DLF unit and all property lines for monitoring purposes. The horizontal separation requirement between the disposal boundary (edge of waste) and the property lines is a minimum of 200 feet per Section .0540(2) (which allows a 50- foot buffer for existing operating units). As shown on Sheet 1 of the Engineering Drawings, the property line buffer is satisfied with the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF. 3.1.2 OFF-SITE RESIDENTIAL STRUCTURES AND WELLS All C&DLF units at a new facility must establish a minimum 500-foot buffer between the C&DLF unit and existing residential structures and wells. As shown on Sheet 1 of the Engineering Drawings, the 500-foot buffer horizontal separation requirement between the disposal boundary (edge of waste) and private residences and wells and the disposal boundary is satisfied with the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF. The nearest residential structure or well is greater than 500 feet from the disposal boundary. 3.1.3 SURFACE WATERS All C&DLF units at new facilities must establish a minimum 50-foot buffer between the C&DLF unit and any stream, river, lake, pond or other waters of the state as defined in G.S. 143-212. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF does not occur within 50 feet of any stream, river, lake, pond or other waters of the state. 3.1.4 EXISTING LANDFILL UNITS A monitoring zone must be established between a new C&DLF unit and any existing landfill units such as MSW, Industrial, C&DLF, or Land Clearing and Inert Debris (LCID), in order to establish a ground-water monitoring system as set forth in Rule .0544 of this Section. A monitoring zone has been established between the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF and the existing closed MSW landfill unit. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 7 of 9 3.2 VERTICAL SEPARATION REQUIREMENTS C&DLF unit(s) must be constructed so that the post-settlement bottom elevation of waste is a minimum of four feet above the seasonal high ground-water table and the bedrock datum plane contours established in the Design Hydrogeological Report prepared in accordance with Paragraph (b) of Rule .0538 of this Section. The seasonal high ground-water table is higher than bedrock within the entire area of the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF. Therefore, the seasonal high ground-water table is the design constraint for vertical separation. The subgrade is closest to the seasonal high ground-water table bottom of the northern most internal 3:1 side slope as seen in Section A. Calculations are included in Appendix C demonstrating the maximum settlement within the post-settlement bottom elevation of waste is approximately four (4) inches. The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF subgrade has been designed so that the post-settlement bottom elevation of waste is a minimum of four feet above the seasonal high ground-water table. Therefore The proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF base grades meet the minimum requirement of four feet above the seasonal high groundwater table and bedrock. 3.3 SURVEY CONTROL One permanent benchmark of known elevation measured from a U.S. Geological Survey benchmark must be established and maintained for each 50 acres of developed landfill, or part thereof, at the landfill facility. This benchmark shall be the reference point for establishing vertical elevation control. Any survey performed pursuant to this Sub-Item must be performed by a Registered Land Surveyor. There are currently no permanent benchmarks at the facility. Permanent benchmarks will be established during the construction of the first phase of the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF. The location of the permanent benchmarks will be provided to NCDENR upon establishment. 3.4 LOCATION COORDINATES The Latitude and Longitude, expressed in decimal degrees, at the approximate center of the facility is Latitude 36.06, Longitude -78.01. 3.5 LANDFILL SUBGRADE The landfill subgrade is the in-situ or modified soil layer(s), constructed embankments, and select fill providing the foundation for construction of the unit. The landfill subgrade must be graded in accordance to the plans and specifications prepared in accordance to Rule .0539 of this Section, which are incorporated into the permit to construct in accordance with Paragraph (b) of Rule .0534 of this Section as follows: NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 8 of 9 (1) The owner or operator of the C&DLF unit must have the subgrade inspected by a qualified geologist or engineer when excavation is completed. (2) The owner or operator of the C&DLF unit must notify the Division's hydrogeologist at least 24 hours before subgrade inspection. (3) Compliance with the requirements of Sub-Item (2)(b) of this Rule must be in accordance with Paragraph (b) of Rule .0538 of this Section or by placement of soil in accordance with this Sub-Item and verified in accordance with Rule .0541 of this Section. The subgrade elevations will be achieved by excavation or placement of compacted structural fill (embankment). During excavation, a determination of unsuitable soils (i.e. soils which are too soft, wet, or organic) will be made. Where unsuitable soils are found, the soils will be undercut and backfilled with structural fill. In addition to providing the landfill foundation in fill areas, structural fill will be used for berm and roadway construction. Structural fill will consist of on-site soils removed during excavation or imported borrow soils, except that no CH, OL, or OH soils will be allowed. In addition, it will be field verified as described in the CQA Plan the soils making up the upper two feet of separation are as specified in the approved construction plan or have a Unified Soil Classification System of SC, SM, ML, CL,MH or CH. 3.6 SPECIAL ENGINEERING STRUCTURES No special engineering structures are proposed as part of the C&DLF Expansion. 3.7 SEDIMENTATION AND EROSION CONTROL Adequate structures and measures must be designed and maintained to manage the run-on and run-off generated by the 24-hour, 25-year storm event, and conform to the requirements of the Sedimentation Pollution Control Law (15A NCAC 04) and any required NPDES permits. The Erosion and Sedimentation Control structures provided will be designed and maintained to manage the run-off generated by the 24-hour, 25-year storm event, and conform to the requirements of the Sedimentation Pollution Control Law (15A NCAC 04). A detailed discussion of site erosion and sedimentation control for the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF will be submitted under separate cover. 3.8 CONSTRUCTION QUALITY ASSURANCE (CQA) REPORT A CQA report must be submitted in accordance with Rule .0541 of this Section. The CQA Plan for the facility is included as a separate section of this application titled Construction Quality Assurance (CQA) Plan. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION ENGINEERING PLAN Page 9 of 9 4.0 DESIGN HYDROGEOLOGIC REPORT A copy of the Design Hydrogeologic Report prepared in accordance with Paragraph (b) of Rule .0538 of this Section is included in the section titled Design Hydrogeologic Report. FEMA FIRM PANEL 3702782884J APPENDIX A. WETLANDS DELINEATION APPENDIX B. ENDANGERED SPECIES AND CULTURAL RESOURCES EVALUATION From:Phil May To:Craig Fortner Subject:Nash County Landfill Date:Friday, August 08, 2014 2:13:45 PM Craig, In regard to the Nash County Landfill expansion, in our professional opinion the project will have no effect on federally listed threatened or endangered species. The following is the US Fish and Wildlife Service list of species potentially occurring in Nash County (as of July 2014): - Bald Eagle – No nest trees or eagles were noted on site during initial habitat assessments in 2010 and the delineation in 2013. - Red-cockaded woodpecker – No RCW nesting or foraging habitat (suitably aged pine stands) were found within the project limits during habitat assessments performed in 2010. RCW is listed as a historic (over 50 year old) occurrence by USFWS in Nash Co. - Tar River spiny mussel and dwarf wedgemussel – No surveys were done for these species however Pig Basket Creek is impounded by beaver on the site and therefore not suitable habitat adjacent to the landfill expansion. As no impacts to surface waters are proposed and appropriate sediment and erosion control measures will be implemented, there should be no effect on these species. A review of the North Carolina Natural Heritage Element Occurrence Database, last updated in July 2014, shows that there are no recorded occurrences of federally listed species within the landfill property or a 2-mile radius. Since no occurrences and no habitat are present, and no effect on the listed species is anticipated, consultation with the US Fish and Wildlife Service is not required. Let me know if you have any questions. Thanks Phil Phil May Senior Scientist Carolina Ecosystems, Inc. 3040 NC Hwy 42 West Clayton NC 27520 (919) 606-1065 Follow us on LinkedIn North Carolina Department of Cultural Resources State Historic Preservation Office Peter B. Sandbeck, Administrator Beverly Eaves Perdue, Governor Office of Archives and History Linda A. Carlisle, Secretary Division of Historical Resources Jeffrey J. Crow, Deputy Secretary David Brook, Director Location: 109 East Jones Street, Raleigh NC 27601 Mailing Address: 4617 Mail Service Center, Raleigh NC 27699-4617 Telephone/Fax: (919) 807-6570/807-6599 October 7, 2010 Nick Parks Garrett & Moore, Inc. 1258 Benson Road Garner, NC 27529 Re: Expand the Nash County Landfill, 3057 Duke Road, Castalia, Nash County, ER 10-1780 Dear Mr. Parks: Thank you for your email of September 16, 2010, concerning the above project. We have conducted a review of the project and are aware of no historic resources which would be affected by the project. Therefore, we have no comment on the project as proposed. The above comments are made pursuant to Section 106 of the National Historic Preservation Act and the above comments are made pursuant to Section 106 of the National Historic Preservation Act and the Advisory Council on Historic Preservation’s Regulations for Compliance with Section 106 codified at 36 CFR Part 800. Thank you for your cooperation and consideration. If you have questions concerning the above comment, please contact Renee Gledhill-Earley, environmental review coordinator, at 919-807-6579. In all future communication concerning this project, please cite the above-referenced tracking number. Sincerely, Peter Sandbeck APPENDIX C. SETTLEMENT AND GLOBAL STABILITY CALCULATIONS Page 1 of 3 PROJECT SUBJECT COMPUTED BY CHECKED BY DATE Purpose Evaluate settlement of in-situ materials with the development and filling of the Horizontal Expansion of the Nash Count C&D Landfill Consolidation settlement (METHOD 1) is evaluated using the Terzaghi method for one-dimensional consolidation settlement. Compression of in-situ granular materials is evaluated using elastic theory and the method described by Hough (METHOD 2). Elastic compression is considered to primary mode of settlement for this analysis Boring P-22 ∆Stress:60 pcf, unit weight of C&D waste 100 ft, height of proposed waste fill Top Waste:310 Base:210 115 pcf, unit weight of final cover 3 ft, thickness of final cover Ex. GS Elev.236 110 pcf, unit weight of overburden -26 ft, overburden to be removed GW Elev.205.53485psf, ∆σv Water Table:30.5 ft, depth to phreatic surface Method 1 - Terzaghi 1-D Consolidation Method 2 - Hough Elastic Compression Sublayer Descr.Consol.Depth γwet γeff H0 Havg σvo' bot σvo' avg ∆σv eo σp'Cc Cr C'∆ H Method ft pcf pcf ft ft psf psf psf dim psf dim dim dim ft 1 Clayey Silt 2 2 110 110 2 1 220 47.6 3485 65 0.058 2 Clayey Silt 2 6 115 115 4 2 680 450 3485 65 0.058 3 Clayey Silt 2 12 115 115 6 3 1370 1025 3485 45 0.086 4 Clayey Silt 2 25 115 115 13 6.5 2865 2117.5 3485 45 0.122 Total Estimated Settlement, ft =0.32 Total Estimated Settlement, in. =3.9 Existing Ground Surface Elev. Groundwater Elevation JSBCMF Shotwell C&D Landfill, Phase 4 Permit to Construct Settlement Analysis 8/8/2014 Maximum Fill Depth ' 'log1' 'log1 p vvo o oc vo p o ori e HCe HCH σ σσ σ σ ∆+ +++=∆ ' 'log vo vvooiC HH σ σσ∆+=∆ PROJECT Horizontal Expansion of the Nash Co. C&DLF SUBJECT Settlement Analysis COMPUTED BY CMF CHECKEDJSB DATE 8/8/2014 PROJECT Horizontal Expansion of the Nash Co. C&DLF SUBJECT Settlement Analysis COMPUTED BY CMF CHECKEDJSB DATE 8/8/2014 Bearing Capacity Index versus corrected SPT Value (Cheney and Chassie 1982, modified from Hough 1959) Cheney, R.S., and Chassie, R.G. (1982). Soils and Foundations Workshop Manual, FHWA Report no. FHWA-NHI-88-009, NHI Course No. 13212, Washington, DC, 338pp. 0 10 0 20 0 30 0 40 0 50 0 60 0 700 800 0 10 0 20 0 30 0 40 0 50 0 Na s h C o . C & D L a n d f i l l E x p a n s i o n G l o b a l S t a b i l i t y v: \ n a s h \ p r o j e c t s \ c & d l f s o l i d w a s t e p e r m i t \ c & d l f p e r m i t u p d a t e p e r 0 5 4 7 \ c & d e x p a n s i o n \ a m e n d m e n t a p p l i c a t i o n \ 2 - e n g i n e e r i n g p l a n \s e t t l e m e n t a n d g l o b a l s t a b i l i t y \ n a s h e x p . p l 2 R u n B y : C r a i g F o r t n e r , G a r r e t t & M o o r e , I n c 8 / 1 2 / 2 0 1 4 1 1 1 1 1 1 3 3 3 1 1 1 1 1 1 1 1 2 b c d e f g h i j a #F S a2 . 4 7 b2 . 5 1 c2 . 5 2 d2 . 5 8 e2 . 5 9 f2 . 5 9 g2 . 6 0 h2 . 6 6 i2 . 7 0 j2 . 7 1 So i l De s c . Si l t PW R C& D So i l Ty p e No . 1 2 3 To t a l Un i t W t . (p c f ) 11 0 . 0 12 0 . 0 60 . 0 Sa t u r a t e d Un i t W t . (p c f ) 11 0 . 0 12 0 . 0 60 . 0 Co h e s i o n In t e r c e p t (p s f ) 0. 0 20 0 0 . 0 50 0 . 0 Fr i c t i o n An g l e (d e g ) 26 . 0 0. 0 25 . 0 Pi e z . Su r f a c e No . 0 0 0 PC S T A B L 5 M / s i F S m i n = 2 . 4 7 Sa f e t y F a c t o r s A r e C a l c u l a t e d B y T h e M o d i f i e d B i s h o p M e t h o d ** PCSTABL5M ** by Purdue University --Slope Stability Analysis-- Simplified Janbu, Simplified Bishop or Spencer`s Method of Slices Run Date: 8/12/2014 Time of Run: 11:04AM Run By: Craig Fortner, Garrett & Moore, Inc Input Data Filename: V:nash exp.in Output Filename: V:nash exp.OUT Unit: ENGLISH Plotted Output Filename: V:nash exp.PLT PROBLEM DESCRIPTION Nash Co. C&D Landfill Expansion Global Stability BOUNDARY COORDINATES 7 Top Boundaries 16 Total Boundaries Boundary X-Left Y-Left X-Right Y-Right Soil Type No. (ft) (ft) (ft) (ft) Below Bnd 1 0.00 236.34 181.48 236.66 1 2 181.48 236.66 187.47 234.67 1 3 187.47 234.67 192.49 234.67 1 4 192.49 234.67 198.49 236.68 1 5 198.49 236.68 552.97 325.00 3 6 552.97 325.00 666.73 332.84 3 7 666.73 332.84 759.93 328.66 3 V:nash exp.OUT Page 2 8 198.49 236.68 210.87 236.68 1 9 210.87 236.68 247.70 218.30 1 10 247.70 218.30 369.45 213.69 1 11 369.45 213.69 508.83 210.68 1 12 508.83 210.68 555.51 233.98 1 13 555.51 233.98 626.12 234.02 1 14 626.12 234.02 681.22 220.24 1 15 681.22 220.24 759.93 219.01 1 16 0.00 208.38 759.93 211.48 2 ISOTROPIC SOIL PARAMETERS 3 Type(s) of Soil Soil Total Saturated Cohesion Friction Pore Pressure Piez. Type Unit Wt. Unit Wt. Intercept Angle Pressure Constant Surface No. (pcf) (pcf) (psf) (deg) Param. (psf) No. 1 110.0 110.0 0.0 26.0 0.00 0.0 0 2 120.0 120.0 2000.0 0.0 0.00 0.0 0 3 60.0 60.0 500.0 25.0 0.00 0.0 0 A Critical Failure Surface Searching Method, Using A Random Technique For Generating Circular Surfaces, Has Been Specified. 100 Trial Surfaces Have Been Generated. 10 Surfaces Initiate From Each Of 10 Points Equally Spaced Along The Ground Surface Between X = 50.00 ft. and X = 200.00 ft. Each Surface Terminates Between X = 550.00 ft. and X = 650.00 ft. Unless Further Limitations Were Imposed, The Minimum Elevation At Which A Surface Extends Is Y = 0.00 ft. 10.00 ft. Line Segments Define Each Trial Failure Surface. Following Are Displayed The Ten Most Critical Of The Trial Failure Surfaces Examined. They Are Ordered - Most Critical First. * * Safety Factors Are Calculated By The Modified Bishop Method * * Failure Surface Specified By 57 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 183.33 236.04 2 190.50 229.07 3 197.91 222.35 4 205.55 215.90 5 213.42 209.73 6 221.50 203.84 7 229.78 198.24 8 238.26 192.93 9 246.92 187.94 10 255.75 183.25 11 264.75 178.88 12 273.89 174.82 13 283.17 171.10 14 292.58 167.71 15 302.10 164.65 16 311.72 161.94 17 321.44 159.56 18 331.23 157.54 19 341.09 155.86 20 351.00 154.53 21 360.95 153.56 22 370.93 152.94 23 380.93 152.67 24 390.93 152.76 25 400.92 153.20 26 410.89 154.00 27 420.82 155.15 28 430.71 156.65 29 440.54 158.50 30 450.29 160.70 31 459.96 163.25 32 469.54 166.13 33 479.00 169.36 34 488.35 172.91 35 497.56 176.80 V:nash exp.OUT Page 3 36 506.63 181.01 37 515.55 185.54 38 524.30 190.39 39 532.87 195.54 40 541.25 200.99 41 549.43 206.74 42 557.41 212.77 43 565.17 219.08 44 572.69 225.66 45 579.98 232.51 46 587.02 239.61 47 593.81 246.96 48 600.33 254.54 49 606.58 262.35 50 612.54 270.37 51 618.22 278.60 52 623.60 287.03 53 628.68 295.65 54 633.45 304.43 55 637.91 313.39 56 642.04 322.49 57 645.71 331.39 Circle Center At X = 383.4 ; Y = 434.5 and Radius, 281.8 *** 2.466 *** Individual data on the 68 slices Water Water Tie Tie Earthquake Force Force Force Force Force Surcharge Slice Width Weight Top Bot Norm Tan Hor Ver Load No. (ft) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) (lbs) 1 4.1 603.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2 3.0 1375.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 2.0 1423.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4 5.4 6418.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0.6 925.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 6 7.1 14196.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 7 5.3 14150.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 8 2.5 7711.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9 0.7 2056.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 10 7.4 25682.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11 8.3 33473.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 12 8.5 39094.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 13 8.7 44551.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 14 0.8 4220.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15 8.1 46327.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 9.0 57400.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 17 9.1 64060.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 18 9.3 70475.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 19 9.4 76601.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20 9.5 82397.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 21 9.6 87823.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22 9.7 92843.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 23 9.8 97425.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 24 9.9 101539.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 25 9.9 105159.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 26 10.0 108262.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 27 8.5 94216.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 28 1.5 16613.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 29 10.0 112896.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 30 10.0 114429.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 31 10.0 115392.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 32 10.0 115779.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 33 9.9 115592.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 34 9.9 114834.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 35 9.8 113512.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 36 9.8 111639.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 37 9.7 109230.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 38 9.6 106304.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 39 9.5 102883.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 40 9.3 98996.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 41 9.2 94671.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 V:nash exp.OUT Page 4 42 9.1 89940.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 43 2.2 21262.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 44 6.7 64166.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 45 8.7 81939.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 46 8.6 78103.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 47 8.4 73893.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 48 8.2 69351.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 49 3.5 29003.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50 1.6 13132.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 51 0.9 7277.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 52 1.9 14982.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 53 7.8 58030.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 54 7.5 51219.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 55 7.3 44439.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 56 1.5 8330.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 57 5.6 30190.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 58 6.8 34318.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 59 6.5 30237.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 60 6.2 26252.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 61 6.0 22387.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 62 5.7 18672.8 0.0 0.0 0.0 0.0 0.0 0.0 0.0 63 5.4 15133.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 64 5.1 11796.2 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65 4.8 8685.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 66 4.5 5825.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 67 4.1 3239.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 68 3.7 951.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Failure Surface Specified By 55 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 200.00 237.06 2 207.32 230.25 3 214.89 223.71 4 222.69 217.45 5 230.72 211.49 6 238.95 205.82 7 247.39 200.45 8 256.03 195.40 9 264.84 190.67 10 273.81 186.27 11 282.95 182.20 12 292.22 178.46 13 301.63 175.07 14 311.16 172.02 15 320.79 169.33 16 330.51 166.99 17 340.31 165.00 18 350.18 163.38 19 360.10 162.12 20 370.06 161.22 21 380.04 160.69 22 390.04 160.53 23 400.04 160.73 24 410.02 161.30 25 419.98 162.23 26 429.89 163.53 27 439.76 165.19 28 449.55 167.21 29 459.26 169.59 30 468.88 172.32 31 478.40 175.40 32 487.79 178.83 33 497.05 182.60 34 506.17 186.71 35 515.13 191.14 36 523.92 195.91 37 532.54 200.99 38 540.96 206.39 39 549.17 212.08 40 557.18 218.08 V:nash exp.OUT Page 5 41 564.95 224.37 42 572.50 230.93 43 579.79 237.77 44 586.83 244.87 45 593.61 252.23 46 600.11 259.82 47 606.33 267.65 48 612.26 275.71 49 617.89 283.97 50 623.21 292.44 51 628.22 301.09 52 632.91 309.92 53 637.28 318.92 54 641.31 328.07 55 642.54 331.17 Circle Center At X = 389.5 ; Y = 433.5 and Radius, 273.0 *** 2.506 *** Failure Surface Specified By 56 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 183.33 236.04 2 190.46 229.03 3 197.83 222.27 4 205.45 215.79 5 213.29 209.59 6 221.36 203.68 7 229.64 198.07 8 238.12 192.77 9 246.78 187.78 10 255.62 183.10 11 264.63 178.76 12 273.79 174.74 13 283.08 171.06 14 292.51 167.72 15 302.05 164.73 16 311.70 162.09 17 321.43 159.80 18 331.24 157.87 19 341.12 156.30 20 351.05 155.08 21 361.01 154.23 22 371.00 153.75 23 381.00 153.63 24 390.99 153.87 25 400.98 154.48 26 410.93 155.45 27 420.84 156.79 28 430.69 158.48 29 440.48 160.54 30 450.19 162.95 31 459.80 165.71 32 469.30 168.82 33 478.69 172.27 34 487.94 176.07 35 497.05 180.20 36 506.00 184.66 37 514.78 189.44 38 523.38 194.54 39 531.79 199.95 40 540.00 205.66 41 547.99 211.67 42 555.76 217.96 43 563.30 224.54 44 570.59 231.38 45 577.62 238.49 46 584.39 245.85 47 590.89 253.45 48 597.11 261.28 49 603.04 269.33 50 608.67 277.60 V:nash exp.OUT Page 6 51 613.99 286.06 52 619.01 294.72 53 623.70 303.55 54 628.07 312.54 55 632.11 321.69 56 635.70 330.70 Circle Center At X = 379.3 ; Y = 427.8 and Radius, 274.2 *** 2.519 *** Failure Surface Specified By 65 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 116.67 236.55 2 123.80 229.54 3 131.14 222.75 4 138.69 216.19 5 146.44 209.86 6 154.37 203.78 7 162.48 197.93 8 170.77 192.34 9 179.23 187.00 10 187.85 181.93 11 196.61 177.11 12 205.52 172.57 13 214.57 168.30 14 223.73 164.31 15 233.02 160.61 16 242.42 157.18 17 251.91 154.05 18 261.50 151.20 19 271.17 148.65 20 280.91 146.40 21 290.72 144.44 22 300.58 142.78 23 310.49 141.43 24 320.43 140.38 25 330.40 139.63 26 340.39 139.18 27 350.39 139.05 28 360.39 139.21 29 370.38 139.68 30 380.35 140.46 31 390.29 141.54 32 400.20 142.92 33 410.05 144.61 34 419.86 146.59 35 429.59 148.87 36 439.25 151.45 37 448.83 154.32 38 458.32 157.48 39 467.71 160.93 40 476.98 164.67 41 486.14 168.68 42 495.17 172.97 43 504.07 177.54 44 512.82 182.38 45 521.42 187.48 46 529.86 192.84 47 538.14 198.45 48 546.24 204.32 49 554.15 210.43 50 561.88 216.78 51 569.41 223.36 52 576.74 230.17 53 583.85 237.19 54 590.75 244.44 55 597.42 251.88 56 603.86 259.53 57 610.07 267.37 58 616.03 275.40 59 621.74 283.61 V:nash exp.OUT Page 7 60 627.21 291.98 61 632.41 300.52 62 637.35 309.22 63 642.03 318.06 64 646.43 327.03 65 648.49 331.58 Circle Center At X = 349.9 ; Y = 466.9 and Radius, 327.8 *** 2.575 *** Failure Surface Specified By 60 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 150.00 236.60 2 157.10 229.56 3 164.43 222.76 4 171.99 216.21 5 179.76 209.92 6 187.75 203.90 7 195.93 198.15 8 204.30 192.69 9 212.86 187.50 10 221.58 182.62 11 230.46 178.02 12 239.50 173.74 13 248.67 169.76 14 257.98 166.09 15 267.40 162.74 16 276.93 159.71 17 286.55 157.01 18 296.27 154.63 19 306.06 152.58 20 315.91 150.87 21 325.81 149.49 22 335.76 148.45 23 345.73 147.74 24 355.73 147.37 25 365.73 147.34 26 375.72 147.65 27 385.70 148.29 28 395.65 149.28 29 405.56 150.60 30 415.43 152.25 31 425.23 154.24 32 434.96 156.56 33 444.60 159.20 34 454.15 162.17 35 463.59 165.46 36 472.92 169.07 37 482.11 173.00 38 491.17 177.23 39 500.09 181.77 40 508.84 186.60 41 517.42 191.73 42 525.83 197.15 43 534.05 202.84 44 542.07 208.82 45 549.88 215.06 46 557.48 221.56 47 564.85 228.32 48 571.99 235.32 49 578.89 242.55 50 585.54 250.02 51 591.94 257.71 52 598.07 265.61 53 603.93 273.72 54 609.51 282.01 55 614.81 290.49 56 619.81 299.15 57 624.53 307.97 58 628.94 316.95 59 633.04 326.06 V:nash exp.OUT Page 8 60 634.92 330.65 Circle Center At X = 361.6 ; Y = 442.7 and Radius, 295.4 *** 2.587 *** Failure Surface Specified By 65 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 116.67 236.55 2 123.74 229.47 3 131.03 222.63 4 138.52 216.01 5 146.22 209.62 6 154.11 203.48 7 162.18 197.58 8 170.44 191.94 9 178.87 186.55 10 187.45 181.43 11 196.20 176.58 12 205.09 172.00 13 214.11 167.69 14 223.27 163.67 15 232.54 159.94 16 241.93 156.49 17 251.42 153.33 18 261.00 150.47 19 270.67 147.91 20 280.41 145.65 21 290.22 143.69 22 300.08 142.03 23 309.99 140.68 24 319.93 139.64 25 329.91 138.91 26 339.90 138.49 27 349.90 138.37 28 359.89 138.57 29 369.88 139.07 30 379.85 139.88 31 389.78 141.00 32 399.68 142.43 33 409.53 144.17 34 419.32 146.20 35 429.04 148.54 36 438.69 151.18 37 448.25 154.12 38 457.71 157.35 39 467.07 160.87 40 476.32 164.68 41 485.44 168.78 42 494.43 173.15 43 503.28 177.81 44 511.99 182.73 45 520.54 187.92 46 528.92 193.37 47 537.13 199.08 48 545.16 205.04 49 553.00 211.25 50 560.64 217.69 51 568.09 224.37 52 575.32 231.28 53 582.33 238.41 54 589.12 245.75 55 595.68 253.29 56 602.01 261.04 57 608.09 268.98 58 613.92 277.10 59 619.50 285.40 60 624.82 293.87 61 629.87 302.50 62 634.65 311.28 63 639.16 320.21 64 643.39 329.27 V:nash exp.OUT Page 9 65 644.26 331.29 Circle Center At X = 348.6 ; Y = 461.4 and Radius, 323.1 *** 2.592 *** Failure Surface Specified By 65 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 116.67 236.55 2 123.90 229.64 3 131.34 222.96 4 138.98 216.50 5 146.81 210.28 6 154.82 204.30 7 163.01 198.56 8 171.37 193.08 9 179.89 187.85 10 188.57 182.87 11 197.39 178.17 12 206.35 173.73 13 215.45 169.56 14 224.66 165.67 15 233.99 162.07 16 243.42 158.74 17 252.94 155.70 18 262.56 152.95 19 272.25 150.50 20 282.02 148.33 21 291.84 146.47 22 301.72 144.90 23 311.63 143.63 24 321.59 142.66 25 331.56 141.99 26 341.56 141.62 27 351.56 141.56 28 361.56 141.80 29 371.54 142.34 30 381.51 143.18 31 391.44 144.32 32 401.34 145.76 33 411.18 147.50 34 420.97 149.54 35 430.70 151.87 36 440.35 154.50 37 449.91 157.42 38 459.38 160.62 39 468.76 164.11 40 478.02 167.88 41 487.16 171.93 42 496.18 176.25 43 505.06 180.84 44 513.80 185.70 45 522.39 190.82 46 530.82 196.20 47 539.09 201.83 48 547.18 207.71 49 555.08 213.83 50 562.80 220.19 51 570.33 226.77 52 577.65 233.58 53 584.76 240.61 54 591.66 247.86 55 598.33 255.30 56 604.78 262.95 57 610.99 270.78 58 616.97 278.80 59 622.69 287.00 60 628.17 295.37 61 633.39 303.89 62 638.36 312.58 63 643.05 321.40 64 647.48 330.37 V:nash exp.OUT Page 10 65 648.02 331.55 Circle Center At X = 348.7 ; Y = 472.4 and Radius, 330.8 *** 2.599 *** Failure Surface Specified By 54 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 183.33 236.04 2 190.57 229.14 3 198.05 222.51 4 205.79 216.17 5 213.75 210.12 6 221.94 204.38 7 230.34 198.96 8 238.94 193.85 9 247.72 189.07 10 256.68 184.63 11 265.80 180.53 12 275.07 176.78 13 284.48 173.38 14 294.00 170.34 15 303.64 167.66 16 313.37 165.34 17 323.17 163.40 18 333.05 161.82 19 342.98 160.62 20 352.94 159.80 21 362.93 159.35 22 372.93 159.28 23 382.93 159.59 24 392.91 160.27 25 402.85 161.34 26 412.75 162.77 27 422.58 164.58 28 432.34 166.76 29 442.01 169.31 30 451.58 172.22 31 461.03 175.48 32 470.35 179.11 33 479.53 183.08 34 488.55 187.40 35 497.40 192.05 36 506.07 197.03 37 514.54 202.34 38 522.81 207.97 39 530.86 213.90 40 538.68 220.13 41 546.26 226.66 42 553.59 233.46 43 560.65 240.54 44 567.44 247.88 45 573.95 255.47 46 580.17 263.30 47 586.09 271.36 48 591.70 279.64 49 597.00 288.12 50 601.97 296.80 51 606.61 305.66 52 610.91 314.68 53 614.87 323.87 54 617.01 329.41 Circle Center At X = 369.8 ; Y = 424.0 and Radius, 264.7 *** 2.658 *** Failure Surface Specified By 54 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 183.33 236.04 2 190.41 228.98 3 197.75 222.19 4 205.36 215.70 5 213.21 209.51 V:nash exp.OUT Page 11 6 221.30 203.63 7 229.61 198.07 8 238.14 192.84 9 246.86 187.94 10 255.76 183.40 11 264.84 179.20 12 274.07 175.36 13 283.45 171.89 14 292.96 168.78 15 302.58 166.05 16 312.30 163.70 17 322.10 161.73 18 331.97 160.14 19 341.90 158.94 20 351.87 158.13 21 361.86 157.71 22 371.86 157.68 23 381.85 158.04 24 391.82 158.79 25 401.76 159.94 26 411.64 161.46 27 421.46 163.38 28 431.19 165.67 29 440.82 168.35 30 450.35 171.40 31 459.75 174.82 32 469.00 178.60 33 478.10 182.75 34 487.04 187.24 35 495.79 192.08 36 504.34 197.26 37 512.68 202.77 38 520.81 208.61 39 528.70 214.75 40 536.34 221.20 41 543.72 227.94 42 550.84 234.97 43 557.67 242.27 44 564.22 249.83 45 570.46 257.64 46 576.40 265.69 47 582.01 273.96 48 587.30 282.45 49 592.25 291.14 50 596.86 300.01 51 601.12 309.06 52 605.02 318.27 53 608.55 327.62 54 608.97 328.86 Circle Center At X = 367.6 ; Y = 413.4 and Radius, 255.7 *** 2.702 *** Failure Surface Specified By 56 Coordinate Points Point X-Surf Y-Surf No. (ft) (ft) 1 166.67 236.63 2 173.75 229.57 3 181.09 222.78 4 188.67 216.27 5 196.50 210.04 6 204.54 204.10 7 212.81 198.47 8 221.27 193.14 9 229.93 188.14 10 238.76 183.45 11 247.77 179.10 12 256.93 175.09 13 266.23 171.42 14 275.66 168.09 15 285.21 165.12 16 294.86 162.50 V:nash exp.OUT Page 12 17 304.60 160.24 18 314.42 158.35 19 324.30 156.82 20 334.23 155.65 21 344.20 154.86 22 354.19 154.44 23 364.19 154.38 24 374.19 154.70 25 384.16 155.39 26 394.11 156.44 27 404.01 157.87 28 413.84 159.66 29 423.61 161.81 30 433.29 164.33 31 442.87 167.20 32 452.33 170.42 33 461.67 174.00 34 470.87 177.91 35 479.92 182.17 36 488.81 186.76 37 497.52 191.67 38 506.04 196.90 39 514.36 202.45 40 522.47 208.30 41 530.36 214.44 42 538.01 220.88 43 545.43 227.59 44 552.58 234.58 45 559.48 241.82 46 566.10 249.32 47 572.43 257.05 48 578.48 265.02 49 584.23 273.20 50 589.67 281.59 51 594.79 290.18 52 599.60 298.95 53 604.07 307.89 54 608.21 316.99 55 612.01 326.24 56 613.08 329.14 Circle Center At X = 360.6 ; Y = 424.1 and Radius, 269.7 *** 2.705 *** NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN JANUARY 2017 1100 Crescent Green Drive, Suite 208 Cary, North Carolina 27518 • O: 919-792-1900 • F: 866-311-7206 NC FIRM C-2910 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN i CONTENTS 1.0 INTRODUCTION ................................................................................................................. 1 2.0 CONTACT INFORMATION ................................................................................................. 1 3.0 HOURS OF OPERATION .................................................................................................... 1 4.0 OPERATIONAL DRAWINGS .............................................................................................. 1 5.0 WASTE ACCEPTANCE AND DISPOSAL REQUIREMENTS ............................................. 1 5.1 AREAS OF SERVICE ...................................................................................................... 2 5.2 ACCEPTABLE WASTE .................................................................................................... 2 5.3 PROHIBITED WASTE ..................................................................................................... 3 6.0 WASTE SCREENING .......................................................................................................... 4 6.1 TRAINING AND DOCUMENTATION OF WASTE SCREENING PERSONNEL .............. 4 6.2 NON-DOCUMENTED WASTE SCREENING .................................................................. 5 6.3 DOCUMENTED RANDOM LOAD WASTE SCREENING ................................................ 5 6.4 CONTINGENCY PLAN .................................................................................................... 6 6.5 WASTE SCREENING RECORD KEEPING ..................................................................... 7 7.0 ACCESS AND SAFETY REQUIREMENTS ......................................................................... 8 7.1 LANDFILL SECURITY ..................................................................................................... 8 7.2 LANDFILL OPERATOR ................................................................................................... 8 7.3 ACCESS ROADS ............................................................................................................ 8 7.4 ENTRANCE SIGNAGE .................................................................................................... 8 7.5 TRAFFIC SIGNAGE ........................................................................................................ 8 7.6 DUST CONTROL ............................................................................................................. 9 8.0 DISEASE VECTOR CONTROL ........................................................................................... 9 9.0 AIR CRITERIA AND FIRE CONTROL ................................................................................. 9 9.1 STATUTORY REQUIREMENT ........................................................................................ 9 9.2 OPEN BURNING ............................................................................................................. 9 9.3 FIRE FIGHTING EQUIPMENT ...................................................................................... 10 9.4 REPORTING .................................................................................................................. 10 10.0 EROSION AND SEDIMENTATION CONTROL REQUIREMENTS ................................. 10 11.0 LANDFILL OPERATIONS ............................................................................................... 10 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN ii 11.1 INITIAL WASTE PLACEMENT .................................................................................... 11 11.2 WORKING FACE ......................................................................................................... 11 11.3 SPREADING AND COMPACTING REQUIREMENTS ................................................ 11 11.4 SPECIAL WASTE MANAGEMENT ............................................................................. 12 11.5 YARD WASTE MANAGEMENT ................................................................................... 12 11.6 WHITE GOODS MANAGEMENT ................................................................................ 13 11.7 WASTE TIRES ............................................................................................................. 13 11.8 COVER MATERIAL REQUIREMENTS........................................................................ 13 11.9 DRAINAGE CONTROL AND WATER PROTECTION REQUIREMENTS ................... 14 11.10 SEVERE WEATHER CONDITIONS .......................................................................... 15 11.10.1 ICE STORMS ...................................................................................................... 15 11.10.2 HEAVY RAINS .................................................................................................... 15 11.10.3 ELECTRICAL STORMS ...................................................................................... 16 11.10.4 WINDY CONDITIONS ......................................................................................... 16 11.10.5 VIOLENT STORMS ............................................................................................. 16 11.11 SURVEY FOR COMPLIANCE ................................................................................... 16 12.0 OPERATING RECORD AND RECORDKEEPING REQUIREMENTS ............................ 16 APPENDIX A. WASTE SCREENING & FIRE NOTIFICATION FORMS ................................. 1 APPENDIX B. WHITE GOODS PLAN .................................................................................... 2 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 1 of 17 1.0 INTRODUCTION The owner and operator of any C&DLF unit must maintain and operate the unit in accordance with the operation plan. This Operation Plan is to provide guidance to the Operator going forward during operation of the expanded Facility. This Operations Manual was prepared for operations of the Nash County C&D Landfill facility (Permit No. 6403 CDLF). This document discusses the operation of the following: (1) LCID Processing Area. (2) C&D Landfill. 2.0 CONTACT INFORMATION Nash County (County, Owner, or Operator) owns and operates the Construction and Demolition Landfill Facility (C&DLF or Facility. The Owner’s contact information is as follows: Landfill Site Nash County Health Department 3057 Duke Road PO Box 849 Nashville, N.C. 27856 Nashville, N.C. 27856 Phone: (252) 459-9899 Phone: (252) 459-9823 Emergency Response Castalia Volunteer Fire Department 11065 Lancaster Store Rd. Castalia, NC 27816 Phone: (252) 459-4777 For fire or police emergencies, dial 911. 3.0 HOURS OF OPERATION The operating hours of the facility are anticipated to be Monday through Friday from 8:00 a.m. to 4:30 P.M. 4.0 OPERATIONAL DRAWINGS Drawings illustrating the operation of the Horizontal Expansion of the Nash County C&D Landfill are shown on the Engineering Drawings. 5.0 WASTE ACCEPTANCE AND DISPOSAL REQUIREMENTS A C&DLF must accept only those solid wastes it is permitted to receive. The landfill owner or operator must notify the Division within 24 hours of attempted disposal of any waste the C&DLF is not permitted to receive, including waste from outside the area the landfill is permitted to serve. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 2 of 17 5.1 AREAS OF SERVICE The Nash County C&D Landfill will only accept for disposal wastes generated within approved areas of service which includes: (1) Nash County The landfill owner or operator must notify the Division within 24 hours of attempted disposal of waste from outside the area the landfill is permitted to serve. 5.2 ACCEPTABLE WASTE A C&DLF must accept only those solid wastes it is permitted to receive. Acceptable waste for the Nash County C&D Landfill includes: (1) Construction and Demolition Debris Waste: (Waste or debris from construction, remodeling, repair, or demolition operations on pavement or other structures, untreated and unpainted wood). (2) Inert Debris Waste: (Concrete, brick, concrete block, uncontaminated soils and rock, etc.). (3) Land Clearing Debris: as defined by G.S. 120A-290, specifically, waste that is generated solely from land-clearing activities, such as stumps, trees, etc. (4) Asphalt: In accordance with G.S. 130-294 (m), demolition debris consisting of used asphalt or used asphalt mixed with dirt, sand, gravel, rock, concrete, or similar nonhazardous material may be used as fill and need not be disposed of in a permitted landfill or solid waste disposal facility. Such demolition debris may not be placed in the waters of the State or at or below the seasonal high water table. (5) Other Wastes as Approved by the Solid Waste Section of the Division of Waste Management. (6) Asbestos waste: Managed in accordance with 40 CFR 61, which is hereby incorporated by reference including any subsequent amendments and additions. Copies of 40 CFR 61 are available for inspection at the Department of Environment and Natural Resources, Division of Waste Management. The regulated asbestos waste must be covered immediately with soil in a manner that will not cause airborne conditions and must be disposed of separate and apart from other solid wastes, as follows: a. In a defined isolated area within the footprint of the landfill, or b. In an area not contiguous with other disposal areas. Separate areas must be designated so that asbestos is not exposed by future land-disturbing activities. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 3 of 17 5.3 PROHIBITED WASTE The following wastes must not be disposed of in the C&DLF unit: (1) Containers such as tubes, drums, barrels, tanks, cans, and bottles unless they are empty and perforated to ensure that no liquid, hazardous or municipal solid waste is contained therein, (2) Garbage as defined in G.S. 130A-290(a)(7), (3) Hazardous waste as defined in G.S. 130A-290(a)(8), to also include hazardous waste from conditionally exempt small quantity generators, (4) Industrial solid waste unless a demonstration has been made and approved by the Division that the landfill meets the requirements of Rule .0503(2)(d)(ii)(A), (5) Liquid wastes, (6) Medical waste as defined in G.S. 130A-290(a)(17a), (7) Municipal solid waste as defined in G.S. 130A-290(a)(18a), (8) Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761, (9) Radioactive waste as defined in G.S. 104E-5(14), (10) Septage as defined in G.S. 130A-290(a)(32), (11) Sludge as defined in G.S. 130A-290(a)(34), (12) Special wastes as defined in G.S. 130A-290(a)(40), (13) White goods as defined in G.S. 130A-290(a)(44), and (14) Yard trash as defined in G.S. 130A-290(a)(45), (15) The following wastes cannot be received if separate from C&DLF waste: lamps or bulbs including but not limited to halogen, incandescent, neon or fluorescent; lighting ballast or fixtures; thermostats and light switches; batteries including but not limited to those from exit and emergency lights and smoke detectors; lead pipes; lead roof flashing; transformers; capacitors; and copper chrome arsenate (CCA) and creosote treated woods. (16) Waste accepted for disposal in a C&DLF unit must be readily identifiable as C&D waste and must not have been shredded, pulverized, or processed to such an extent that the composition of the original waste cannot be readily ascertained except as specified in Subparagraph (17) of this Paragraph. (17) C&D waste that has been shredded, pulverized or otherwise processed may be accepted for disposal from a facility that has received a permit from an authorized NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 4 of 17 regulatory authority which specifies such activities are inspected by the authority, and whose primary purpose is recycling and reuse of the C&D material. A waste screening plan and waste acceptance plan must be made available to the Division upon request. (18) The owner or operator of a C&DLF must not knowingly dispose any type or form of C&D waste that is generated within the boundaries of a unit of local government that by ordinance: a. Prohibits generators or collectors of C&D waste from disposing that type or form of C&D waste. b. Requires generators or collectors of C&D waste to recycle that type or form of C&D waste. (19) Wastewater treatment sludge. Wastewater treatment sludge must not be accepted for disposal. Wastewater treatment sludge may be accepted, with the approval of the Division, for utilization as a soil conditioner and incorporated into or applied onto the vegetative growth layer. The wastewater treatment sludge must neither be applied at greater than agronomic rates nor to a depth greater than six inches. The landfill owner or operator must notify the Division within 24 hours of attempted disposal of any waste the C&DLF is not permitted to receive 6.0 WASTE SCREENING 6.1 TRAINING AND DOCUMENTATION OF WASTE SCREENING PERSONNEL Waste screening personnel trained in the following areas: (1) Methods for identification and determination of prohibited wastes, including, but not limited to, regulated hazardous waste, liquid waste, PCBs and banned items. (2) Handling procedures for prohibited wastes, (3) Record keeping requirements of the program, and (4) Occupational health and safety. Documentation of training procedures should include: (1) Date of training (2) A statement asserting that the training included: a. Recognition of regulated hazardous waste, liquid waste, PCBs and banned items. b. Hazardous waste safety precautions as required by the hazardous waste contingency plan. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 5 of 17 (3) Written acknowledgement of training by facility personnel. 6.2 NON-DOCUMENTED WASTE SCREENING Non-documented waste screening to ensure that hazardous or unacceptable wastes are not disposed in the landfill will be the responsibility of all employees. Each employee will observe vehicles entering the Facility for any potentially prohibited waste and will alert management personnel if any prohibited wastes are suspected. Non-documented waste screening for incoming loads of waste shall be accomplished as follows: (1) Facility Entrance – Only authorized vehicles and material will be allowed beyond the scales. The scale attendant will refuse entry to any prohibited vehicles or vehicles observed carrying prohibited waste. (2) Waste Discharge Checkpoints – All incoming loads of waste will be observed by the Facility operators as it is discharged from the waste transport vehicle. (3) Active Face Checkpoints – Material will be inspected by the landfill operations equipment operator(s) as it is incorporated and compacted at the active face. 6.3 DOCUMENTED RANDOM LOAD WASTE SCREENING In addition to non-documented waste screening performed by the equipment operator/attendants, a documented random load waste screening program shall be implemented to detect and prevent disposal of any of the prohibited wastes listed in previously. Random load waste screening Inspections conducted as part of this program shall be performed by personnel trained in the following areas: (1) Methods for identification and determination of prohibited wastes, (2) Handling procedures for prohibited wastes, (3) Record keeping requirements of the program, and (4) Occupational health and safety. The frequency of the random inspections shall be determined by the quantity and type of waste received, the familiarity with the generators and/or transporters, and the occurrences of identified prohibited waste. Inspections should be performed at least once per week. In order for the waste screening inspections to be random, the time of day, day of week, and transporter/hauler selected for inspection shall also vary between inspections. The procedure for the random load waste screening shall be as follows: (1) Stop the selected vehicle prior to the working face of the landfill. (2) Notify the driver of the inspection. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 6 of 17 (3) Direct the vehicle to the inspection area. The inspection area may be either a permanently designated location or a temporary location adjacent to the working face. (4) If possible, perform a visual observation of the waste prior to unloading. If prohibited waste is observed, or suspected, the vehicle shall be prohibited from unloading, and shall be directed out of the facility. (5) If no prohibited waste is observed or suspected from the visual observation, or if a visual observation is not possible, the vehicle shall discharge the load at the inspection area. The driver shall remain at the inspection area while the inspection is performed, unless a safety concern requires evacuation of the area. Equipment shall be used to spread and turn the waste to facilitate a visual observation of the load contents. If no prohibited waste is identified, the waste shall be transferred to the working face for disposal. (6) If prohibited waste is identified in the load, and the prohibited waste is not a regulated hazardous waste, a regulated medical waste, a regulated toxic waste, a regulated liquid waste, or a waste which requires special handling, the waste shall be loaded back into the vehicle and removed from the facility. (7) If acceptability of the waste cannot be determined by visual observation, the waste can either be rejected and loaded back into the vehicle and removed from the facility, or samples of the waste can be taken to determine acceptability. Testing shall be selected based on the reason for the suspicion of unacceptability. (8) If the waste is suspected of being a liquid waste, a regulated hazardous waste, a regulated medical waste, or a regulated toxic waste, site personnel will safely identify the nature of the prohibited waste. Wastes within these categories are not to be handled by landfill staff. Upon assessment of the waste, qualified contractors will be contacted to provide direction for temporary handling, isolation, and security. Within 24 hours of discovery, the Facility will orally inform NCDENR Division of Waste Management (Division) of the incident and make every effort to contact a waste contractor for the proper packaging, removal, and disposal of the prohibited waste. The Division will be informed in writing of the incident and steps taken to properly dispose of the prohibited waste. (9) Complete the waste screening form and place in the operating record. 6.4 CONTINGENCY PLAN In the event that identifiable hazardous waste or waste of questionable character is detected at the landfill, appropriate equipment, protective gear, personnel, and materials as necessary will be employed to isolate the wastes. The DWM will be notified immediately that an attempt was made to dispose of hazardous waste at the landfill. If the vehicle attempting disposal of such waste is known, all attempts will be made to prevent that vehicle from leaving the site NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 7 of 17 or, if the vehicle has left the site, immediate notice will be served on the owner of the vehicle that hazardous waste, for which they have responsibility, has been disposed of at the landfill. Nash County C&D Landfill will assist the DWM as necessary and appropriate in the removal and disposition of the hazardous waste and in the prosecution of responsible parties. If needed, the hazardous waste will be covered with either on-site soils or other tarping material until such time when an appropriate method can be implemented to properly handle the waste. The cost of the removal and disposing of the hazardous waste will be charged to the owner of the vehicle involved. Any vehicle owner or operator who knowingly dumps hazardous waste in the landfill may be barred from using the landfill. Should an incident where hazardous waste is found at the landfill occur, the event will be documented by landfill staff using the waste screening form provided in Appendix A. Records of information gathered as part of the waste screening programs will be maintained at the landfill site during its active life and as long as required by Nash County C&D Landfill and the DWM. 6.5 WASTE SCREENING RECORD KEEPING The following records must be maintained in the operating record: (1) Training Certification recognized and approved by the Department, for all applicable personnel. Outline of training of each facility personnel to recognize liquid waste, hazardous waste, PCB waste, and banned items. The operating record should include the following documentation of training: a. Date(s) of training. b. A statement asserting that the training includes: i. Recognition of regulated hazardous waste, liquid waste, PCB waste and banned items. ii. Hazardous waste safety precautions as required by the hazardous waste contingency plan. c. Written acknowledgment of training by all facility personnel. (2) Waste screening forms. (3) Records of unacceptable waste to include: a. Waste quantity, description, and generator information; b. The state and county in which the solid waste originated; and, c. The transporters of waste; d. Action(s) taken to protect health and the environment. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 8 of 17 (4) All correspondence with haulers and generators regarding load inspections and suspect waste. (5) All correspondence with the Department regarding receiving of wastes not specifically allowed by the permit. 7.0 ACCESS AND SAFETY REQUIREMENTS 7.1 LANDFILL SECURITY The C&DLF must be adequately secured by means of gates, chains, berms, fences and other security measures approved by the Division to prevent unauthorized entry. The facility is secured by a locking gate at the entrance and fences and natural barriers along the facility boundary. 7.2 LANDFILL OPERATOR In accordance with G.S. 130A-309.25, an individual trained in landfill operations must be on duty at the site while the facility is open for public use and at all times during active waste management operations to ensure compliance with operational requirements. Proof of operator training must be available during inspection. 7.3 ACCESS ROADS The access road through the facility to the landfill and access roads to monitoring locations are constructed to provide all-weather traffic. Internal roads are maintained in good condition to provide operation in all-weather scenarios. Access roads will be graded for positive drainage. To not impound water, depressions or potholes occurring shall be addressed swiftly by grading or application of additional stone as necessary to achieve positive drainage off the road. The location of access roads during waste placement will be determined by operations personnel in order to reflect waste placement strategy. 7.4 ENTRANCE SIGNAGE A sign is located at the Facility entrance containing the hours during which the site is open for public use, the permit number, a list of prohibited wastes such as liquid, hazardous and municipal solid waste as being excluded from the C&DLF unit, and other pertinent information specified in the permit conditions. 7.5 TRAFFIC SIGNAGE Signs are positioned at the Facility providing information on disposal procedures and directions to and from the Yard Waste Management Area, White Goods Area, and C&D landfill Working face. The use of portable signs with directional arrows and portable traffic barricades will facilitate the unloading of wastes to the designated disposal locations. These NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 9 of 17 signs and barricades will be placed along the access route to the working face of the landfill or other designated disposal areas which may be established. Speed limits are posted throughout the access road to the disposal unit. 7.6 DUST CONTROL Operations shall endeavor to maintain internal roads free of dust. Typically, a road truck with rear mounted water tank will be used. 8.0 DISEASE VECTOR CONTROL Owners and operators of all C&DLF units must prevent or control on-site populations of disease vectors using techniques appropriate for the protection of human health and the environment. For purposes of this item, "disease vectors" means any rodents, flies, mosquitoes, or other animals or insects, capable of transmitting disease to humans. The Operator will endeavor to prevent and control on-site populations of disease vectors such as rodents, flies, mosquitoes, or other animals or insects, using techniques appropriate for the protection of human health and the environment. Specifically, the Operator will: (1) Prevent depressions or low areas susceptible to ponding of water; (2) Store scrap tires directly in trailers; (3) Provide adequate cover to the disposal units. 9.0 AIR CRITERIA AND FIRE CONTROL 9.1 STATUTORY REQUIREMENT Owners and operators of all C&DLF units must ensure that the units do not violate any applicable requirements developed under a State Implementation Plan (SIP) approved or promulgated by the U.S. EPA Administrator pursuant to Section 110 of the Clean Air Act, as amended. 9.2 OPEN BURNING Except for burning of land clearing debris generated on-site or debris from emergency clean- up operations, when approved, open burning of solid waste at C&DLF facility will not occur. When and if the Operator wishes to burn, prior to any burning a request shall be submitted to the Division for review. The Division will determine the burning to be approved if it is one of the two types of burning as referenced in this subparagraph. A notation of the date of approval and the name of the Division personnel who approved the burning will be included in the Operating Record. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 10 of 17 9.3 FIRE FIGHTING EQUIPMENT The Owner shall provide equipment to control accidental fires; the equipment is available at the site at all times. The Facility typically has a road truck with water tanker available and fire extinguishers are provided in all equipment and occupied facilities. Once approved, a copy of the Operations Plan will be filed with the local fire department including all contact information for the facility. 9.4 REPORTING The Owner shall notify the Division within 24 hours in the event of a fire or explosion and provide written notification within 15 days. The Owner will evaluate the cause and circumstances of the event. Written notification to the Division shall include details of the occurrence, the suspected cause of fire or explosion, the response taken to manage the incident, and the action(s) to be taken to prevent the future occurrence of fire or explosion. A copy of the FIRE OCCURRENCE NOTIFICATION form is included in the Appendix. 10.0 EROSION AND SEDIMENTATION CONTROL REQUIREMENTS Adequate sediment control measures consisting of vegetative cover, materials, structures or devices must be utilized to prevent sediment from leaving the C&DLF facility. Erosion control measures shall include, but not be limited to the following: (1) Disturbing as little area as practical at any one time for landfilling operations. (2) Seeding and mulching of all disturbed areas commencing as soon as practically possible. Employing erosion netting or sod on steep slopes and other erosion prone areas. (3) Use of earthen berms, hay bales, silt fences, riprap or equivalent devices down-gradient of disturbed areas, stockpiles, around drainage pipes inlets and outlets and at intervals along grassed waterways, until such time as permanent vegetation is established. (4) Placement of riprap at the outlets of storm water piping sedimentation pond discharge pipes. Provisions for a vegetative ground cover sufficient to restrain erosion must be accomplished as directed by appropriate state or local agency upon completion of any phase of C&DLF development consistent with Rule .0543(c)(5). 11.0 LANDFILL OPERATIONS Loads identified at the scalehouse to contain C&D will be directed to the C&D landfill working face. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 11 of 17 11.1 INITIAL WASTE PLACEMENT Nash County anticipates constructing the Horizontal Expansion of the Nash County C&D Landfill in multiple phases. The first phase of construction for the Horizontal Expansion of the Nash County C&D Landfill will consist of Phase 4 as shown on the Engineering Drawings. Development of subsequent phases is anticipated to be sequential as shown Sheet 7 of the Engineering Plan Drawings. 11.2 WORKING FACE The width and length of the working face will be maintained as small as practical in order to maintain the appearance of the site, control windblown waste, and minimize the amount of cover required each day. Normally, only one working face will be active on any given day, with all deposited waste in other areas covered by either periodic, intermediate, or final cover, as appropriate. The approach to the working face will be maintained such that two or more vehicles may safely unload side by side. A vehicle turn-around area large enough to enable vehicles to arrive and turn around safely with reasonable speed will be provided adjacent to the unloading area. Waste transportation vehicles will arrive at the working face at random intervals. Personnel will direct traffic necessary to expedite safe movement of vehicles. There may be a number of vehicles unloading waste at the same time, while other vehicles are waiting. In order to maintain control over the unloading of waste, a certain number of vehicles will be allowed on the working face at a time. The actual number will be determined by the truck spotter. This procedure will be used in order to minimize the potential of unloading unacceptable waste and to control disposal activity. Operations at the working face will be conducted in a manner which will encourage the efficient movement of transportation vehicles to and from the working face, and to expedite the unloading of waste. The vehicles will back to a vacant area near the working face to unload. Upon completion of the unloading operation, the transportation vehicles will immediately leave the working face area. The general public is prohibited from removal activities on the working face. In addition, landfill staff will not remove waste (for recycling or recovery) at the working face. 11.3 SPREADING AND COMPACTING REQUIREMENTS The Owner of the C&DLF shall comply with spreading and compacting requirements as follows: (1) C&DLF units must restrict solid waste into the smallest area feasible. (2) Solid waste must be compacted as densely as practical into cells. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 12 of 17 (3) Appropriate methods such as fencing and diking must be provided within the area to confine solid waste which is subject to be blown by the wind. At the conclusion of each operating day, all windblown material resulting from the operation must be collected and disposed of by the owner and operator. The Owner will make available durable equipment that performs reliably and safely with a minimum unscheduled service, equipment to provide suitable material handling capability and compaction for the given waste volumes anticipated. At minimum, one (1) 70,000-pound plus machine with a waste handling arrangement and toothed compactor wheels will be available at the working face at all times. The procedures for placement and compaction of solid waste include: unloading of vehicles, spreading of waste into 2 foot lifts, and compaction on relatively flat slopes (i.e. 5H:1V max.) using a landfill compactor and a minimum number of three full passes. 11.4 SPECIAL WASTE MANAGEMENT Nash County C&D Landfill may dispose of asbestos within the C&D landfill unit. Asbestos will only be accepted if it has been processed and packaged in accordance with State and Federal (40 CFR 61) regulations. Asbestos will arrive at the site in vehicles that contain only the asbestos waste and only after advance notification by the generator. Once the hauler brings the asbestos to the landfill, the hauler will be directed to the designated asbestos disposal area by operations personnel. The designated disposal area will be prepared by operations personnel by leveling a small area using a dozer or loader. Prior to disposal, the landfill operators will stockpile cover soil near the designated asbestos disposal area. The volume of soil stockpiled will be sufficient to cover the waste and to provide any berms, etc. to maintain temporary separation from other landfill traffic. Once placed in the prepared area, the asbestos waste will be covered with a minimum of 18 inches of cover soil placed in a single lift. The surface of the cover soil will be compacted and graded using a tracked dozer or loader. The landfill compactor will be prohibited from operating over asbestos disposal areas until at least 18 inches of cover are in-place. The landfill staff will record the approximate location and elevation of the asbestos waste once cover is in-place. The Landfill Manager will then review pertinent disposal and location information to assure compliance with regulatory requirements and enter the information into the Operating Record. Once disposal and recording for asbestos waste is completed, the disposal area may be covered with waste. No excavation into designated asbestos disposal areas will be permitted. 11.5 YARD WASTE MANAGEMENT Nash County accepts yard waste at the designated Yard Waste Management Area indicated on the overall facility plan in the Engineering Drawings. The yard waste material accepted NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 13 of 17 by Nash County consists primarily of tree debris and land clearing debris. High nitrogen yard waste such as grass clippings, leaves, and bush trimmings, while accepted at the Nash County Landfill, represents an insignificant portion of the waste stream, and is distributed throughout the yard waste stockpiles. Composting of yard waste is not performed at the Nash County Landfill. Nash County contracts grinding services as necessary to maintain stockpiles no larger than 30 feet high and 50 feet wide of unlimited length. Ground materials are also maintained in stockpiles no larger than 30 feet high and 50 feet wide of unlimited length. A minimum of 20 feet shall be maintained between individual stockpiles to facility firefighting equipment access. Stockpiles are managed to not create excessive temperatures, attract vectors, or produce objectionable odors. Ground yard waste materials are not offered to the public. Ground yard waste materials are sold for boiler fuel as market conditions permit. Ground yard waste/mulch that has not been composted can also be used as landscape mulch on the landfill property in areas that are not accessible to the public (for example, it can’t be used around the site entrance, office buildings, or scale house). 11.6 WHITE GOODS MANAGEMENT Nash County accepts white goods at the designated white goods area indicated on the overall facility plan in the Engineering Drawings. Nash County’s White Goods Plan is included in Appendix B. 11.7 WASTE TIRES Nash County accepts waste tires at the designated area indicated on the overall facility plan in the Engineering Drawings. 11.8 COVER MATERIAL REQUIREMENTS The Owner of the C&DLF shall comply with cover material requirements as follows: (1) Except as provided in Subparagraph (3) of this Paragraph, the owners and operators of all C&DLF units must cover the solid waste with six inches of earthen material when the waste disposal area exceeds one-half acre and at least once weekly. Cover must be placed at more frequent intervals if necessary to control disease vectors, fires, odors, blowing litter, and scavenging. A notation of the date and time of the cover placement must be recorded in the operating record as specified in Paragraph (n) of this Rule. (2) Except as provided in Subparagraph (3) of this Paragraph, areas which will not have additional wastes placed on them for three months or more, but where final termination of disposal operations has not occurred, must be covered and stabilized with vegetative ground cover or other stabilizing material. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 14 of 17 (3) Alternative materials or an alternative thickness of cover may be approved by the Division if the owner or operator demonstrates that the alternative material or thickness controls disease vectors, fires, odors, blowing litter, and scavenging without presenting a threat to human health and the environment. A C&DLF owner or operator may apply for approval of an alternative cover material. If approval is given by the Division, approval would extend to all C&DLF units at one specific facility. Nash County plans to utilize Alternative Daily Cover (ADC) consisting of Soil/Mulch Mixture (S&M) mixed at a ratio 50% soil to 50% mulch by volume per DENR guidance document “APPROVED ALTERNATIVE DAILY COVER MATERIALS FOR USE AT SANITARY LANDFILLS”, Document Number 20365, dated January 7, 2014. Specifically: a. S&M can be mixed at a ratio from 80% soil to 20% mulch up to 50% soil to 50% mulch by volume. b. During the use of S&M as an ACM, soil cover to a full depth of six inches shall be applied once per week. c. S&M may not be used for intermediate cover. d. A copy of the APPROVED ALTERNATIVE DAILY COVER MATERIALS FOR USE AT SANITARY LANDFILLS”, Document Number 20365, dated January 7, 2014 shall be placed in the operating record. A notice will be placed in the operating record that states that the soil/mulch mixture for alternate cover will be used and the procedure for use. A copy of that notice will be sent to the Permitting Branch Supervisor of the Section and the facility’s Environmental Senior Specialist (ESS). 11.9 DRAINAGE CONTROL AND WATER PROTECTION REQUIREMENTS Drainage control and water protection at the facility will consist of the following: (1) Surface water must be diverted from the operational area. (2) Surface water must not be impounded over or in waste. (3) Solid waste must not be disposed of in water. (4) Leachate must be contained on-site or treated prior to discharge. An NPDES permit may be required prior to the discharge of leachate to surface waters. (5) C&DLF units must not: a. Cause a discharge of pollutants into waters of the United States, including wetlands, that violates any requirements of the Clean Water Act, including the NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 15 of 17 National Pollutant Discharge Elimination System (NPDES) requirements, pursuant to Section 402. b. Cause the discharge of a nonpoint source of pollution to waters of the United States, including wetlands, that violates any requirement of an area-wide or State-wide water quality management plan that has been approved under Section 208 or 319 of the Clean Water Act, as amended. Waste placement will be performed in a planned sequence to divert stormwater from the operational area (working face) and so that stormwater shall not be impounded in the waste or over any covered area. Depressions in the waste mass shall be addressed with placement of additional cover soil. Soil berms will be constructed around the working face to contain stormwater that has come into contact with uncovered waste materials. Stormwater that has come into contact with uncovered waste materials should not be mixed with surface water in the sediment ponds. The design for the Nash County C&DLF and Horizontal Expansion includes drainage ditches as well as four sediment control ponds which are designed to capture sediment laden runoff from unstablized landfill areas prior to discharge to surrounding discharge features. Runoff from areas with well-established vegetation are not required to be routed through the sediment control ponds. 11.10 SEVERE WEATHER CONDITIONS Unusual weather conditions can directly affect the operation of the landfill facility. Some of these weather conditions and recommended operational responses are as follows. 11.10.1 ICE STORMS An ice storm can make access to the landfill dangerous, prevent movement or placement of daily cover, and, thus, may require closure of the landfill until the ice is removed or has melted. 11.10.2 HEAVY RAINS Exposed soil surfaces can create a muddy situation in some portions of the landfill during rainy periods. The control of drainage and use of crushed stone on unpaved roads should provide all-weather access for the site and promote drainage away from critical areas. In areas where the aggregate surface is washed away or otherwise damaged, new aggregate should be used for repair. Intense rains can affect newly constructed drainage structures such as swales, diversions, cover soils, and vegetation. After such a rain event, inspection by landfill personnel will be initiated and corrective measures taken to repair any damage found before the next rainfall. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 16 of 17 11.10.3 ELECTRICAL STORMS The open area of a landfill is susceptible to the hazards of an electrical storm. If necessary, landfilling activities will be temporarily suspended during such an event. To guarantee the safety of all field personnel, refuge will be taken in the on-site buildings or in rubber-tired vehicles. 11.10.4 WINDY CONDITIONS Wind screens adjacent to the working face may be used as required to control windblown waste. 11.10.5 VIOLENT STORMS In the event of hurricane, tornado, or severe winter storm warning issued by the National Weather Service, landfill operations may be temporarily suspended until the warning is lifted. Daily cover will be placed on exposed waste and buildings and equipment will be properly secured. 11.11 SURVEY FOR COMPLIANCE Within 60 days of the permittee's receipt of the Division's written request, the permittee must cause to be conducted a survey of active or closed portions of unit or units at the facility in order to determine whether operations are being conducted in accordance with the approved design and operational plans. The permittee must report the results of such survey, including a map produced by the survey, to the Division within 90 days of receipt of the Division's request. (1) A survey shall be required by the Division: a. If there is reason to believe that operations are being conducted in a manner that deviates from the plan listed in the effective permit, or; b. As a verification that operations are being conducted in accordance with the plan listed in the effective permit. (2) Any survey performed pursuant to this Paragraph must be performed by a registered land surveyor duly authorized under North Carolina law to conduct such activities. 12.0 OPERATING RECORD AND RECORDKEEPING REQUIREMENTS The Owner, at a minimum, shall comply with the following recordkeeping requirements: (1) The owner and operator of a C&DLF unit must record and retain at the facility, or in an alternative location near the facility, the following information: a. Records of random waste inspections, monitoring results, certifications of training, and training procedures required by Rule .0544 of this Section; NASH COUNTY C&DLF AND HORIZONTAL EXPANSION OPERATION PLAN Page 17 of 17 b. Amounts by weight of solid waste received at the facility to include, consistent with G.S. 130A-309.09D, county of generation; c. Any demonstration, certification, finding, monitoring, testing, or analytical data required by Rules .0544 through .0545 of this Section; d. Any closure or post-closure monitoring, testing, or analytical data as required by Rule .0543 of this Section; e. Any cost estimates and financial assurance documentation required by Rule .0546 of this Section; f. Notation of date and time of placement of cover material; and g. All audit records, compliance records and inspection reports. (2) All information contained in the operating record must be furnished to the Division according to the permit or upon request, or be made available for inspection by the Division. (3) The Operating Record must also include: a. A copy of the approved Operation Plan required by this Rule and the engineering plan required by Rule .0539 of this Section; b. A copy of the current Permit to Construct and Permit to Operate; and c. The Monitoring Plan, in accordance with Rule .0544 of this Section, included as appendices to the Operation Plan. d. A copy of the document “APPROVED ALTERNATIVE DAILY COVER MATERIALS FOR USE AT SANITARY LANDFILLS”, Document Number 20365, dated January 7, 2014. APPENDIX A. WASTE SCREENING & FIRE NOTIFICATION FORMS WASTE SCREENING EVENT DESCRIPTION DATE OF INSPECTION: TIME OF INSPECTION: GENERATOR/CUSTOMER: HAULER IDENTIFICATION HAULING COMPANY: TRUCK TYPE:TRUCK NO. TRUCK DRIVER'S NAME:LICENSE NO. COUNTY IN WHICH WASTE ORIGINATED: WASTE CHARACTERIZATION PROHIBITED WASTE DISCOVERED?:YES NO IF PROHIBITED WASTE DISCOVERED - DESCRIBE WASTE: IF PROHIBITED WASTE DISCOVERED - ACTIONS TAKEN: CORRESPONDENCE DENR NOTIFIED:YES NO GENERATOR NOTIFIED:YES NO HAULER NOTIFIED:YES NO PHOTOS TAKEN:YES NO INFORMATION ATTACHED:YES NO DRIVER SIGNATURE DATE: SCREENER SIGNATURE:DATE: CONTACT INFO NASH COUNTY C&D LANDFILL WASTE SCREENING FORM SOLID WASTE MANAGEMENT FACILITY FIRE OCCURRENCE NOTIFICATION NC DENR Division of Waste Management Solid Waste Section Notify the Section verbally within 24 hours and submit written notification within 15 days of the occurrence. (If additional space is needed, use back of this form.) NAME OF FACILITY:PERMIT # DATE AND TIME OF FIRE:@ HOW WAS THE FIRE REPORTED AND BY WHOM: LIST ACTIONS TAKEN: WHAT WAS THE CAUSE OF THE FIRE: DESCRIBE AREA, TYPE, AND AMOUNT OF WASTE INVOLVED: WHAT COULD HAVE BEEN DONE TO PREVENT THIS FIRE: DESCRIBE PLAN OF ACTIONS TO PREVENT FUTURE INCIDENTS: NAME:TITLE:DATE: *********************************************************************************************************** THIS SECTION TO BE COMPLETED BY SOLID WASTE SECTION REGIONAL STAFF DATE RECEIVED _________________________________ List any factors not listed that might have contributed to the fire or that might prevent occurrence of future fires: ___________________________________________________________________________________________________________ FOLLOW-UP REQUIRED: NO PHONE CALL SUBMITTAL MEETING RETURN VISIT BY:____________________ (DATE) ACTIONS TAKEN OR REQUIRED: Revised 6/8/09 APPENDIX B. WHITE GOODS PLAN Page 1 of 2 NASH COUNTY WHITE GOODS PLAN 1. The purpose of this plan is to describe procedures for management and disposition of White Goods and associated refrigerants. 2. White goods are defined in GS 130A-290(a)(44) as: “refrigerators, ranges, water heaters, freezers, unit air conditioners, washing machines, dishwashers, and clothes dryers, and other similar domestic and commercial large appliances.” 3. White goods have been banned from county landfills since 1989. This was done to encourage the recycling of white goods as a source of scrap metal, to save landfill airspace, deter illegal dumping of white goods, and to encourage the reclamation of CFCs. 4. Nash County accepts white goods at the “White Goods Area” at the Nash County Landfill Site where residents can drop off discarded white goods at no cost to the citizen. 5. Units requiring refrigerant removal (refrigerators, freezers, and air conditioning units) are to be segregated in the “refrigerant removal” section of the White goods area. These units will be unloaded and handled in a manner to prevent damage to the appliance that may cause refrigerant leakage. If during the segregation of units containing refrigerant, a leak is detected, the Supervisor will call the County’s refrigerant reclamation specialist such that the leak can be abated immediately. Any release of refrigerant gas when personnel suspect that refrigerant may be present in a discarded white good is a legal violation. It is punishable by a “Notice of Violation”, “Compliance Order” and/or fine for every white good from which CFCs are released. 6. The County will designate a “refrigerant reclamation specialist” available to remove refrigerant from white goods units requiring refrigerant removal. The County’s refrigerant reclamation specialist may be either a county employee or a private company trained in the use of refrigerant extraction equipment. 7. Units requiring refrigerant removal will have refrigerant removed. Units that have had refrigerant removed are to be identified with a tag to indicate the refrigerant has been removed. Page 2 of 2 8. Each time the County’s refrigerant reclamation specialist removes refrigerant for white goods units, documentation specifying number of units, types, and amounts of refrigerant removed will be provided to the Supervisor. The County’s refrigerant reclamation specialist will also provide documentation as to how the removed refrigerant is recycled or disposed. Refrigerant removal documentation will be maintained at the Landfill Site for review by the Division of Solid Waste Management, Solid Waste Section Personnel. 9. After removal of refrigerant, the white goods unit will be placed into the white goods pile for transported for recycling by the County White Goods recycling vendor. 10. This White Goods Plan will be incorporated into the County’s 10 year Solid Waste Management Plan. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CONSTRUCTION QUALITY ASSURANCE (CQA) PLAN JANUARY 2017 1100 Crescent Green Drive, Suite 208 Cary, North Carolina 27518 • O: 919-792-1900 • F: 866-311-7206 NC FIRM C-2910 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CQA PLAN i CONTENTS 1.0 INTRODUCTION ................................................................................................................. 1 2.0 RESPONSIBILITIES AND AUTHORITIES .......................................................................... 1 2.1 OWNER ........................................................................................................................... 1 2.2 PERMITTING AGENCY ................................................................................................... 1 2.3 ENGINEER ...................................................................................................................... 2 2.4 CQA OFFICER ................................................................................................................ 2 2.5 QUALITY ASSURANCE LABORATORY ......................................................................... 2 2.6 CONTRACTOR ................................................................................................................ 2 2.7 SURVEYOR ..................................................................................................................... 2 3.0 INSPECTION ACTIVITIES .................................................................................................. 2 3.1 LANDFILL SUBGRADE CONSTRUCTION ..................................................................... 2 3.2 FINAL COVER CAP CONSTRUCTION ........................................................................... 3 4.0 SAMPLING STRATEGIES .................................................................................................. 3 5.0 DOCUMENTATION ............................................................................................................. 3 5.1 SUMMARY REPORT ....................................................................................................... 4 5.2 OBSERVATION AND TEST DATA SHEETS ................................................................... 4 5.3 PROBLEM IDENTIFICATION AND SOLUTION REPORTS ............................................ 5 5.4 PHOTOGRAPHIC REPORTING DATA SHEET (CQA) ................................................... 6 5.5 CQA REPORT ................................................................................................................. 6 6.0 PROGRESS AND TROUBLESHOOTING MEETINGS ....................................................... 6 6.1 PRE-CONSTRUCTION CONFERENCE .......................................................................... 7 6.2 PROGRESS MEETINGS ................................................................................................. 7 6.3 PROBLEM OR WORK DEFICIENCY MEETING ............................................................. 7 APPENDIX A. TECHNICAL SPECIFICATIONS ..................................................................... A NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CQA PLAN Page 1 of 7 1.0 INTRODUCTION The CQA plan describes the observations and tests that will be used before, during, and upon completion of construction of the proposed 15.8-acre Horizontal Expansion Horizontal Expansion of the existing 11.3-acre Nash County C&DLF to ensure that the construction and materials meet the design specifications and the construction and certification requirements set forth in Rule .0540. This CQA plan also describes the procedures to ensure that the integrity of the landfill systems will be maintained prior to waste placement. Rule 15A NCAC 13B .0541 specifies that the construction quality control and quality assurance (CQA) plan contain at a minimum: (1) Responsibilities and authorities. (2) Inspection activities. (3) Sampling strategies. (4) Documentation. (5) Progress and troubleshooting meetings. Each of these requirements is discussed below. 2.0 RESPONSIBILITIES AND AUTHORITIES The principal parties involved in the CQA Plan for the landfill facility include the Owner, Permitting Agency, Engineer, CQA Officer, Quality Assurance Laboratory, Contractor, and Surveyor. The general responsibilities, authorities and qualifications, as applicable, of each of these parties are described in the following paragraphs. The responsibility and/or authority of a given party may be modified or expanded as dictated by specific project needs during the Pre- construction Conference. The changes shall be incorporated into the CQA Plan prior to construction. 2.1 OWNER The Owner is responsible for the facility and compliance with the permit and associated permit conditions. 2.2 PERMITTING AGENCY The Permitting Agency is the North Carolina Department of Environmental Quality, Division of Waste Management. The North Carolina Department of Environmental Quality, Division of Waste Management has the responsibility and authority to review and accept or reject design revisions or requests for variance submitted by the Owner. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CQA PLAN Page 2 of 7 2.3 ENGINEER The Engineer shall be a Professional Engineer licensed by the State of North Carolina. The Engineer is responsible for approving all design and specification changes, clarify inconsistencies or contradictions in the construction and contract documents or the CQA Plan, reviewing and approving shop drawings, and other tasks as required to support construction and closure of the landfill. 2.4 CQA OFFICER The CQA Officer shall be a Professional Engineer licensed by the State of North Carolina and is responsible for preparing the CQA Report documenting CQA activities (observation and testing). The CQA Officer may be the Engineer. The CQA Officer may assign technically qualified personnel to the project, including an on-site CQA Resident Project Representative (RPR) as needed to for observation and testing as required to satisfy the requirements of this CQA Manual. 2.5 QUALITY ASSURANCE LABORATORY The Quality Assurance Laboratory is a qualified laboratory, independent of the Contractor, with experience in performing laboratory tests in accordance with the CQA Manual. The Quality Assurance Laboratory shall be responsible for conducting the appropriate laboratory tests as directed by the CQA Officer and. The Quality Assurance Laboratory shall demonstrate that it follows the standard test methods listed in the specifications and maintains the appropriate, calibrated equipment to perform the tests. 2.6 CONTRACTOR The Contractor is experienced in performing for the construction of excavation and/or back of landfill subgrade and/or landfill final cover cap systems. The Contractor shall be responsible for the quality of the materials and installation of the materials in conformance with the contract documents. 2.7 SURVEYOR The Surveyor is responsible for certifying that landfill disposal cell construction has reached the permitted design grades. The Surveyor shall be a Registered Land Surveyor, licensed by the State of North Carolina. 3.0 INSPECTION ACTIVITIES Inspection activities will be required for landfill cell subgrade construction and final cap construction. 3.1 LANDFILL SUBGRADE CONSTRUCTION Inspection activities for Landfill Cell Subgrade Construction will include, but not be limited to: NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CQA PLAN Page 3 of 7 (1) Proofrolling of areas requiring compacted embankment to reach design grades to document areas are stable. (2) Recommending and observing techniques utilized to repair areas failing proofroll inspections. (3) Observing compacted embankment construction to confirm that embankment is placed with appropriate soil materials, lift thicknesses, density, and moisture. (4) Testing to document in-situ or modified soils make up the upper two feet of cell subgrade design elevations consist of the following: SC, SM, ML, CL, MH, or CH soils per Unified Soil Classification System. (5) Reviewing survey point locations and elevations of completed subgrade areas as prepared by the Surveyor. 3.2 FINAL COVER CAP CONSTRUCTION Inspection activities for Final Cover Cap Construction will include, but not be limited to: (1) Observing proofrolling of areas for soil liner construction to document areas are stable. (2) Recommending and observing repair techniques utilized to repair areas failing proofroll inspections. (3) Observing construction to confirm that surface preparations (e.g. wetting, drying, scarification, etc.) are completed prior to placement of subsequent layers. (4) Observing construction to confirm that soil liner construction and erosion layer construction utilizes suitable soil materials. (5) Observing and testing to confirm that soil liner and erosion layer are placed with appropriate lift thicknesses, density, and moisture. (6) Observing and testing to ensure Hydraulic Conductivity tests are completed at specified intervals. (7) Observing constructed cap component thickness, including surveys and thickness checks as necessary. (8) Observing vegetation stabilization of Final Cover Cap area. 4.0 SAMPLING STRATEGIES The quality control/quality assurance testing anticipated for the work and the type and frequency of such testing is included in the Technical Specifications included in Appendix A. 5.0 DOCUMENTATION Documentation procedures shall include the following documents: NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CQA PLAN Page 4 of 7 (1) Summary Report from the field (2) Observation Logs and Test Data Sheets. (3) Construction Problem and Solution Report. (4) Photographic Reporting Data Sheets. 5.1 SUMMARY REPORT Summary reports shall be prepared by the CQA Officer and/or their designated representative in the field and shall include the following information: (1) An identifying sheet number for cross referencing and document control; (2) Date, project day, project name, location, and other identification; (3) Data on weather conditions; (4) Reports on any meetings held and their results; (5) A reduced scale site plan showing all proposed work areas and test locations; (6) Descriptions and locations of ongoing construction; (7) Descriptions and specific locations of areas, or units, of work being tested and/or observed and documented; (8) Locations where tests and samples were taken or reference to specific observation logs and/or test data sheets where such information can be found; (9) A summary of field/laboratory test results or reference to specific observation log and/or test data sheets; (10) Calibrations or recalibrations of test equipment and actions taken as a result of recalibration, or reference to specific observation logs and/or test data sheets; (11) Off-site materials received, including quality and quantity verification documentation; (12) Decisions made regarding approval of units of material or of work, and/or corrective actions to be taken in instances of substandard quality; (13) The CQA Officer and his/her on-site representative's signature as applicable. 5.2 OBSERVATION AND TEST DATA SHEETS All observations, and field and/or laboratory tests, shall be recorded on project specific logs and data sheets. Recorded observations may take the form of notes, charts, sketches, photographs, or any combination of these. Where possible, a checklist may be useful to ensure that no pertinent factors of a specific observation are overlooked. At a minimum, the logs and data sheets shall include the following information: NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CQA PLAN Page 5 of 7 (1) An identifying sheet numbered for cross referencing and document control; (2) Date, project name, location, and personnel involved in the inspection activity. (3) Description or title of activity monitored; (4) Location of inspection activity and locations of samples collected; (5) Type of inspection activity; procedure used (reference to standard method when appropriate); (6) Results of laboratory tests received; (7) Results of monitoring activity in comparison to specifications; and (8) The CQA monitor's signature as applicable. 5.3 PROBLEM IDENTIFICATION AND SOLUTION REPORTS A problem is defined herein as material or workmanship that does not meet the specified design. Problem Identification and Solution Reports shall be cross referenced to specific observation logs (or daily filed reports) and test data sheets (or summary tables). The report shall include the following information: (1) An identifying sheet number for cross referencing and document control; (2) A detailed description of the situation or deficiency; (3) The location and probable cause of the situation or deficiency; (4) How and when the situation or deficiency was found or located; Documentation of the response to the situation or deficiency; (5) Final results of any responses; (6) Any measures taken to prevent a similar situation from occurring in the future; and (7) The signature of the Engineer. The Owner shall be made aware of any significant recurring nonconformance with the permit specifications. The Engineer shall then determine the cause of the non-conformance and recommend appropriate changes in procedures or specifications. Any changes will be submitted to the Owner for approval. When this type of evaluation is necessary, the results shall be documented and any revision to procedures or permit specifications will be approved by the Owner, Engineer, and, if necessary, the Permitting Agency. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CQA PLAN Page 6 of 7 5.4 PHOTOGRAPHIC REPORTING DATA SHEET (CQA) Photographic reporting data sheets, where used, shall be cross referenced with observation logs and test data sheets and/or construction problem and solution reports. Photographic reporting data sheets shall include the following information: (1) A unique identifying number on data sheets and photographs for cross referencing and document control; (2) The size, scale, and orientation of the subject matter photographed; Location and description of the work; (3) The purpose of the photograph; (4) The name of the photographer and concurrence of the CQA Officer's representative. These photographs will serve as a photographic record of work progress, issues, and corrective measures. They should be kept in a permanent protective file in the order in which they were taken. 5.5 CQA REPORT At a minimum, the CQA Report will contain the items as listed in Rule .0541 (c) and (d)(4) and include: (1) Summary reports of all construction activities; (2) Observation logs, test data sheets and test results and summary tables including sample location maps and supporting field and laboratory tests results; (3) Construction issues and solutions reports; (4) Record surveys shall include scale plans depicting the location of the construction and details pertaining to the extent of construction (e.g., depths, plan dimensions, elevations, soil component thicknesses, etc.). Record surveys signed by a Registered Land Surveyor, licensed by the State of North Carolina. (5) A summary statement sealed and signed by a Professional Engineer licensed in the State of North Carolina; and (6) All approvals or certifications pertinent to the landfill project. 6.0 PROGRESS AND TROUBLESHOOTING MEETINGS To achieve a high degree of quality during construction and to assure a final product that meets all project requirements, clear, open channels of communication are essential; it is essential that lines of communication are open and active in addition to conducting regular project meetings at the site. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CQA PLAN Page 7 of 7 6.1 PRE-CONSTRUCTION CONFERENCE A Pre-construction conference shall be held prior to commencement of the work. At a minimum, the meeting shall include the Owner, Engineer, CQA Officer, Contractor (Project Manager and Superintendent), as applicable. The Permitting Agency will be notified of the meeting will attend as deemed appropriate. The meeting will include, but not be limited to, a review of the project site, project documents, modifications of these documents, the responsibilities and duties of each party, lines of authority and communication, the construction work plan, the proposed schedule and critical path, a discussion of the procedures and schedule for periodic reporting for testing and construction activities, testing protocols, locations of soils, stockpiling, etc.. The Contractor shall present and distribute schedules at the meeting. 6.2 PROGRESS MEETINGS At minimum, monthly progress meeting shall be held between the Owner, Engineer, CQA Officer, Contractor, and other involved parties. Weekly or bi weekly progress meetings will be held as needed. Those attending will discuss current progress, planned activities for the next week, and new business or revisions to the work. The Engineer will log problems, decisions, or questions arising at this meeting. Minutes of these meeting will be submitted by the Engineer to the Owner for approval and distributed to the appropriate parties within 5 workdays from the meeting. 6.3 PROBLEM OR WORK DEFICIENCY MEETING A special meeting shall be held when and if a problem or work deficiency is present or likely to occur. At a minimum, the meeting shall be attended by the Owner, Engineer, CQA Officer, Contractor. The purpose of the meeting is to define and resolve the problem or work deficiency as follows: (1) Define and discuss the problem or deficiency; (2) Review alternate solutions; and (3) Implement an action plan to resolve the problem or deficiency. The Engineer shall document the meeting and minutes shall be transmitted to the parties involved. APPENDIX A. TECHNICAL SPECIFICATIONS January 2017 01050-1 SECTION 01050 FIELD ENGINEERING PART 1: GENERAL 1.01 SCOPE OF WORK A The CONTRACTOR shall retain the services of a registered land surveyor licensed in the State of the Project. 1. Identify existing control points and property line corner stakes indicated on the Drawings, as required. 2. Verify all existing structure locations and all proposed equipment locations. 3. Maintain an accurate location of all buried piping. 1.02 RELATED WORK A Section 02200: Excavation, Backfill, and Compaction B Section 02280: Infiltration Layer C Section 02701: Drainage and Erosion Layer 1.03 SUBMITTALS A Submit name and address of registered land surveyor to be used on this PROJECT to the ENGINEER within 15 days of the Notice to Proceed. B On request of the ENGINEER, submit documentation to verify accuracy of field engineering work. C The CONTRACTOR is required to perform surveys signed and sealed by the registered land surveyor. All surveys shall be tied to the existing permanent survey monuments at the site, as identified on the drawings. These drawings shall be included with, and made a part of, the PROJECT record documents. The CONTRACTOR shall also submit each survey on CD-ROM in AutoCAD Release 14 or newer and/or Terramodel software format. All elevation information in the file must be at appropriate 3-D elevation. All entities shall be placed on layer names which adequately describe the entity being mapped. D The CONTRACTOR is required to perform the following surveys and submit to the ENGINEER. 1. The CONTRACTOR shall provide certified topographic map surveys and Digital Terrain Models (DTM) of the following: a. Pre-Work Survey: Immediately following clearing, grubbing (if required) and stripping and prior to starting excavation (if required), backfilling (if required), and Infiltration Layer installation. Pre-Work Survey shall include surveys of existing surface utilities. January 2017 01050-2 b. Post-Work Survey: Immediately following completion of placement of Infiltration Layer, Protective Cover Layer, and access road construction. The surveys shall meet the following criteria: 1" = 100' scale reproducible plot, produced at national map accuracy standards for 1" = 100' scale maps with 2' contour interval. The DTM must contain adequate 3-D points and 3-D break lines required to accurately model the photographed surface to within above stated accuracy. The DTM must also provide a 2-D polyline defining the limits of the area surveyed. The points, break lines, and survey limits line shall be on separate layers. AutoCAD files of the DTM model must be compatible for use with Terramodel software. 2. Certified Closure System Survey A Certified Closure System Survey shall be provided that shows the horizontal limits of Infiltration Layer and Protective Cover Layer. Additionally, the Certified Closure System Survey shall provide a grid survey that shows the elevations of each of the following components of the liner system: 1) elevations of the Infiltration Layer subgrade, 2) elevations of the finish grade of the Infiltration Layer, and 3) elevations of the finish grade of the Protective Cover layer taken on a grid pattern of 50-foot centers, at breaks in grade, and at 50-foot intervals along the closure perimeter. Identical horizontal points for all three grades shall be required. CONTRACTOR shall submit proposed gird survey points for approval by ENGINEER prior to placement of infiltration layer. No infiltration layer shall be placed until a certified survey is submitted and approved by the Engineer that the subgrade elevations conform to the grades shown on the Project Drawings. No protective cover shall be placed until a certified survey is submitted and approved by the Engineer demonstrating that the surface of the Infiltration Layer conforms to the Project Drawings and that the thickness of the Infiltration Layer is a minimum of 24 inches at all grid points. The project consists of fill placement on top of underlying disposed/landfilled municipal solid waste materials which are susceptible to compression and degradation. The CONTRACTOR should be familiar with construction on top of landfill waste masses and should anticipate the possibility of settlement of the disposed municipal solid waste materials during construction of the project. In addition to the above required surveys, the ENGINEER may allow the CONTRACTOR to demonstrate the thickness of the installed Infiltration Layer and/or Protective Cover Layer by using a minimum ¾-inch diameter probe or other ENGINEER approved method. Thickness measurements and verification shall be made at grid points in the presence of the ENGINEER and/or the Resident Project Representative. All thicknesses measured in the field using the probe or auger method shall be recorded by the Surveyor and included in the certified survey. 3. Certified survey of the surface and subsurface structures installed by CONTRACTOR shall be provided after completion of the PROJECT and shall include the following: a. Surface Facilities – Including, but not limited to, limits of crushed stone roads, terrace berms, riprap aprons and outlet January 2017 01050-3 energy dissipaters, fine grading, seeding and mulching, and any other surface facilities installed by the Contractor. b. Subsurface Facilities –downdrain pipe indicating alignment and invert elevations, downdrain pipe drop inlets (including grate elevations), and any other subsurface facilities installed by the Contractor. 1.04 QUALIFICATIONS OF SURVEYOR and EQUIPMENT A Registered land surveyor of the discipline required for the specific service on the PROJECT, currently licensed in the State of the North Carolina. B All survey instruments should be capable of reading to a precision of 0.01 ft and with a setting accuracy of 20 sec. (5.6 x 10-3 degrees). 1.05 SURVEY REFERENCE POINTS A Existing basic horizontal and vertical control points for the PROJECT are those designated on Drawings. B Locate and protect control points prior to starting site work and preserve all permanent reference points during construction. 1. Make no changes or relocations without prior written notice to the ENGINEER. 2. Report to the ENGINEER when any reference point is lost or destroyed, or requires relocation because of necessary changes in grades or locations. 3. Require surveyor to correctly replace PROJECT control points which may be lost or destroyed. a. Establish replacements based on original horizontal and vertical survey control. 1.06 PROJECT SURVEY REQUIREMENTS A Establish a minimum of two permanent benchmarks on site, referenced to data established by survey control points. 1. Record locations, with horizontal and vertical data, on PROJECT Record Documents. B Establish lines and levels, locate and lay out, by instrumentation and similar appropriate means: 1. Site improvements a. Stakes for grading, fill and topsoil placement. b. Utility slopes and invert elevations. C From time to time, verify layouts by same methods. D Establish all lines and grades prior to construction of line work for all pipelines at 100-ft increments and at defined breaks in grade. January 2017 01050-4 1.07 RECORDS A Maintain a complete, accurate log of all control and survey work as it progresses. B Update the PROJECT Record Drawings on a monthly basis based on the work performed during the month ending at the pay request as a condition for approval of monthly progress payment requests. C Maintain an accurate record of piping changes, revisions, and modifications. D All field survey notes will be retained by the Surveyor. The results from the field surveys will be documented on a set of Survey Record Drawings signed and sealed by a registered Professional Engineer or Professional Land Surveyor licensed in the State of North Carolina for submittal to the ENGINEER. The CONTRACTOR shall certify to the ENGINEER that the results of the survey demonstrate compliance with the Contract Documents. These drawings shall, at a minimum, show the final elevations and locations of all surfaces and appurtenances surveyed. PART 2: PRODUCTS (NOT USED) PART 3: EXECUTION (NOT USED) END OF SECTION January 2017 02100-1 SECTION 02100 SITE PREPARATION PART 1: GENERAL 1.01 SCOPE OF WORK A Furnish all labor, materials, and equipment required and perform all clearing and grubbing, including stripping of topsoils complete as shown on the Drawings and as specified herein. B Obtain all permits required for site preparation work prior to proceeding with the work, including clearing and grubbing. 1.02 RELATED WORK A Section 02200: Excavation Backfill, and Compaction B Section 02276: Erosion and Sedimentation Control C Section 02985: Stabilization 1.03 SUBMITTALS A Submit in accordance with Section 01030 copies of all permits required prior to clearing and grubbing work. PART 2: PRODUCTS - Not Used PART 3: EXECUTION 3.01 SURVEY A The CONTRACTOR shall locate and stake out the limits of clearing and grubbing. 3.02 CLEARING A Clear only those areas required to install the erosion control measures as shown on the plans prior to starting overall clearing operations. B Cut and remove timber, trees, stumps, brush, shrubs, roots, grass, weeds, rubbish, and any other objectionable material resting on or protruding through the surface of the ground. January 2017 02100-2 C Trees and other vegetation designated on the Drawings or directed by the ENGINEER to remain shall be preserved and protected as specified. 3.03 GRUBBING A Grub and remove all stumps, roots in excess of 1-1/2 inches in diameter, matted roots, brush, timber, logs, concrete rubble, and all other debris encountered in the designated clearing limits. B All grubbing holes and depressions excavated below the original ground surface shall be filled with suitable common fill and compacted to the specified density and conforming to the surrounding ground surface unless otherwise indicated. 3.04 DISPOSAL A All vegetation and debris within the areas to be cleared shall become property of the CONTRACTOR upon the start of work B The CONTRACTOR shall dispose of all material and debris from the clearing and grubbing operation at an approved location or as otherwise approved by the OWNER. C Burning of combustible materials removed by clearing and grubbing may be allowed if approved by the OWNER and provided the CONTRACTOR obtains all required permits and operates in compliance with all pertinent federal, state, and local agencies. 3.05 PROTECTION A Trees and other vegetation designated on the Drawings or directed by the ENGINEER to remain shall be protected from damage by all construction operations by erecting suitable barriers, guards, and enclosures, or by other approved means. Clearing operations shall be conducted in a manner to prevent falling trees from damaging trees and vegetation designated to remain and to the work being constructed and so as to provide for the safety of employees and others. B Protection shall be maintained until all work in the vicinity of the work being protected has been completed. C Heavy equipment operation or stockpiling of materials shall not be permitted within the branch spread of existing trees. D Any damage to existing tree crowns, trunks, or root systems shall be repaired immediately. Roots exposed and/or damaged during the work shall immediately be cut off cleanly inside the exposed or damaged area. Cut January 2017 02100-3 surfaces shall be treated with acceptable tree wound paint, and topsoil spread over the exposed root area. E When work is completed, all dead and downed trees shall be removed. Live trees shall be trimmed of all dead and diseased limbs and branches. All cuts shall be cleanly made at their juncture with the trunk or preceding branch without injury to the trunk or remaining branches. Cuts over 1-in in diameter shall be treated with acceptable tree wound paint. F Construction activities shall be restricted to those areas within the limits of construction designated on the Drawings, within public rights-of-way, and within easements provided by the OWNER. Adjacent properties and improvements thereon, public or private, which become damaged by construction operations, shall be promptly restored to their original condition, to the full satisfaction of the property owner. 3.06 EXISTING INTERMEDIATE COVER PREPARATIONS (FOR CLOSURE ONLY) A Proof-roll exposed intermediate cover (subgrade) after stripping organics, prior to placement of Infiltration Layer material and/or geomembrane liner, with a minimum of two complete passes of a rubber tired vehicle as approved by the Engineer. All proof-rolling shall be conducted in the presence of the Engineer or the RPR. The Engineer may require excavation and grading of existing intermediate cover and waste mass and replacement with Backfill and/or installation of geogrid fabric, or other remediation as necessary to provide a firm, dry, stable subgrade in areas that appear to be rutting, pumping, leaching, or otherwise appear unstable while proof-rolling. Geogrid shall consist of BX-1100 geogrid, or equivalent, as approved by the Engineer. B The Engineer and/or RPR shall be notified if unpredicted subsurface conditions are encountered during excavation, grading, fill placement or flexible membrane liner placement. Areas that indicate excessive rutting, pumping, shoving, or movement during proof-rolling may require repair. Any and all repairs shall be performed as approved by the Engineer. All Backfilling shall be performed as approved by the Engineer and according the Section 02200, Excavation, Backfill, and Compaction. END OF SECTION January 2017 02200-1 SECTION 02200 EXCAVATION, BACKFILL, AND COMPACTION PART 1: GENERAL 1.01 SCOPE OF WORK A. Furnish all labor, materials, equipment and incidentals necessary to perform all excavation, backfill, compaction and grading required to complete the work shown on the Drawings and specified herein. The work shall include, but not necessarily be limited to excavation, backfilling, grading, compaction, disposal of waste and surplus materials, placing crushed stone, construction of berms, and all related work such as sheeting, bracing and de-watering. B. All excavation, trenching, and related sheeting, bracing, etc. shall comply with the requirements of OSHA excavation safety standards 29 CFR Part 1926.650 Subpart P and State requirements. Where conflict between OSHA and State regulations exists, the more stringent requirements shall apply. C. Excavated topsoil and excess cut material will be stockpiled in locations approved by the OWNER. 1.02 RELATED WORK A. Section 01050: Field Engineering B. Section 01410: Construction Quality Assurance / Quality Control Plan C. Section 02100: Site Preparation D. Section 02276: Erosion and Sedimentation Control E. Section 02985: Stabilization 1.03 SUBMITTALS A. A signed certification letter, with all necessary permits, that the source is in full compliance with State, County and local laws and regulations for each source. B The CONTRACTOR shall furnish a representative sample weighing approximately 75 pounds of each fill material, stone and crushed stone to the CQA Officer for approval, at least 15 calendar days prior to the date of anticipated use of such material. C. Excavation support designs, if necessary, shall be prepared by a licensed professional engineer, registered in the State of North Carolina, having a January 2017 02200-2 minimum of five years of professional experience in the design and construction of excavation support systems. D. De-watering and drainage system designs, if required, shall be prepared by a licensed professional engineer, registered in the State of North Carolina, having a minimum of five years of professional experience in the design and construction of dewatering and drainage systems. 1.04 QUALITY ASSURANCE A. Owner shall employ a CQA Officer and Quality Assurance Laboratory to perform soils observation and testing services for quality assurance of the fill material. 1.05 PROTECTION A. Sheeting and Bracing (if required) 1. Furnish, put in place and maintain such sheeting and bracing as may be required by Federal, State and local safety requirements to support the sides of excavations; to prevent any movement which could in any way diminish the width of the excavation below that necessary for proper construction; and to protect adjacent structures from undermining or other damage. If the Engineer is of the opinion that at any location sufficient or proper supports have not been provided, he/she may order additional supports put in, and compliance with such order shall not relieve or release the Contractor from his/her responsibility for the sufficiency of such supports. Care shall be taken to prevent voids outside of the sheeting, but if voids are formed, they shall be immediately filled and rammed. Where soil cannot be properly compacted to fill a void, lean concrete shall be used as backfill. All voids shall be filled to the satisfaction of the CQA Officer. 2. Construct the sheeting outside the neat lines of the foundation, unless indicated otherwise, to the extent deemed desirable for the method of operation. Sheeting shall be plumb and securely braced and tied in position. Sheeting and bracing shall be adequate to withstand all pressures to which the structure or trench will be subjected. Any movement or bulging which may occur shall be corrected to provide the necessary clearances and dimensions. 3. All sheeting and bracing shall be carefully removed in such manner as not to endanger the construction or other structures, utilities, or property. All voids left or caused by withdrawal of sheeting shall be immediately re- filled with sand, which must be approved by the CQA Officer, by ramming with tools especially adapted to that purpose, or otherwise as may be directed. January 2017 02200-3 4. The right of the CQA Officer to order sheeting and bracing left in place shall not be construed as creating any obligation on his/her part to issue such orders and his/her failure to exercise his/her right to do so shall not relieve the Contractor from liability for damages to persons or property occurring from or upon the work occasioned by negligence or otherwise, growing out of a failure on the part of the Contractor to leave in place sufficient sheeting and bracing to prevent any caving or moving of the ground. 5. No sheeting is to be withdrawn if driven below mid-diameter of any pipe and under no circumstances shall any sheeting be cut off at a level lower than 1-ft above the top of any pipe. B Drainage and De-watering 1. Dewatering shall be performed as specified during the excavation of organics and unstable soils from the site. Limited dewatering may be required during the excavation and filling of ponds, ditches and where the topsoil layer extends below the water table. 2. At all times during construction provide and maintain proper equipment and facilities to remove all water entering excavations and keep such excavations dry so as to obtain a satisfactory undisturbed subgrade condition until the fills, structures or pipes to be built thereon have been completed to such extent that they will not be floated or otherwise damaged by allowing water into the excavated areas. Groundwater shall be lowered to at least 1 foot below the bottom of excavations. 3. De-watering shall at all times be conducted in such a manner as to preserve the undisturbed bearing capacity of the subgrade soils at proposed bottom of excavation. Well or sump installations shall be constructed with proper sand filters to prevent drawing of finer grained soil from the surrounding ground. 4. Surface runoff shall be collected, drained to sumps and pumped from the disposal unit to maintain an excavation bottom free from standing water. 5. De-watering of ponds or ditches filled with water shall be performed in such a manner as to control discharge water by use of sediment basins and/or check dams or other erosion control structures approved by NCDENR. 6. Take all additional precautions to prevent uplift of any structure during construction. January 2017 02200-4 7. Drainage shall be disposed of so that flow or seepage back into the excavated area will be prevented. 8. Flotation shall be prevented by maintaining a positive and continuous operation of the dewatering system. The Contractor shall be fully responsible and liable for all damages which may result from failure of this system. 9. Remove the dewatering equipment after the system is no longer required. 10. Take all necessary precautions to preclude the accidental discharge of fuel, oil, etc in order to prevent adverse effects on groundwater or surface water quality. C. SLOPE STABILITY 1. The Contractor shall be solely responsible for the stability of roadway embankments, unbalanced fills, stockpiles, and all other construction operations. 1.06 SOIL TESTING A. Previous to the placement of the fill and during such placement, the CQA Officer may select areas within the limits of the fill for testing. The Contractor shall cooperate fully in obtaining the information desired. PART 2: PRODUCTS 2.01 MATERIALS A. Materials for use as fill shall be as described below. The Contractor shall notify the CQA Officer of the source of each material. On-site borrow areas may be utilized with prior approval from the Owner. Off-site materials shall be furnished as required from approved off-site sources (see 1.03.A) and hauled to the site. All local, state and federal regulations shall apply. The Contractor shall submit copies of all applicable permits and approval to the Owner prior to commencement of the work. B. Backfill shall consist of mineral soil free from organic materials, loam, wood, trash and other objectionable materials which may be compressible or which cannot be properly compacted. Common fill shall not contain stones larger than 4 inches in largest diameter and shall have at least 60 percent passing the No. 4 sieve, a maximum of 60 percent passing No. 200 Sieve, a maximum liquid limit of 60, and a maximum plasticity index of 25. Common Fill shall not contain granite blocks, broken concrete, masonry rubble or other similar materials. It shall have physical properties such that it can be readily spread and compacted during filling. Snow, ice and frozen soil will not be permitted. Common Fill January 2017 02200-5 shall be compacted to at least 95% of the standard Proctor (ASTM D698) maximum dry density or as otherwise shown on the drawings. C. Select Fill shall be as specified above for Backfill except that the material shall contain no stones larger than two inches in largest dimension, a maximum of 50 percent passing the No. 200 Sieve, a maximum liquid limit of 50 and a maximum plasticity index of 15. Select Fill shall be compacted to 98% of the standard Proctor (ASTM D698) maximum dry density. D. The soils shall be wetted or dried as necessary so that the moisture content during compaction is within 3% of the optimum moisture content as determined by ASTM D698. E. Highly micaceous and elastic silts shall not be used for Common, Select Fill or Structural Fill. F. Crushed Stone 1. All crushed stone shall be silica material that is sound, hard, durable, resistant to weathering, as defined by ASTM D2488 and shall be free of overburden, spoil, shale, limestone and organic material. The stone shall be free of deleterious materials such as flat, elongated, friable, decomposed, or micaceous pieces. Broken pieces of concrete, asphalt, or brick are not acceptable. Crushed stone shall be of the size and type shown on the drawings. G. Not used. H. Not used. 2.02 CONFORMANCE TESTING Conformance testing shall be performed by the Quality Assurance Laboratory on samples from each source of backfill material. Material identified for use as backfill shall be tested at the frequency specified in Table 1 and at every change in the material, identified by the CQA Officer: TABLE 1 Test Method Frequency Visual Classification ASTM D2488 Every 10,000 cy Grain Size ASTM D422 Every 10,000 cy Atterberg Limits ASTM D4318 Every 10,000 cy Moisture/Density ASTM D698 Every 20,000 cy January 2017 02200-6 Natural Moisture ASTM D2216 Every 10,000 cy Results of the tests will be submitted to the Owner within 24 hours of test completion. The CQA Officer reserves the right to reject material based on the results of the conformance tests. PART 3: EXECUTION 3.01 GENERAL EXCAVATION A. General Excavation is expected to consist of removing unsuitable soils identified during proofrolling (Section 3.01.E) and as required as part of the work represented on the Drawings (Grading Plan). The bottom of the excavations shall be rendered firm and dry and in all respects acceptable to the CQA Officer. B. Excavation and de-watering shall be accomplished by methods that preserve the undisturbed state of subgrade soils. Soils which become soft, loose, "quick", or otherwise unsatisfactory for support of structures, earthen or man- made, as a result of inadequate excavation, de-watering, proofrolling, or other construction methods shall be removed and replaced as required by the CQA Officer at the Contractor's expense. C. De-watering shall lower the groundwater to at least 1-foot below excavation subgrade and prevent "boiling" condition or detrimental underseepage at the base of the excavation as specified herein. D. Excavation equipment shall be satisfactory for carrying out the work in accordance with the Specifications. E. Proofroll exposed subgrades after stripping topsoil and organics with a minimum of two complete passes of a rubber tired heavy vehicle as approved by the CQA Officer. All proofrolling shall be conducted in the presence of the CQA Officer or designated representative. The CQA Officer may require excavation and replacement or other remediation as necessary to provide a firm, stable subgrade in areas that appear to be rutting, pumping, or otherwise appear unstable while proofrolling. The repair procedure shall be determined by the CQA Officer. 3.02 TRENCH EXCAVATION A. Excavation for all trenches required for the installation of pipes shall be made to the depths indicated on the Drawings and in such a manner and to such widths as will give suitable room for laying the pipe within the trenches, for bracing and supporting the trench sides and for pumping and drainage facilities. Contractor shall render the bottom of the excavations firm and stable and in all respects acceptable to the CQA Officer. January 2017 02200-7 B. The trench may be excavated by machinery to, or just below the designated subgrade provided that the material remaining in the bottom of the trench is not disturbed. C. Where pipe is to be installed in fill, fill shall be placed and compacted to at least 2 ft. above the top of the pipe (rough grade elevation) and then trenches re-excavated for pipe installation. 3.03 MISCELLANEOUS EXCAVATION A. The Contractor shall perform all excavations necessary for the placing of seeding and plants, for constructing roadways, and any other miscellaneous earth excavation required under this Contract. 3.04 GENERAL BACKFILL A. Materials placed in fill areas shall be placed to the lines and grades shown on the Drawings. Unless otherwise specified, Common Fill shall be used for backfill. B. Fill shall be placed in accordance with the Contract Document. C. Material conforming to the requirements of Backfill shall be placed in layers having a maximum compacted thickness of 8-inches measured before compaction and shall be compacted to at least 95 percent of its maximum density as determined by ASTM D698. The minimum frequency of testing shall be 1 test per lift per 10,000 square feet or as directed by the CQA Officer in irregular-shaped fill areas. CQA personnel shall perform testing of Backfill. D. The surfaces of filled areas shall be graded to smooth true lines, conforming to grades indicated on the grading plan and no soft spots or un-compacted areas will be allowed in the work. E. No compacting shall be done when the material is covered with frost or is frozen or is too wet either from rain or from excess application of water. At such times, work shall be suspended until the previously placed and new materials have thawed and/or dried sufficiently to permit proper compaction. F. All backfill shall be placed at a moisture content within 3% of Standard Proctor (ASTM D698) optimum moisture content. 3.05 TRENCH BACKFILL A. Backfilling over pipes shall begin as soon as practicable after the pipe has been laid, jointed, and inspected. All backfilling shall be performed expeditiously. January 2017 02200-8 1. Backfill shall be placed around the lower half of the pipe and thoroughly rodded and tamped to fill all voids and provide uniform support of the pipe in the bedding zone. Backfill shall be thoroughly compacted by machine tamping in 6-inch layers as required to provide 98% of the Standard Proctor maximum dry density per ASTM D-698. 2. Backfill shall be placed around the upper half of the pipe and to a minimum depth of 12-inches over the top of the pipe. Backfill shall be thoroughly compacted by machine tamping in 6-inch layers as required to provide 98% of the Standard Proctor maximum dry density per ASTM D-698. 3. The remainder of the trench shall be backfilled with Backfill in loose layers not to exceed 8-inches and thoroughly compacted with mechanical tampers as required to obtain the specified 95% compaction. 4. Backfilling under haunches shall be performed manually by tamping rods or similar hand equipment to eliminate voids underneath sides of the pipe or haunch. 5. The minimum frequency for density tests shall be 1 test per lift per 50 feet of trench for all material types or as specified by the CQA Officer. CQA personnel shall perform testing of Trench Backfill 3.06 ROAD SUBGRADE A. The road subgrade for bituminous, concrete, and crushed stone pavement areas in fill sections shall consist of a two-foot thick layer of Backfill compacted to a minimum 98% of the Standard Proctor maximum dry density per ASTM D- 698. CQA personnel shall perform testing of Road Subgrade Backfill. B. The road subgrade for bituminous, concrete, and crushed stone pavement areas in cut sections shall consist of firm natural soils as approved by the CQA Officer. C. Road subgrades shall be proofrolled as described in Section 02200, 3.01 E. 3.07 HANDLING OF SURPLUS MATERIAL A. Excavated materials shall not be removed from the site except as specified by the Owner. Materials shall be neatly stockpiled on-site at locations directed by the Owner. Excess materials shall be compacted and stockpiled in accordance with the contractor’s fill placement plan. Contractor shall provide erosion and sedimentation control measures as shown on the drawings and specified in the Contract Documents. January 2017 02200-9 3.08 GRADING A. Grading in preparation for placing soil liner material shall be performed to the elevations shown and otherwise as directed by the Engineer. During the process of grading, the subgrade shall be maintained in such condition that it will be well drained at all times. When required, temporary drains and drainage ditches shall be installed to intercept or divert surface water that may affect the performance or condition of the work. B. If at the time of grading it is not possible to place material in its final location, it shall be stockpiled in approved areas. Stockpiled material shall be placed, compacted and smooth-rolled at the end of each day to deter water infiltration. No extra payment will be made for the stockpiling or double handling of excavated material. C. Engineer reserves the right to make minor adjustments in lines or grades if deemed necessary as the work progresses, in order to obtain satisfactory construction. D. Stones or rock fragments larger than 3-inches in their greatest dimensions will not be permitted in the top 6-inches of the finished subgrade of all fills or embankments. 3.09 INSPECTION/TESTING A. The CQA Plan – Inspection and testing will be a joint effort between the Owner, Contractor, and the Engineer. B. Construction QA observation, inspection and testing – Owner shall employ a CQA Officer and Quality Assurance Laboratory to perform soils observation and confirmation testing services for quality assurance of the fill material. C. Coordination – Owner shall be responsible for coordination of field services with the CQA Officer and Quality Assurance Laboratory. D. Initial Observation – Compacted fill and backfill operations shall be performed after the surface has been properly prepared and has been observed and approved by CQA Officer. No Compacted fill shall be placed unless the CQA Officer approves the operation. Any fills placed without CQA Officer’s observation and prior approval shall be removed in a manner to avoid damage or disturbance to the existing approved work, and the excavation shall be filled as specified herein. E. Field Control – The minimum testing frequencies for field tests to be performed by the Quality Assurance personnel are identified in Sections 3.04, 3.05, and 3.06. The intent of the field tests is to insure that the specified density and moisture contents are being obtained. January 2017 02200-10 One-point compaction tests shall be performed to interpolate between laboratory compaction (ASTM D 698) curves for at least every 5 in-place density tests or per change in material. The one-point compaction tests shall be performed on either the field density test sample or soil from a location immediately adjacent to the field density test sample, using the ASTM D 698 procedure. The results of the one-point tests shall then be compared with the full compaction curves of similar soils to estimate the maximum dry density applicable to the field density test sample. Note: A nuclear density test gauge can be used to provide the required density testing. However, the in-situ density shall be determined using the sand cone method (ASTM D 1556) and/or the drive cylinder method (ASTM D 2937) of a minimum of one test per ten nuclear density tests or one per day, whichever is greater. The sand cone and/or drive cylinder test should be performed at the same location as a nuclear density test. The sand cone and/or drive cylinder tests shall be continued until a correlation between the density and moisture contents obtained by the nuclear density gauge and the sand cone and/or drive cylinder tests has been demonstrated. F. The CQA Officer shall provide a final Construction Quality Assurance Report at the end of the project. The report shall certify that the work associated with Excavation, Backfill and Compaction was performed in accordance with the Contract Documents and be prepared and sealed by a Professional Engineer registered in the State of North Carolina. The report shall include a narrative of construction methods and QA procedures employed, summary tables of all field test results, including locations and notations regarding any re-work performed, identification of failed tests, and documentation of re-worked areas with passing tests, as appropriate. END OF SECTION January 2017 02276-1 SECTION 02276 EROSION AND SEDIMENTATION CONTROL PART 1: GENERAL 1.01 SCOPE OF WORK A The work specified in this Section consists of providing, and maintaining erosion and sedimentation controls as necessary during construction. The CONTRACTOR is responsible for providing effective erosion and sediment control measures throughout construction. B Erosion controls include, but are not limited to, surface stabilization which shall be accomplished with vegetation and mulch, erosion control matting, earthen diversion berms and ditches, and minimization of disturbed acreage. CONTRACTOR is responsible for preventing excessive on-site erosion during construction. C Sedimentation controls include, but are not limited to, silt fences, sediment traps, temporary earthen diversion berms and ditches, check dams and appurtenances at the foot of sloped surface. Sedimentation pollution shall be prevented from off- site migration. D CONTRACTOR shall be responsible for maintaining all existing erosion control structures in their existing conditions as they exist on the date of the Notice to Proceed for the duration of the PROJECT. This work includes, but is not limited to, all existing sedimentation ponds, rock check dams, and diversion ditches and berms. Maintenance shall include but not be limited to making all repairs necessary to maintain the structures as well as remove all accumulated sediment as necessary to maintain the structures in proper working condition. E CONTRACTOR shall be responsible for maintaining all new erosion control structures including but not limited to, all sedimentation ponds, diversion ditches, rock check dams, and silt fence. Maintenance shall include but not be limited to making all repairs necessary to maintain the structures as well as remove all accumulated sediment as necessary to maintain the structures in proper working condition. The frequency of sediment removal from all on-site erosion control structures shall be bi-weekly at a minimum. All erosion control measures shall be inspected following each rainfall event. CONTRACTOR shall be responsible for constructing whatever diversion structures are necessary to ensure that all disturbed on-site drainage/run-off (within the limits described above) is routed through one of the existing on-site rock check dams, sediment traps, or sediment ponds. Silt fence shall be installed as needed to insure against off-site runoff until all diversion structures are constructed and operational. January 2017 02276-2 F Any stockpiles established shall be protected from erosion by providing silt fences along the toe of the slopes, seeding the side slopes and by maintaining stable slopes. 1.02 REFERENCE DOCUMENTS A North Carolina Stormwater Management and Sediment Control Handbook B EPA Storm Water Management for Industrial Activities PART 2: PRODUCTS 2.01 EROSION AND SEDIMENT CONTROL A Stabilization by seeding and mulching B Erosion Control Mattings C Rip-rap and washed stone D Silt fence E Temporary earthen diversion berm and ditches F Sediment Traps, check dams and energy dissipaters G Sediment Ponds PART 3: EXECUTION 3.01 EROSION CONTROL A Maintain all existing erosion and sediment control structures and appurtenances as detailed on the plans. B Install and maintain new erosion and sediment control structures and appurtenances as detailed on the plans. C Install and maintain temporary erosion and sediment control structures and appurtenances as necessary to prevent erosion from CONTRACTOR’S work. 3.02 PERFORMANCE A CONTRACTOR shall immediately take whatever steps are necessary to maintain any existing erosion and sediment control structures and appurtenances in the condition as they existed on the date of the Notice to Proceed. January 2017 02276-3 B CONTRACTOR shall construct all new erosion and sediment control structures and appurtenances as detailed on the plans in a manner that minimizes erosion from areas of the CONTRACTOR’S work. C Should any temporary erosion and sediment control measures employed by the CONTRACTOR fail to produce results which comply with the State and local enforcement requirements, CONTRACTOR shall immediately take whatever steps are necessary to correct the deficiency at his own expense. D CONTRACTOR shall inspect all erosion and sediment control devices for each period of precipitation to ensure proper operation. Any erosion and sediment control devices found not to be properly functioning, shall be immediately corrected. END OF SECTION January 2017 02280-1 SECTION 02280 INFILTRATION LAYER PART 1: GENERAL 1.01 SCOPE OF WORK A Furnish all labor, materials, equipment and incidentals required to install Infiltration Layer of 18-inch minimum thickness as shown on the Drawings and as specified herein. Associated work includes borrow source excavation, hauling, placement, moisture conditioning, processing, compaction, quality control testing and grading of low permeability soil for Infiltration Layer construction. 1.02 RELATED WORK A Section 01050: Field Engineering B Section 02200: Excavation, Backfill, and Compaction C Section 02701: Drainage and Erosion Layer 1.03 SUBMITTALS A Within 30 calendar days prior to furnishing and installing the Infiltration Layer, the CONTRACTOR shall submit the following in accordance with Section 01340: 1. Identification of the low permeability soil source. Bentonite augmentation of soils to achieve the permeability requirement is allowed. If a soil bentonite mix is to be used, the bentonite supplier must also be identified at this time. 2. A signed certification letter, with all necessary permits, that the material source is in full compliance with State, County, and local laws and regulations. 3. A description and schedule of the installation procedure and a list of installation equipment. 4. Experience and performance questionnaire in conformance with Paragraph 1.06A. 5. Samples from the material source (75 pounds each) to be used in the liner installation, to be supplied by the CONTRACTOR to the ENGINEER. January 2017 02280-2 6. Subgrade elevations in a form acceptable to the ENGINEER. 7. A Quality Control Field Testing Plan for review by the ENGINEER. It should identify the required frequencies set forth in 3.04.A of this Section and include a map of the closure area with 1-acre grid blocks and the CONTRACTOR’S planned sequence of work. 1.04 REFERENCE STANDARDS A ASTM - American Society for Testing and Materials: 1. ASTM D422 - Standard Test Method for Particle-Size Analysis of Soils. 2. ASTM D698 - Standard Test Method for Moisture-Density Relations of Soil and Soil Aggregate Mixtures Using 5.5-lb (2.49 kg) Hammer and 12-in (305 mm) Drop. 3. ASTM D854 - Standard Test Method for Specific Gravity of Soils. 4. ASTM D1140 - Standard Test Method for Amount of Material in Soils Finer Than the Number 200 (75 micrometer) Sieve. 5. ASTM D1556 - Standard Test Methods for Density and Unit Weight of Soil In Place by Sand-Cone Method. 6. ASTM D1557 - Standard Test Methods for Moisture-Density Relations of Soils Aggregate Mixtures Using 10-lb (4.54 kg) Hammer and 18-in (457 mm) Drop. 7. ASTM D2216 - Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock. 8. ASTM D2487 - Standard Test Method for Classification of Soils for Engineering Purposes. 9. ASTM D2488 - Standard Practice for Description and Identification of Soils (Visual-Manual Procedures). 10. ASTM D2937 - Standard Test Method for Density of Soils in Place by the Drive-Cylinder Method. 11. ASTM D2922 - Density of Soil in Place by Nuclear Methods (Shallow Depth). January 2017 02280-3 12. ASTM D3017 - Standard Test Method for Water Content of Soil in Place by Nuclear Methods (Shallow Depth). 13. ASTM D4318 - Standard Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils. 14. ASTM D4767 - Test method for Consolidated - Undrained Triaxial Compression Test on Cohesive Soils. 15. ASTM D5084 - Standard Test Method for Measurement of Hydraulic Conductivity of Saturated Porous Materials Using a Flexible Wall Permeameter. 16. ASTM D2166 - Unconfined Compressive Strength 17. ASTM D2573 - Field Vane Shear Test B Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply. 1.05 QUALITY ASSURANCE A The OWNER will retain an independent Construction Quality Assurance (CQA) Firm that is experienced in the construction of low permeable compacted clay liners and capable of performing the tests specified herein. The OWNER’s CQA Firm shall be responsible for observing, testing and documenting activities related to the CQA of the construction at the site. The CQA Firm will be represented on site by the Resident Project Engineer (RPR). The CQA Firm shall be responsible for preparing the final certification report. The CQA Firm shall have the option to perform the testing or subcontract the testing to an independent geotechnical testing laboratory who is experienced in the construction of infiltration liners and who has sufficient hydraulic conductivity testing equipment to provide test results in a timely manner in accordance with the Specifications. B Not used. C Conformance testing requirements are specified in Paragraph 2.02. The purpose of conformance testing is to assure that the liner material delivered from the borrow source consistently meets the requirements of the specifications. In the case that the initial borrow source samples fail to conform to the required criteria, the CONTRACTOR may locate another source, and upon approval of that source by the OWNER, submit samples from the new source for conformance testing. The CONTRACTOR will be responsible for the costs of any testing required for more than one borrow source. January 2017 02280-4 D A test pad shall be constructed on site using the same equipment and installation procedures that will be used during full-scale liner construction. The purpose of the test pad is to assure that the construction procedures followed during liner installation will produce an Infiltration Layer that meets the PROJECT requirements. Construction requirements and testing procedures for the test pad are specified in Paragraph 3.01. E Material to be used for Infiltration Layer construction (either natural soil or bentonite augmented soil) must be uniform soil free of roots, stumps, and other organic materials, rocks, and debris and meets the specification requirements listed in Paragraph 2.01. The CQA Officer can require the use of power methods to shred or screen the material if the CONTRACTOR cannot provide uniformity of material as described above. 1.06 QUALIFICATIONS A The work shall be performed by personnel that have experience in landfill closure construction and processing and installation of a final cover Infiltration Layer. B The CONTRACTOR shall show evidence of an adequate, uniform supply of material within a designated area which is properly permitted by the appropriate local, State and Federal agencies. (See item 2.02,A of this section) 1.07 DELIVERY, STORAGE AND HANDLING A Materials shall be stockpiled on-site in designated areas approved by the OWNER. Each type of material shall be stockpiled separately. Removal and placement of material shall be done in a manner to prevent mixing with soils adjacent to and beneath the stockpile. B Stockpiled soil to be used in the construction of the Infiltration Layer will be sealed or covered with an impermeable cover at the end of each day and during rain events. C The CONTRACTOR shall protect the soil stockpile for the Infiltration Layer delivered to the site from inclement weather conditions and any traffic that may occur near the stockpile. Vegetation, debris, or other deleterious materials that occur or deposit on the stockpile must be removed prior to its intended use. PART 2: PRODUCTS 2.01 MATERIALS January 2017 02280-5 A Soil for the Infiltration Layer shall conform to the properties specified in Table 1. TABLE 1 Test Test Method Required Property Passing the No. 4 Sieve ASTM D422 80% min. with no single particle over 3 inches in its longest dimension Passing the No. 200 Sieve ASTM D1140 35% minimum Soil Classification ASTM D2487 CH,CL, MH, ML, SC, SM Hydraulic Conductivity ASTM D5084 1.0 x 10-5 cm/s max. Internal Friction Angle ASTM D4767 26o minimum, or as approved by the ENGINEER Organic Content ASTM D2974 3% maximum B A soil-bentonite mixture may be used for the Infiltration Layer provided it achieves the specified hydraulic conductivity and interface and internal friction angles. The soil-bentonite mixture must conform to all items listed in 2.01A. C If a soil-bentonite mixture is used, the bentonite shall be a free flowing, high swelling, sodium-based, Wyoming bentonite or other approved bentonite source. The bentonite shall conform to all items of this specification. Certified test data shall be submitted to the ENGINEER for approval. The bentonite shall be covered by the manufacturer’s warranty against defects in material and workmanship and shall have a useful life of 30 years under normal weathering and normal use conditions. D The natural soil or soil-bentonite mixture material used for cap construction shall be uniform in character, and after compaction, shall have an in-place saturated hydraulic conductivity of 1.0 x 10-5 cm/s or less (according to ASTM D5084). E If the CONTRACTOR plans to blend soils to form Infiltration Layer material or soil for soil-bentonite mix, the CONTRACTOR shall demonstrate to the satisfaction of the ENGINEER that the proposed blending method will produce a consistent end product. 2.02 CONFORMANCE TESTING January 2017 02280-6 A Initial conformance testing shall be performed by the CQA Firm on samples from the natural soil source, or soil source for a soil-bentonite mixture, to assure compliance with the Specifications. The samples will be obtained from multiple test pits to be excavated by the CONTRACTOR under the direction of the CQA Firm. Each of the following tests shall be performed on three representative samples or additional test sets per change in material. The results of the test methods anticipated for excavating and preparing the soils for use in the cap construction shall be compiled and discussed in a report by the CQA Firm. The report shall also estimate volume of material available for use as Infiltration Layer. 1. Soil Classification (ASTM D2487) 2. Particle Size Analysis (ASTM D422) - including hydrometer analysis 3. Atterberg Limits (ASTM 4318) 4. Moisture-Density Curves (ASTM D698) 5. Laboratory Hydraulic conductivity (ASTM D5084 except as modified in Paragraph 3.01-G) 6. Natural Moisture (ASTM D2216) 7. Triaxial Shear Tests for Infiltration Layer material (ASTM D4767 or as approved by the CQA ENGINEER) B For Infiltration Layer soil sources, the CQA Firm shall determine an acceptable zone of moisture contents and dry unit weights for which permeabilities are less than or equal to 1.0 x 10-5 cm/s by performing the following testing and analysis procedures. However, the placement moisture content for the soil liner shall in no case be dry of the optimum moisture content as determined by the standard Proctor method. 1. For each soil type proposed for the Infiltration Layer soil source, perform one standard Proctor compaction test. 2. Re-mold 4 specimens of the soil type from the compaction test in item B above at 0%, 1.5%, 3% and 5% wet of the optimum moisture content per ASTM D698. Permeate each compacted specimen to determine its hydraulic conductivity. 3. On the graph of dry density vs. moisture content, identify the samples which have hydraulic conductivities less than or equal to 1.0 x 10-5 cm/s. January 2017 02280-7 4. Draw an "acceptable zone" of water content and dry density around the passing samples. 5. Perform Internal Shear Tests (ASTM D4767) and Interface Shear Tests (ASTM D5321 and Paragraph 2.01E) on one specimen from each of the high and low ends of the acceptable zone and plot the friction angles (internal and interface with the textured synthetic liner) as a function of molding water content 6. Based on pertinent factors such as constructability, shrink/swell potential, potential for desiccation cracks, and consolidation, the CQA Officer shall modify the acceptable zone as required. 7. The CQA Officer shall provide the results of the tests described above to the Engineer for one material source in a letter signed and sealed by the CQA Officer. If additional sources are used, the tests described above shall be performed by the CQA Firm and the costs will be paid by the CONTRACTOR. C For soil-bentonite mixes, the CONTRACTOR shall be responsible for performing preliminary permeability tests on initial mix ratios (based on manufacturer's recommendation and adjusted based on the CONTRACTOR’S CQC Firm’s or CONTRACTOR'S experience) in order to establish the percentage of bentonite to be used in production. D The Infiltration Layer soil source shall be tested by the CONTRACTOR’S CQC Firm during the excavation and stockpiling operation at the frequencies prescribed in Table 2 and/or if changes occur in the material, as identified by the CQA Officer and/or the CONTRACTOR’S CQC Firm, additional tests shall be performed at the cost of the CONTRACTOR. TABLE 2 Test Test Method Frequency Particle Size Analysis (w/hydrometer every other test) ASTM D422 Every 10,000 cy Atterberg Limits ASTM D4318 Every 10,000 cy Moisture/Density ASTM D698 Every 10,000 cy Natural Moisture ASTM D2216 Every 10,000 cy Hydraulic Conductivity on re-molded samples ASTM D5084 1/borrow source January 2017 02280-8 Shear Strength Test (consolidated un-drained with pore pressure) ASTM D4767 (or Engineer approved method) 1/borrow source Results of the tests will be submitted to the ENGINEER within 24 hours of test completion. The ENGINEER can reject material based on the results of the conformance tests. The CONTRACTOR’S CQC Firm will compile all results of the conformance tests and provide a letter report with a summary table of tests results stating that the materials are in conformance. The CONTRACTOR’S CQC Officer shall sign and seal the report. PART 3: EXECUTION 3.01 TEST PAD A A test pad of a minimum dimension of approximately 40-ft by 60-ft and 18-in thickness shall be constructed onsite using the same equipment, processing and installation procedures that will be used during full-scale liner construction. The low permeability soil to be used for the test pad shall be the same material that the CONTRACTOR proposes to use for construction of the Infiltration Layer. If approved by the ENGINEER, the test pad may be installed within the liner limits and incorporated in the work, provided the test pad passes all testing requirements. The test pad testing and results shall not be included in the Quality Control or Quality Assurance testing set forth in 3.04 of this Section. B The construction of the test pad shall be directed by the CQA Firm. The CQA Firm shall use the acceptable zone to set moisture contents and percent compaction. The CQA Firm will perform tests, as needed, to assist in the construction of the test pad. C For each lift, the CQA Firm shall perform testing of moisture content and density at a minimum of three test locations. The Infiltration Layer shall be uniformly compacted to no less than 95% of the standard Proctor (ASTM D698) dry density. If the results of CQA density testing meet the specification, then two Shelby Tube Samples (ASTM D1587) shall be obtained per lift by the CQA Firm. One tube will be used for the specified testing and the other tube will held as a backup in a controlled environment at the testing laboratory. One triaxial hydraulic conductivity test (ASTM D5084) will be performed by the CQA Firm on each lift of the test pad. These tests will be performed on 3-inch diameter (O.D.) undisturbed samples obtained from a Shelby tube (ASTM D1587) or drive cylinder, trimmed if needed, encapsulated within a flexible latex membrane, and mounted in triaxial type permeameters. The test specimen shall be consolidated under an effective stress of 5 psi and permeated under a back pressure as recommended in paragraph 8.3 of ASTM D5084 to achieve January 2017 02280-9 saturation. The hydraulic gradient used for hydraulic conductivity measurements shall be established in the laboratory which will provide for accelerated testing and final results within seven days. The maximum hydraulic gradient shall be performed at the maximum hydraulic gradient (30) according to paragraph 8.5.1 of ASTM D5084 or as specified by the ENGINEER. The hydraulic gradient shall be increased slowly in increments with careful observations of the test sample for consolidation, piping, etc. Test samples that are consolidated in volume by more than 5 percent during the test shall be voided. The inflow and outflow from the sample shall then be monitored and the hydraulic conductivity calculated for each recorded flow increment. The tests will continue until steady state flow is achieved as specified in paragraph 8.5 of ASTM D5084. In addition, the CONTRACTOR’S CQC Firm shall perform one Atterberg Limits Test (ASTM D4318) and one grain size with Hydrometer (ASTM D422) from soil collected adjacent to each permeability sample. D If the initial test pad does not provide the specified results, additional test pad(s) shall be performed, at the CONTRACTOR'S cost (including CQA costs), until the specified requirements are met. E For soil-bentonite mixtures, the bentonite content used for the test pad shall be set by the CONTRACTOR and written notification of the mix ratio will be submitted to the ENGINEER prior to constructing the test pad. Any change in mix ratio must be submitted to the ENGINEER before altering soil- bentonite mixture. F The CONTRACTOR may construct test pads from more than one source of borrow material. However, all costs associated with subsequent test pads shall be paid for by the CONTRACTOR including costs incurred by the OWNER/CQA. If the CONTRACTOR changes the source of borrow for the Infiltration Layer or if the characteristics of the borrow soil within the selected source changes significantly, the ENGINEER may order the construction of additional test pads and subsequent tests as specified above as may be necessary to evaluate the performance of the compacted Infiltration Layer. Construction of additional test pads and the related OWNER’s CQA work shall be paid for by the CONTRACTOR. G The Infiltration Layer thickness shall be determined from three density test locations per lift per test pad using a method consisting of hand augering or push tubes sampling (with a minimum of a 3/4" diameter sample). If the lift thickness is found to be unacceptable by the ENGINEER, the ENGINEER may order the reworking of the lift (addition of material and/or removal of excess material) to provide a uniform lift thickness not to exceed a thickness of 6 inches after compaction. H All holes made as a result of depth measurements, permeability samples, density tests, grade stakes or other means shall be completely filled by the January 2017 02280-10 CONTRACTOR with bentonite. The CONTRACTOR will provide dry powdered bentonite or bentonite chips for filling holes in the Infiltration Layer. 3.02 INFILTRATION LAYER SUBGRADE A The established or graded soil cover layer shall be the subgrade for the Infiltration Layer material. B The subgrade shall be fine graded in accordance with the plans. C The Infiltration Layer subgrade shall be proofrolled by the CONTRACTOR and examined by the ENGINEER to detect unstable or loose soils. Proofrolling shall be accomplished with a heavy rubber tired piece of equipment subject to ENGINEER approval. The proofrolling must be witnessed by the OWNER’s CQA Firm (to include the RPR). Based on observations during the proofrolling operation, the CQA Officer reserves the right to select the number and direction of passes to be used. Any unsuitable soils encountered at subgrade elevation shall be removed and replaced as directed by the CQA Officer. D The CQA Officer shall be notified if unpredicted subsurface conditions are encountered during excavation, grading or fill placement. Areas that indicate excessive rutting, pumping, shoving, or movement during proofrolling may require repair. The repair procedure shall be determined by the CQA Officer and will consist of, but not be limited to, removal and replacement of subgrade soils, or replacement with the inclusion of a geogrid, BX-1100 or equivalent, as directed by the CQA Officer. E The CQA Officer shall observe and approve the subgrade and the survey plan of subgrade elevation submitted by the CONTRACTOR (as per Paragraph 1.03 A6) before installation of the Infiltration Layer can proceed. It shall be the CONTRACTOR'S responsibility to properly prepare and maintain the subgrade in a uniform and compacted condition during installation of the liner. F If the subgrade is damaged during liner installation, the CONTRACTOR shall restore and re-compact the area to the satisfaction of the CQA Officer prior to installing the liner. All costs related to the restoration of the subgrade shall be paid for by the CONTRACTOR, including re-tests by the CQA Officer. 3.03 INFILTRATION LAYER PLACEMENT A The OWNER’s CQA Firm shall conduct field densities, moisture, hydraulic conductivity, Atterberg limits and particle size analysis testing of the in-place January 2017 02280-11 Infiltration Layer materials in accordance with the frequencies presented in Section 3.04. B The placement moisture content shall be within the acceptable zone of moisture content as determined by the CQA Firm during test pad construction and from the conformance testing of the natural soil or soil-bentonite mixture described in paragraph 2.02 B. C Water For Compaction 1. The CONTRACTOR is responsible for providing water for construction as required to achieve the required moisture content and guarantee constructability and proper condition of the in-place and stockpiled material. 2. The water shall be of suitable quality from a source approved by the OWNER. 3. Prior to installing the liner, the CONTRACTOR shall inspect the subgrade to ensure that it has been sufficiently wetted to prevent excessive absorption of moisture from the installed material. 4. Should the material be stockpiled for any length of time the CONTRACTOR shall slope and compact the stockpile to prevent erosion and oversaturation. 5. Should the material become oversaturated, the CONTRACTOR shall spread and dry the material as needed to adjust the moisture to the proper level. D The Infiltration Layer shall be uniformly compacted to no less than 95% of the standard Proctor (ASTM D698) dry density and within the acceptable zone that corresponds to the placement moisture content. The acceptable zone shall be as approved by the CQA Officer in accordance with the procedures outlined in 2.02 B. Density and moisture shall be uniformly obtained throughout the entire thickness of the liner. The liner shall be constructed in lifts with a maximum compacted thickness of 6 inches per lift. The surface of a lower lift shall be scarified prior to placement of an upper lift. Scarification may include tracking with a bulldozer or making one pass with a sheepsfoot roller. The graded subgrade shall be tracked prior to placement of the initial lift. During placement of the initial lift care should be taken to avoid mixing of the liner material and subgrade material. Therefore, the initial lift should be initially placed and compacted to a thickness of 8 inches and then graded to a total lift thickness of 6 inches. To achieve the specified compaction, the CONTRACTOR shall use a self-propelled compactor such as the Caterpillar 815, or an equivalent, which provides steel kneading feet capable of fully penetrating the loose lift and January 2017 02280-12 into the previously compacted lift, (with the exception of the first lift), in spreading and kneading the materials. Finally, a smooth wheel compactor such as a Caterpillar CS553 shall be used with sufficient number of passes to compact, seal, and smooth the upper surface of the Infiltration Layer. All detectable rocks 3 inches or larger shall be removed. E Infiltration layer material shall be disked, harrowed, and kneaded as necessary to break down all clods and produce a uniform material that is free of clods. A clod is defined for the purposes of construction as any subrounded ball of Infiltration Layer material exceeding 1/2 inch in diameter, typically with the core containing less than the specified moisture. If the CQA Officer observes that all clods have not been broken down, the CONTRACTOR shall rework the material to the satisfaction of the CQA Officer. F Liner material which has been contaminated with clusters of rock or gravel, sand lenses, organic debris or other deleterious material shall be removed and replaced with uncontaminated Infiltration Layer materials. G If a soil-bentonite mixture is to be used, the CONTRACTOR shall use a pugmill or other method of mixing approved by the CQA Officer to produce the soil-bentonite mix at the required moisture content to provide an in place compacted minimum 18-inch thick layer of material as per the drawings with a hydraulic conductivity less than or equal to 1.0 x 10-5 cm/sec. The CONTRACTOR will mechanically screen the soils prior to placement in the pugmill. The pugmill must be approved by the OWNER prior to its arrival on site. H No Infiltration Layer material shall be placed, spread, or compacted while the subgrade or the Infiltration Layer material is frozen/thawing, saturated, desiccated, during unfavorable weather conditions or periods of precipitation. The liner surface must be made smooth and free from ruts, rills, or indentations at the end of any working day when significant precipitation is forecast and/or at the completion of the compaction operations in that area in order to prevent saturation or ponding on the liner material. Any re-grading due to the above conditions or final preparation should be retested at those locations for liner thickness prior to placement of the next lift. Thickness measurements should be performed as indicated in Paragraph 3.04 of this Section. Areas previously meeting the conformance test requirements that are reworked in excess of the top 3-inch per lift shall be retested. Re-testing will be performed the cost of the Contractor for density/moisture and permeability as needed to comply with Section 3.04. Additionally, the CQA Officer may request retesting for surface reworked areas if, at the discretion of the CQA Officer, the compacted soil layer material does not appear to be in accordance with these specifications January 2017 02280-13 I Work shall be limited to an area where a lift can be completed in one working day. J If a lift is not to receive a subsequent lift within 16 hours of its completion, the lift shall be sealed with a smooth drum compactor, such as the Caterpillar CS553, at the end of each day's work to protect the liner from desiccation. Should desiccation cracks develop, the liner shall be scarified, disked, rewetted, re-homogenized and re-compacted in accordance with the Specifications to the depth of any such cracks or as instructed by the CQA Officer. If desiccation extends below 1/2 the lift thickness, the lift shall be removed and the lower lift scarified, moisturized, re-compacted and re-tested as necessary as approved by the CQA Officer at the cost of the CONTRACTOR including retests. K During construction, the CONTRACTOR shall make all necessary provisions to deal with inclement weather conditions. The CONTRACTOR shall be fully responsible for control of stormwater during installation of the liner system and for moisture control and protection of the Infiltration Layer. L After finish grading and smooth rolling is completed, the Infiltration Layer shall not be less than 18-inches in any location. Completed liner thickness will be determined from survey per Section 01050 1.03C. The thickness shall be measured from top of subgrade to the top of the Infiltration Layer. Areas not meeting the thickness requirements shall be augmented with additional Infiltration Layer material at the expense of the CONTRACTOR. Any additional testing or other CQA services associated with corrective action for achieving the 18-inch liner thickness requirement will be at the cost of the CONTRACTOR. The added material shall be worked into the in- place liner to ensure homogeneity and proper bonding. This shall be done by scarification of the surface prior to addition of the new material. At a minimum, the top 3-inches of the liner shall be wetted, kneaded, compacted and re-worked with the additional material to obtain the required thickness. Additional testing including, but not limited to, density/moisture testing and permeability testing shall be performed by the CONTRACTOR’S CQC Firm at the discretion of the CQA Officer. Liner thickness will be spot checked by the CONTRACTOR’S CQC Firm on a per-lift basis at a frequency specified in 3.04 of this Section using a method of hand augering or push tube sampling. Each test shall penetrate all underlying lifts to the subgrade elevation. All test holes must be filled with powdered bentonite provided by the CONTRACTOR. Only the CONTRACTOR’S survey will be considered for confirming the specified Infiltration Layer thickness. 3.04 INSPECTION AND TESTING DURING PLACEMENT A The OWNER’s CQA Firm shall conduct tests during installation of the natural Infiltration Layer at the minimum frequencies specified in Table 3 (following page). January 2017 02280-14 TABLE 3 TEST METHOD FREQUENCY Particle Size Analysis w/Hydrometer every other test ASTM D422 1 per acre Atterberg Limits ASTM D4318 1 per acre Undisturbed Permeability ASTM D5084 1 per acre/lift Field Density ASTM D2922 4 per acre/lift Natural Moisture ASTM D3017 4 per acre/lift Liner thickness Hand Auger or push tube 4 per acre/lift B One-point compaction tests shall be performed to interpolate between laboratory compaction (ASTM D 698) curves for at least every 5 in-place density tests. The one-point compaction tests shall be performed on either the field density test sample or soil from a location immediately adjacent to the field density test sample, using the ASTM D 698 procedure. The results of the one-point tests shall then be compared with the full compaction curves of similar soils to estimate the maximum dry density applicable to the field density test sample. C A nuclear density test gauge can be used to provide the required density testing. However, the in-situ density shall be determined using the sand cone method (ASTM D 1556) and/or the drive cylinder method (ASTM D 2937) of a minimum of one test per ten nuclear density tests or one per day, whichever is greater. The sand cone and/or drive cylinder test should be performed at the same location as a nuclear density test. The sand cone and/or drive cylinder tests shall be continued until a correlation between the density and moisture contents obtained by the nuclear density gauge and the sand cone and/or drive cylinder tests has been demonstrated. D All holes made as a result of depth measurements, permeability samples, density tests, grade stakes or other means shall be completely filled by the CONTRACTOR with bentonite as instructed by the CQA Officer. The CONTRACTOR will provide dry powdered bentonite or bentonite chips for filling holes in the Infiltration Layer. January 2017 02280-15 E The CQA Officer shall have the authority to request additional permeability tests in areas that, in the CQA Officer’s judgment, may be suspect or deficient. Hydraulic conductivity tests shall be conducted in accordance with ASTM D5084 except as modified in Paragraph 3.01-C. For each sample tested, one back-up sample will be extracted in the proximity of the sample location. The sample will be held in a controlled environment at the OWNER’s CQA Firm’s testing laboratory as a precautionary measure. If adequate demonstration is presented that a sample was not representative of the Infiltration Layer or that an error in testing occurred, the backup sample will be tested and the original test will be disregarded. F Any sample or area tested shall be rejected, removed and replaced if it does not meet the requirements of the technical specifications. Reconstructed areas shall have feathered, overlapping edges that tie into adjacent liner areas. The CQA Officer will determine the extent of reconstruction of the Infiltration Layer based on laboratory test information and field test results. Any retest associated with re-worked areas will be at the cost of the CONTRACTOR. G The CONTRACTOR shall submit a survey plan with subgrade elevation, top of Infiltration Layer, and top of Protective Cover for CQA Officer’s approval in accordance with Section 01050. 3.05 CORRECTIVE ACTION If in-place Infiltration Layer material has been desiccated to a depth less than or equal to ½ the lift thickness, the desiccated lift shall be disked, moistened, and re-compacted. However, disking may produce large, hard clods of Infiltration Layer that will require pulverization. Also, it should be recognized that if the soil is wetted, time must be allowed for water to be absorbed into the clods of Infiltration Layer and hydration to take place uniformly. For this reason it may be necessary to remove the desiccated soil from the construction area, to process the lift in a separate processing area, and to replace the soil accordingly. If in-place Infiltration Layer material desiccation extends below 1/2 the lift thickness, the lift shall be removed and the lower lift scarified, moisturized, re-compacted and retested as necessary as approved by the CQA Officer at the cost of the CONTRACTOR including retests. 3.06 REPORTING A The CQA Officer shall provide a final Construction Quality Control Report for the Infiltration Layer at the end of the project. The report shall certify that the Infiltration Layer work was performed in accordance with the Contract Documents and be prepared and sealed by a Professional Engineer registered in the State of North Carolina. The report shall include a January 2017 02280-16 discussion of the methodology of the test pad and liner construction, a discussion of the test methods and frequency performed by the CQC representative, summary tables of all field and laboratory test results, including location and notations regarding any re-work performed, as appropriate, and daily field reports including daily field tests. END OF SECTION January 2017 02623-1 SECTION 02623 HIGH DENSITY POLYETHYLENE (HDPE) PIPE PART 1: GENERAL 1.01 SCOPE OF WORK A Furnish all labor, materials, equipment and incidentals required and install high density polyethylene leachate pipe, fittings and appurtenances as shown on the Drawings and as specified herein. 1.02 RELATED WORK A Section 02777: Linear Low Density Polyethylene (LLDPE) Liner B Section 02200: Excavation, Backfill, and Compaction 1.03 SUBMITTALS A Within 30 days following the Effective Date of the Agreement, submit the following information in accordance with Section 01340: 1. List of materials to be furnished, the names of the suppliers and the scheduled date of delivery of materials to the site. 2. The origin of the resin to be used in the manufacturing of the pipe including the suppliers name and production plant, as well as brand name and number. 3. Documentation from the resin's manufacturer showing results of tests for resin identification, including: a. Melt Flow Index ASTM D1238 b. Density ASTM D1505 4. Manufacturer quality control manual describing implementation of quality control procedures during pipe manufacturing process. 5. Pipe Manufacturer's Certification of compliance with these Specifications. 6. Complete, detailed shop drawings of all polyethylene pipe and appurtenances, including the location of all fittings, joints and connections to structures. 7. Manufacturer's recommendations for handling, storing and installing pipe and fittings. January 2017 02623-2 8. For each shipment of pipe a manufacturer's certification that the pipe was manufactured from the same resin identified in Paragraph 1.03.A1. 9. Certification demonstrating that the joining technician was trained by the pipe manufacturer and is qualified to perform heat fusion welding. 1.04 REFERENCE STANDARDS A American Society for Testing and Materials (ASTM) 1. ASTM D1238 - Standard Test Method for Flow Rates Thermoplastics by Extrusion Plastometer. 2. ASTM D1248 - Standard Specification for Polyethylene Plastic Molding and Extrusion Materials. 3. ASTM D1505 - Standard Test Method for Density of Plastic by the Density Gradient Technique. 4. ASTM D2837 - Standard Test Method for Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials. 5. ASTM D3350 - Specification for Polyethylene Plastic Pipe and Fitting Materials. 6. ASTM F714 - Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-PR) Based on Outside Diameter. B Where reference is made to one of the above standards, the revision in effect at the time of construction shall apply. 1.05 QUALITY ASSURANCE A Resin Evaluation 1. All incoming resin shall be sampled for conformance testing against test results supplied by the resin manufacturer. Samples shall be taken from the top and bottom of each compartment from every hopper car received. The following conformance tests shall be performed on the sample: a. Melt Flow Index ASTM D1238 b. Density ASTM D1505 The results of these tests shall become part of the manufacturer's permanent quality control records. B Finished Product Evaluation January 2017 02623-3 1. Each length of pipe produced shall be checked by production staff for the items listed below. The results of all measurements shall be recorded on production sheets which become part of the manufacturer's permanent records. a. Pipe in process shall be checked visually, inside and out for cosmetic defects (grooves, pits, hollows, etc). b. Pipe outside diameter shall be measured using a suitable periphery tape to ensure conformance with ASTM F714. c. Pipe wall thickness shall be measured at 12 equally spaced locations around the circumference at both ends of the pipe to ensure conformance with ASTM F714. d. Pipe length shall be measured. e. Pipe marking shall be examined and checked for accuracy. f. Pipe ends shall be checked to ensure they are cut square and clean. g. Subject inside surface to a "reverse bend test" to ensure the pipe is free of oxidation (brittleness). C Stress Regression Testing 1. The polyethylene pipe manufacturer shall provide certification that stress regression testing has been performed on the specific polyethylene resin being utilized in the manufacture of this product. This stress regression testing shall have been done in accordance with ASTM D2837 and the manufacturer shall provide a product supplying a minimum Hydrostatic Design Basis (HDB) of 1,600 psi as determined in accordance with ASTM D2837. 1.06 WARRANTY A The pipe material manufacturer shall provide an unconditional extended warranty for the pipe covering the cost of materials for repair or replacement plus installation manpower should the pipe fail within the warranty period. The manufacturer's extended warranty shall be for ten years after the final acceptance of the project by the OWNER. The manufacturer shall guarantee that the pipe furnished is suitable for the purpose intended and free from defects of material and workmanship for the duration of the extended warranty. In the event the pipe fails to perform as specified, the pipe manufacturer shall promptly replace defective pipe without any cost to the OWNER. January 2017 02623-4 PART 2: PRODUCT 2.01 HIGH DENSITY POLYETHYLENE (HDPE) PIPE A The pipe supplied shall be high density, high molecular weight, polyethylene (HDPE) pipe. The pipe shall conform to ASTM D3350 with a minimum cell classification value of 345434C. B All fittings shall be made from polyethylene resin which meets this same specification as in 2.01A. C HDPE pipe shall be of size as identified on the Drawings and Standard Dimension Ratio (SDR) 17.0 D All polyethylene pipes shall meet the requirements of ASTM F714. E Pipe shall be furnished in standard laying lengths not exceeding 50 feet. 2.02 PIPE IDENTIFICATION A The following shall be continuously printed on the pipe or spaced at intervals not exceeding 5-ft: 1. Name and/or trademark of the pipe manufacturer. 2. Nominal pipe size. 3. Dimension ratio. 4. The letters PE followed by the polyethylene grade in accordance with ASTM D1248, followed by the hydrostatic design basis in 100's of psi, e.g., PE 3408, PE 4710. 5. Manufacturing standard reference, e.g., ASTM F714. 6. A production code from which the date and place of manufacture can be determined. 2.03 PERFORATIONS A PERFORATED PIPE: locations for perforated pipe, perforation sizes and hole patterns are detailed in the Contract Drawings. B For accuracy and uniformity, the pipe shall be drilled to design specifications by machines designed for perforating pipe. PART 3: EXECUTION 3.01 INSTALLATION January 2017 02623-5 A High Density Polyethylene (HDPE) Pipe shall be installed in accordance with the instruction of the manufacturer, as shown on the Drawings and as specified herein. All heat fusion joints shall be done by a qualified joining technician as designated by the pipe manufacturer. B Pipe shall be laid to lines and grade shown on the Drawings with bedding and backfill as shown on the Drawings. C PERFORATED PIPE: Tape covering perforations shall be removed during installation. The pipe shall be installed such that perforations face the bottom of trench. The perforations of pipe sections shall be aligned when connected. The pipe shall be joined by butt fusion or by a method of coupling as approved by the ENGINEER. D When installation is not in progress, including breaks in work, the open ends of the pipe shall be closed by fabricated plugs, or by other approved means. E HANDLING OF PIPE: Pipe shall be stored on clean level ground to prevent undue scratching or gouging. The handling of the pipe shall be in such a manner that the pipe is not damaged by dragging it over sharp or rough objects and/or areas. The maximum allowable depth of cuts, scratches or gouges on the exterior of the pipe is 10 percent of wall thickness. The interior pipe surface shall be free of cuts, gouges or scratches. F REPAIR OF PIPE: Sections of pipe with cuts, scratches or gouges deeper than allowed shall be removed completely and the undamaged sections of the pipe re-joined. G JOINING: The pipe shall be joined by the method of thermal butt fusion, as outlined in ASTM D2657. All joints shall be made in strict compliance with the manufacturer's recommendations. In locations where butt fusion cannot be achieved (ex. tie-in to bootless pipe penetration), a thermal coupling such as electro-fusion connections may be used as approved by the ENGINEER. Hot air welding is not permitted. H MECHANICAL CONNECTIONS: Flange adaptors shall be used to connect pipe to auxiliary equipment such as valves, pumps and tanks, and shall consist of the following: 1. A stainless steel back-up, polyethylene flange shall be thermally butt-fused to the stub end of the pipe. 2. A 316 stainless steel back up ring on both sides of the connection shall be used as approved by the ENGINEER. 3. Flange connections shall be provided with a full face neoprene gasket. January 2017 02623-6 I Fused segments of the pipe shall be handled so as to avoid damage to the pipe. Chains or cable type chokers must be avoided when lifting fused sections of pipe. Nylon slings are preferred. Spreader bars are recommended when lifting long fused sections. J BACKFILLING: All HDPE pipe must be at the temperature of the surrounding soil at the time of backfilling and compaction. Marking tape shall be installed in the backfill of all piping installed outside the lined areas, i.e. force main. K Installation of pipe shall be observed and accepted by the CQA Officer prior to backfilling. 3.02 TESTING A All non-perforated pipe shall be field tested (with the exception of non-perforated cleanouts). The CONTRACTOR shall supply all labor, equipment, material, gages, pumps, meters and incidentals required for testing. B All non-perforated pipe shall be tested at a pressure of 130 psi. The test pressure shall be measured at the highest point along the test section by a recording type pressure gage and a copy of the readout shall be submitted to the ENGINEER upon completion of the test. All testing shall be conducted in the presence of the ENGINEER or the RPR. C Testing shall be conducted after backfilling has been completed and before placement of permanent surface. D Testing procedure shall be as follows: 1. Fill line slowly with water; maintain flow velocity less than two feet per second. 2. Expel air completely from the line during filling and again before applying test pressure. 3. Apply initial test pressure and allow to stand without makeup pressure for three hours, to allow for diametric expansion or pipe stretching to stabilize. 4. After this equilibrium period, apply the specified test pressure and turn the pump off. The final test pressure shall be held for three hours. 5. Upon completion of the test, the pressure shall be bled off from a location other than the point where the pressure is monitored. The pressure drop shall be witnessed by the RPR. The point where the pressure is being monitored shall show on the recorded pressure read- out submitted to the ENGINEER. January 2017 02623-7 E Allowable amount of makeup water for expansion during the pressure test shall conform to Table 5, Allowance for Expansion Under Test Pressure, Technical Report TR 31/88, published by the Plastic Pipe Institute (PPI). If there are no visual leaks or significant pressure drops during the final test period, the installed pipe passes the test. F If any test of pipe laid disclosed leakage or significant pressure drop greater than that allowed, the CONTRACTOR shall, at his/her own expense, locate and repair the cause of leakage and retest the line. G All visible leaks are to be repaired by an approved method, regardless of the amount of leakage. 3.03 CLEANING A At the conclusion of the work, thoroughly clean all of the new pipelines to remove all dirt, stones, and pieces of wood or other material that may have entered during the construction period. Debris cleaned from the lines shall be removed from the job site. If, after this cleaning, any obstructions remain, they shall be removed. B Special attention shall be given to clean free and remove HDPE shavings and particles resultant of fusion welding activities. Any area where these activities occurred shall be inspected by the CQA Representative and Contractor prior to acceptance of the Work; this includes sump areas, header line areas and low points of drainage. END OF SECTION January 2017 02625-1 SECTION 02625 CORRUGATED HDPE PIPE (SINGLE WALL) PART 1: GENERAL 1.01 SCOPE OF WORK A Furnish all labor, materials, equipment and incidentals required to install corrugated polyethylene pipe, couplings, fittings and appurtenances as shown on the Drawings and as specified herein. 1.02 RELATED WORK A Section 02200: Excavation, Backfill, and Compaction. 1.03 SUBMITTALS A Within 30 days following the Effective Date of the Agreement, submit the following information in accordance with Section 01340: 1. List of materials to be furnished, the names of the suppliers and the date of delivery of materials to the site. 2. Pipe manufacturer's certification of compliance with these Specifications for each type of pipe furnished. 3. Complete, detailed shop drawings of all polyethylene pipe, including the location of all fittings, joints and connections to structures. 4. Manufacturer's recommendations for handling, storing and installing pipe and fittings. 1.04 REFERENCE STANDARDS A American Society for Testing and Materials (ASTM) 1. ASTM D168 - Conditioning Plastics and Electrical Insulating Materials for Testing. 2. ASTM D883 - Terms Relating to Plastics. January 2017 02625-2 3. ASTM D1693 - Environmental Stress Cracking of Ethylene Plastics. 4. ASTM D2122 - Determination of Thermoplastic Pipe and Fittings. 5. ASTM D2412 - Determination of External Loading Characteristics of Plastic Pipe by Parallel-Plate Loading. 6. ASTM D2444 - Test for Impact Resistance of Thermoplastic Pipe and Fittings by Means of a Tup (Falling Weight). 7. ASTM D3550 - Standard Specification for Polyethylene Plastics Pipe and Fitting Materials. 8. ASTM F412 - Terms Relating to Plastic Piping Systems. 9. AASHTO M252 – Standard Specification for Corrugated Polyethylene Pipe 10. AASHTO M294 - Standard Specification for Corrugated Polyethylene Pipe 12" to 36" Diameter. B Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply. 1.05 QUALITY ASSURANCE A Finished Product Evaluation 1. Each length of pipe produced shall be checked by production staff in accordance with AASHTO M-294. The results of all measurements shall be recorded on production sheets which become part of the manufacturer's permanent records and at a minimum shall include: a. Pipe in process shall be checked visually, inside and out for cosmetic defects (grooves, pits, hollows, etc). b. Pipe inside diameter shall be measured in accordance with ASTM D2122. c. Pipe wall thickness shall be measured at 12 equally spaced locations around the circumference at both ends of the pipe to ensure conformance with ASTM F714. January 2017 02625-3 d. Pipe length shall be measured. e. Pipe marking shall be examined and checked for accuracy. f. Pipe ends shall be checked to ensure they are cut square and clean. g. Subject inside surface to a "reverse bend test" to ensure the pipe is free of oxidation (brittleness). B Pipe Testing 1. The polyethylene pipe manufacturer shall provide certification that testing has been performed for the following: Pipe stiffness (ASTM S2412), brittleness (ASTM D2444), environmental stress cracking (ASTM D1693). 1.06 WARRANTY A. The pipe material manufacturer shall provide a warranty for the pipe covering the cost of materials for repair or replacement should the pipe fail. The manufacturer shall guarantee that the pipe furnished is suitable for the purpose intended and free from defects of material and workmanship. In the event the pipe fails to perform as specified, the pipe manufacturer shall promptly replace defective pipe in accordance with the manufacturer’s warranty without any cost to the Owner. PART 2: PRODUCT 2.01 CORRUGATED POLYETHYLENE (PE) PIPE A. Corrugated polyethylene pipe shall conform to the following: AASHTO M 294. B. Corrugated Polyethylene (PE) Pipe shall be manufactured from high-density polyethylene (HDPE) virgin compounds and shall conform to the cell classification 424420C as defined and described in ASTM D3350, except that carbon black content should not exceed 4%. C. All corrugated polyethylene pipe shall be manufactured with annular corrugation conforming to AASHTO M 252. January 2017 02625-4 D. All joints shall be made in strict compliance with the manufacturer's recommendations. E. Pipe shall be furnished in standard laying lengths not exceeding 50 feet. F. The Corrugated Polyethylene Pipe covered by this specification is classified as follows: 1. Type C – annular interior and exterior corrugations 2.02 PIPE IDENTIFICATION A. The following shall be continuously printed on the pipe or spaced at intervals not exceeding 5-ft: 1. Name and/or trademark of the pipe manufacturer. 2. Nominal pipe size. 3. AASHTO designation. 4. The letters PE followed by the polyethylene grade in accordance with ASTM standards. 5. Manufacturing standard reference, e.g., ASTM F714. 6. A production code from which the date and place of manufacture can be determined. PART 3: EXECUTION 3.01 INSTALLATION A. Polyethylene (PE) Pipe shall be installed in accordance with the instruction of the manufacturer, as shown on the Drawings and as specified in Section 02200. B. Pipe shall be laid to lines and grade shown on the Drawings with bedding and backfill as shown on the Drawings. The tape covering the perforations shall be removed during installation. The pipe shall be installed such that perforations face the bottom of trench. January 2017 02625-5 C. Pipe shall be stored on clean level ground to prevent undue scratching or gouging. The handling of the pipe shall be in such a manner that the pipe is not damaged by dragging it over sharp and cutting objects. The maximum allowable depth of cuts, scratches or gouges on the exterior of the pipe is 10 percent of wall thickness. The interior pipe surface shall be free of cuts, gouges or scratches. D. Sections of pipe with cuts, scratches or gouges deeper than allowed shall be removed completely and the ends of the pipeline rejoined. E. Pipe shall be joined with coupling bands covering at least two full corrugations on each end of the pipe. Standard connections shall meet the soil-tight requirements of AASHTO M 252. F. All PE pipe must be at the temperature of the surrounding soil at the time of backfilling and compaction. G. Installation of pipe shall be observed and accepted by the Engineer prior to backfilling. 3.02 CLEANING A At the conclusion of the work, thoroughly clean all of the new pipe lines to remove all dirt, stones, pieces of wood or other material which may have entered during the construction period. Debris cleaned from the lines shall be removed from the job site. If, after this cleaning, any obstructions remain, they shall be removed. END OF SECTION January 2017 02701-1 SECTION 02701 DRAINAGE AND EROSION LAYER PART 1: GENERAL 1.01 SCOPE OF WORK A. All labor, materials, equipment and incidentals required to install the Drainage Layer and Erosion Layer as shown on the Drawings and as specified herein. Associated work includes borrow source excavation, hauling, placement, compaction, grading and quality control testing of Drainage Layer and Erosion Layer. 1.02 RELATED WORK A. Section 01050: Field Engineering B. Section 02280: Infiltration Layer 1.03 SUBMITTALS A. The CONTRACTOR shall furnish representative samples of proposed Drainage Layer and Erosion Layer soils, each weighing approximately 75 pounds to the CQA OFFICER for approval at least 14 calendar days prior to the date of anticipated use of such material. B. A signed certification letter, with all necessary permits, that the material source is in full compliance with State, County, and local laws and regulations. 1.04 REFERENCE STANDARDS A. ASTM - American Society for Testing and Materials: 1. ASTM D422 - Standard Test Method for Particle-Size Analysis of Soils. 2. ASTM D698 - Standard Test Method for Moisture-Density Relations of Soil and Soil Aggregate Mixtures Using 5.5-lb (2.49 kg) Hammer and 12-in (305 mm) Drop. 3. ASTM D854 - Standard Test Method for Specific Gravity of Soils. 4. ASTM D1140 - Standard Test Method for Amount of Material in Soils Finer than the Number 200 (75 micrometer) Sieve. January 2017 02701-2 5. ASTM D1556 - Standard Test Methods for Density and Unit Weight of Soil In Place by Sand-Cone Method. 6 . ASTM D2216 - Standard Test Method for Laboratory Determination of Water (Moisture) Content of Soil and Rock. 7. ASTM D2487 - Standard Test Method for Classification of Soils for Engineering Purposes. 8. ASTM D2488 - Standard Practice for Description and Identification of Soils (Visual-Manual Procedures). 9. ASTM D2922 - Density of Soil in Place by Nuclear Methods (Shallow Depth). 10. ASTM D3017 - Standard Test Method for Water Content of Soil in Place by Nuclear Methods (Shallow Depth). 11. ASTM D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 12. ASTM D5268 - Standard Specifications for Topsoil Used for Landscaping Purposes 13. ASTM D2974 - Standard Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils B. Where reference is made to one of the above standards, the revision in effect at the time of bid opening shall apply. 1.05 QUALITY ASSURANCE A. The quality assurance consists of laboratory conformance testing of samples supplied from each soil source and testing during installation. B. Conformance testing requirements are specified in Paragraph 1.07 1.06 PROTECTION A. The CONTRACTOR is solely responsible for protection of the work. Completed work that is damaged by weather or other means shall be repaired by the CONTRACTOR at no additional cost to the OWNER. 1.07 SOIL TESTING January 2017 02701-3 A. Prior to the placement of the Drainage Layer and Erosion Layer and during such placement, the CQA Officer shall select areas within the limits of the work for testing. The CONTRACTOR shall cooperate fully in obtaining the information desired. B. Laboratory soil testing shall be performed in accordance with the standards listed in paragraph 1.04. 1. Perform particle size distribution test (ASTM D422), Atterberg limits (ASTM D4318), and Standard Proctor compaction test (5 point curve, ASTM D 698) for each soil type proposed for use as Drainage Layer and Erosion Layer soils and for every 20,000 cubic yards (or change in material) of Drainage Layer and Erosion Layer soil used. Three Organic Content (loss on ignition, ASTM D2974) tests shall be performed for soil to be used in the top 6 inches. C. The in-place density and moisture content of the Drainage Layer and Erosion Layer soil shall be measured. At minimum, the testing frequency shall be 1 test per 2-acres per lift of fill (or 1 test per lift of fill if the area being worked is less than 2-acres in size). D. Erosion Layer Analysis: a. A soil analysis shall be performed by a qualified independent soil-testing agency stating percentages of organic matter, inorganic matter (silt, clay, and sand), deleterious material, pH, and mineral and plant- nutrient content of topsoil. b. Report suitability of Erosion Layer for lawn growth. c. State recommended quantities of nitrogen, phosphorus, and potash nutrients and any limestone, aluminum sulfate, or other soil amendments to be added to produce a satisfactory growth layer. 1.08 DELIVERY, STORAGE AND HANDLING A. Materials shall be stockpiled at designated areas within the limits of construction approved by the OWNER. At the end of each day, the material will be smooth rolled and sloped to minimize erosional impact on the stockpile. Removal of stockpile material shall be done in a manner to minimize intrusion of soils adjacent to and beneath the stockpile. PART 2: PRODUCTS 2.01 MATERIALS A. Materials for use as Drainage Layer and Erosion Layer soils shall be as described below. Each source of each material shall be identified. January 2017 02701-4 Materials shall be furnished as required from approved off-site or on-site sources and hauled to the site. B. The soil used to construct the Drainage Layer and Erosion Layer shall be capable of maintaining vegetation and conform to the following criteria. a. The soil shall have 100% passing the 3-inch sieve. b. 80% shall pass the #4 sieve; at least 15% shall pass the # 200 sieve. c. The organic content shall be at least 4% (upper 6” only). d. Free of extraneous materials harmful to plant growth 2.02 SOIL AMENDMENTS The following materials may be included or considered as amendments to the seeding plan in addition to the recommendations initiated in the soil analysis. A. Lime: ASTM C 602, Class T, agricultural limestone containing a minimum 80 percent calcium carbonate equivalent, with a minimum 99 percent passing a No. 8 (2.36 mm) sieve and a minimum 75 percent passing a No. 60 (250 micrometer) sieve. Provide lime in the form of dolomitic limestone. B. Aluminum Sulfate: Commercial grade, unadulterated. C. Sand: Clean, washed, natural or manufactured sand, free of toxic materials. D. Perlite: Horticultural perlite, soil amendment grade. E. Peat Humus: Finely divided or granular texture, with a pH range of 6 to 7.5, composed of partially decomposed moss peat (other than sphagnum), peat humus, or reed-sedge peat. F. Sawdust or Ground-Bark Humus: Decomposed, nitrogen-treated, of uniform texture, free of chips, stones, sticks, soil, or toxic materials. 1. When site treated, mix with at least 0.15 lb of ammonium nitrate or 0.25 lb of ammonium sulfate per cu. ft. of loose sawdust or ground bark. G. Manure: Well-rotted, unleached stable or cattle manure containing not more than 25 percent by volume of straw, sawdust, or other bedding materials; free of toxic substances, stones, sticks, soil, weed seed, and material harmful to plant growth. January 2017 02701-5 H. Herbicides: EPA registered and approved, of type recommended by manufacturer. I. Water: from approved source PART 3: EXECUTION 3.01 DRAINAGE LAYER AND EROSION LAYER PLACEMENT A. Placement of the Drainage Layer shall not start until the underlying layer is accepted and all required testing and surveying is completed and accepted by the CQA Officer and Owner. B. Any damage to the underlying components shall be repaired immediately in accordance with the specifications. An approximate 4-foot thick traffic surface shall be constructed to support haul trucks and other non-low ground pressure equipment. Soil for the Drainage Layer and Erosion Layer shall be compacted to at least 93% of its maximum dry density as determined by ASTM D698. C. Care shall be taken to protect the underlying layer. Ramps shall be provided on slope locations used for entry and exit and in other heavily traveled areas. Only large radius turns by equipment shall be permitted as sharp turns may damage the liner. D. Only low-ground-pressure equipmentshall be used for spreading and grading of the Drainage Layer and Erosion Layer. E. Drainage Layer and Erosion Layer soil shall be placed on the side slopes starting at the toe of the slope and working toward the top of the slope unless otherwise approved by the CQA Officer. F. The surfaces of filled areas shall be graded to smooth true lines, strictly conforming to grades indicated on the grading plan and no soft spots or un- compacted areas will be allowed in the work. H. No compacting shall be done when the material is too wet either from precipitation, surface water runoff, or from excess application of water. At such times, work shall be suspended until the previously placed and new materials have dried sufficiently to permit proper compaction. I. Water For Compaction 1. The CONTRACTOR shall utilize water as required to guarantee constructability and protection of the in-place and stored soil. January 2017 02701-6 2. The CONTRACTOR shall provide water from an OWNER approved source. 3. The water shall be of suitable quality approved by the CQA Officer. J. During construction, the CONTRACTOR shall make all necessary provisions to deal with inclement weather conditions. The CONTRACTOR shall be fully responsible for control of storm water during installation of the Drainage Layer and Erosion Layer. K. No material shall be placed, spread, or compacted while the ground or the soil material is frozen/thawing, saturated, desiccated, during unfavorable weather conditions or periods of precipitation. The Drainage Layer and Erosion Layer surfaces must be made smooth and free from ruts or indentations at the end of any working day when significant precipitation is forecast and/or at the completion of the compaction operations in that area in order to prevent saturation of the material. L. Prior to seeding and mulching the CONTRACTOR shall scarify the finished surface of the Erosion Layer to a depth of 3 inches. The surface shall be mechanically or hand raked to remove any loose roots or rocks. M. Soil for Drainage and Erosion Layer construction shall be placed and compacted in lifts. The maximum loose lift thickness shall be 8 inches. Soil for Drainage and Erosion Layer shall be compacted to at least 92% of its maximum dry density as determined by ASTM D 698. The Contractor may install the Drainage and Erosion Layer in thicker lift(s) provided an adequate demonstration, as determined by the CQA Officer, is made that adequate compaction is achieved throughout the entire lift thickness. 3.02 FIELD QUALITY ASSURANCE A. The field quality assurance tests shall be conducted in accordance with Paragraph 1.07. B. Re-constructed areas shall have feathered, overlapping edges that tie into adjacent areas. C. The CONTRACTOR shall submit a survey plan with final elevation of top of Drainage Layer and Erosion Layer for CQA Officer's approval in accordance with Section 01050. 3.03 DISPOSAL OF SURPLUS MATERIAL January 2017 02701-7 A. No excavated materials shall be removed from the site of the work or disposed of by the CONTRACTOR except as specified by the CQA Officer. Materials shall be neatly piled on-site at locations directed by the OWNER so as not to inconvenience the public and adjoining property owners until used or otherwise disposed of as specified below. B. Surplus Drainage Layer and Erosion Layer soil shall become the property of the OWNER and be stockpiled as directed by the OWNER. 3.04 GRADING A. Grading shall be performed at all places that are indicated on the Drawings, to the lines, grades and elevations shown and otherwise as directed by the ENGINEER. During the process of grading, the subgrade shall be maintained in such condition that it will be well drained at all times. When directed, temporary drains and drainage ditches shall be installed to intercept or divert surface water which may affect the performance or condition of the work. B. If at the time of grading it is not possible to place material in its final location, it shall be stockpiled for later use in areas approved by the CQA Officer. Stockpiled material shall be smooth rolled at the end of each day to promote runoff of stormwater. C. The Owner reserves the right to make minor adjustments or revisions in lines or grades if found necessary as the work progresses, in order to obtain satisfactory construction. END OF SECTION NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CLOSURE PLAN FEBRUARY 2017 1100 Crescent Green Drive, Suite 208 Cary, North Carolina 27518 • O: 919-792-1900 • F: 866-311-7206 NC FIRM C-2910 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CLOSURE PLAN i CONTENTS 1.0 INTRODUCTION ............................................................................................................................................................... 1 2.0 DESCRIPTION OF THE CAP SYSTEM....................................................................................................................... 1 3.0 LARGEST AREA REQUIRING THE SPECIFIED CAP SYSTEM ......................................................................... 2 4.0 MAXIMUM INVENTORY OF WASTES ON-SITE ................................................................................................... 2 5.0 SCHEDULING FOR COMPLETING ALL CLOSURE ACTIVITIES ..................................................................... 2 5.1 INITIATING CLOSURE .............................................................................................................................................. 2 5.2 COMPLETING CLOSURE .......................................................................................................................................... 3 5.3 NOTIFICATION OF CLOSURE COMPLETION .................................................................................................. 3 5.4 RECORDATION OF CLOSURE ................................................................................................................................ 3 6.0 COST ESTIMATE FOR CLOSURE ACTIVITIES ...................................................................................................... 3 TABLES: Table 6-1 - Engineer’s Opinion of Closure Costs NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CLOSURE PLAN Page 1 of 3 1.0 INTRODUCTION Rule 15A NCAC 13B .0543 specifies the Closure Plan, at a minimum, must include the following information: (1) A description of the cap system and the methods and procedures to be used to install the cap that conforms to the requirements set forth in Paragraph (c) of this Rule; (2) An estimate of the largest area of the C&DLF unit requiring the specified cap system at any time during the active life that is consistent with the drawings prepared for: (3) The operation plan for an existing C&DLF unit, or (4) The engineering plan or facility plan for a lateral expansion or new C&DLF unit; (5) An estimate of the maximum inventory of wastes on-site over the active life of the landfill facility; (6) A schedule for completing all activities necessary to satisfy the closure criteria set forth in Paragraph (c) of this Rule; and (7) The cost estimate for closure activities as required under Rule .0546 of this Section. Each of these requirements is discussed below. 2.0 DESCRIPTION OF THE CAP SYSTEM The cap system will consist of the following components: (1) Passive Shallow Gas Vents: Passive shallow gas vents consist of graded aggregate collection media, perforated PVC piping, solid PVC pipe riser, and a galvanized turbine vent. Waste excavated during installation of gas vents shall be relocated and covered with intermediate soil prior to closure cap installation. Details of passive shallow gas vent construction are shown on the Engineering Plan Drawings. (2) Low-Permeability Layer: The low-permeability layer consists of a minimum 18 inches of 1.0 x 10-5 cm/sec earthen material. Specific requirements for the low-permeability layer are described in the CQA Plan. (3) Erosion Layer: The erosion layer consists of a minimum of 18 inches of earthen material that is capable of sustaining native plant growth. The final cover surface will be vegetated upon completion of the final cover installation according to the project seeding specifications. (4) Surface Water Control Features: Surface water control features including diversion berms and downdrain pipes are included in the final closure system. Surface water control features will be installed above the Erosion Layer using earthen materials and pipe as NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CLOSURE PLAN Page 2 of 3 specified in the CQA Plan. Details of diversion berms and downdrain pipes, as well as planned locations, are shown on the Engineering Plan Drawings. The final cover system will be placed on prepared intermediate cover at a maximum slope of 4H:1V. The minimum slope of the top of the landfill shall be a minimum of 5%. Construction quality assurance requirements for final cover system components can be found in the CQA Plan. Final cover system details are shown on the Engineering Drawings. 3.0 LARGEST AREA REQUIRING THE SPECIFIED CAP SYSTEM The largest area of the C&DLF unit requiring the specified cap system at any time during the active life of the proposed 15.8-acre Horizontal Expansion of the existing 11.3-acre Nash County C&DLF is estimated to be approximately 27-acres. 4.0 MAXIMUM INVENTORY OF WASTES ON-SITE The maximum inventory of wastes on-site over the active life of the existing 11.3-acre Nash County C&DLF and proposed 15.8-acre Horizontal Expansion is estimated to be a gross capacity (bottom of waste to top of final cover) of approximately 2,406,234 cubic yards, which equates to approximately 847,400 tons of waste. 5.0 SCHEDULING FOR COMPLETING ALL CLOSURE ACTIVITIES 5.1 INITIATING CLOSURE The owner and operator must begin closure activities for that portion of each C&DLF unit meeting one or more of the following requirements, unless an extension has been granted by the Division. Extensions beyond the deadline for beginning closure may be granted by the Division if the owner or operator demonstrates that the portion of the C&DLF unit has the capacity to receive additional wastes and the owner and operator has taken and will continue to take all steps necessary to prevent threats to human health and the environment from the unclosed C&DLF unit: (1) No later than 30 days after the date on which the C&DLF unit receives the known final receipt of wastes; (2) No later than 30 days after the date that a 10 acre or greater area of waste, is within 15 feet of final design grades; or (3) No later than one year after the most recent receipt of wastes, if the C&DLF unit has remaining capacity. Prior to beginning closure of each C&DLF unit as specified above, an owner or operator must notify the Division that a notice of the intent to close the unit has been placed in the operating record. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION CLOSURE PLAN Page 3 of 3 5.2 COMPLETING CLOSURE The owner and operator of all C&DLF units must complete closure activities of each C&DLF unit in accordance with the closure plan within 180 days following the beginning of closure as specified in Subparagraph (5) of this Paragraph. Extensions of the closure period may be granted by the Division if the owner or operator demonstrates that closure will, of necessity, take longer than 180 days and they have taken and will continue to take all steps to prevent threats to human health and the environment from the unclosed C&DLF unit. Within 30 days of completion of Closure Cap Construction, a Closure Cap CQA report prepared in accordance with of the CQA Plan, Section 3.2 FINAL COVER CAP CONSTRUCTION, and submitted to the Department. 5.3 NOTIFICATION OF CLOSURE COMPLETION Following closure of each C&DLF unit, the owner or operator must notify the Division that a certification, signed by the project engineer verifying that closure has been completed in accordance with the closure plan, has been placed in the operating record. 5.4 RECORDATION OF CLOSURE Following closure of all C&DLF units, the owner or operator must record a notation on the deed to the landfill facility property at the local county Register of Deeds office, or some other instrument that is normally examined during title search, and notify the Division that the notation has been recorded and a copy has been placed in the operating record. The notation on the deed shall in perpetuity notify any potential purchaser of the property that the land has been used as a C&DLF unit or facility and its use is restricted under the closure plan approved by the Division. 6.0 COST ESTIMATE FOR CLOSURE ACTIVITIES A copy of the Closure Estimate is included in Table 6-1. Table 6-1. Engineer’s Opinion of Closure Costs Nash County C&DLF and Horizontal Expansion (Phases 1 - 9) It e m De s c r i p t i o n Es t i m a t e d Qu a n t i t y Un i t Un i t Pr i c e FY ' 1 7 $ ' s Ex t e n d e d To t a l FY ' 1 7 $ ' s C o m m e n t s 1 S u r v e y s a n d L a y o u t 2 7 A C 8 0 0 . 0 0 $ 2 1 , 6 0 0 . 0 0 $ G & M H i s t o r i c E s t i m a t e 2 T e m p o r a r y E r o s i o n C o n t r o l s 1 . 0 L S 1 , 0 0 0 . 0 0 $ 1 , 0 0 0 . 0 0 $ B o r r o w S i t e O n l y 3 1 2 " I n t e r m e d i a t e C o v e r P l a c e m e n t 8 , 0 0 0 C Y 5 . 0 0 $ 4 0 , 0 0 0 . 0 0 $ O n - s i t e M a t e r i a l 4 F i n e - G r a d e I n t e r m e d i a t e C o v e r 2 7 . 0 0 A C 1 , 5 0 0 . 0 0 $ 4 0 , 5 0 0 . 0 0 $ G & M H i s t o r i c E s t i m a t e 5 18 " T h i c k 1 x 1 0 -5 c m / s e c C l a y L i n e r P u r c h a s e 65 , 3 4 0 C Y - $ - $ O n - s i t e M a t e r i a l 6 18 " T h i c k 1 x 1 0 -5 c m / s e c C l a y L i n e r H a u l & P l a c e 65 , 3 4 0 C Y 5 . 0 0 $ 3 2 6 , 7 0 0 . 0 0 $ O n - s i t e M a t e r i a l 7 1 8 " T h i c k V e g e t a t i v e S o i l L a y e r P u r c h a s e 6 5 , 3 4 0 C Y - $ - $ O n - s i t e M a t e r i a l 8 1 8 " T h i c k V e g e t a t i v e S o i l L a y e r H a u l & P l a c e 6 5 , 3 4 0 C Y 3 . 0 0 $ 1 9 6 , 0 2 0 . 0 0 $ O n - s i t e M a t e r i a l 9 T e r r a c e B e r m s S o i l P u r c h a s e 3 2 , 4 0 0 C Y - $ - $ O n - s i t e M a t e r i a l - 3 0 0 L F B e r m / A C C l o s u r e * 4 C Y s o i l / L F b e r m 10 T e r r a c e B e r m s S o i l H a u l & P l a c e 3 2 , 4 0 0 C Y 3 . 0 0 $ 9 7 , 2 0 0 . 0 0 $ O n - s i t e M a t e r i a l - 3 0 0 L F B e r m / A C C l o s u r e * 4 C Y s o i l / L F b e r m 11 T u r f R e i n f o r c e m e n t M a t t i n g o n T e r r a c e B e r m s 3 1 , 5 0 0 S Y 4 . 5 0 $ 1 4 1 , 7 5 0 . 0 0 $ 3 0 0 L F b e r m / A c * 3 5 S F m a t t i n g / L F B e r m 12 2 4 " D I A . C o r r u g a t e d H D P E D o w n d r a i n P i p e 1 , 3 5 0 L F 4 0 . 0 0 $ 5 4 , 0 0 0 . 0 0 $ 5 0 L F d o w n d r a i n / A c r e C l o s u r e 13 G a s S y s t e m - S h a l l o w G a s V e n t 2 7 . 0 E A 2 , 0 0 0 . 0 0 $ 5 4 , 0 0 0 . 0 0 $ 1 L F G w e l l p e r a c r e 14 E n e r g y D i s s a p a t o r 7 . 0 E A 4 , 0 0 0 . 0 0 $ 2 8 , 0 0 0 . 0 0 $ 1 D i s s a p a t o r / 4 A C 15 S e e d i n g & M u l c h i n g 2 7 . 0 A C 1 , 5 0 0 . 0 0 $ 4 0 , 5 0 0 . 0 0 $ G & M H i s t o r i c E s t i m a t e 16 B o n d s , I n s u r a n c e , M o b i l i z a t i o n 4 . 0 0 % o f I t e m s A b o v e 4 1 , 6 5 0 . 8 0 $ G & M H i s t o r i c E s t i m a t e Su b t o t a l - C o n s t r u c t i o n 1 , 0 8 2 , 9 2 0 . 8 0 $ $4 0 , 1 0 8 p e r a c r e 1 C o n s t r u c t i o n D o c u m e n t s & B i d d i n g 1 . 0 E A 2 5 , 0 0 0 . 0 0 $ 2 5 , 0 0 0 . 0 0 $ P e r E a c h O c c u r a n c e ( A s s u m e s 1 ) 2 F i e l d M o n i t o r i n g 8 1 0 H R 7 5 . 0 0 $ 6 0 , 7 5 0 . 0 0 $ 3 0 h r s / A c 3 L a b T e s t i n g 2 7 . 0 A C 2 , 5 0 0 . 0 0 $ 6 7 , 5 0 0 . 0 0 $ G & M H i s t o r i c E s t i m a t e 4 E n g i n e e r i n g C e r t i f i c a t i o n 1 . 0 E A 1 5 , 0 0 0 . 0 0 $ 1 5 , 0 0 0 . 0 0 $ P e r E a c h O c c u r a n c e ( A s s u m e s 1 ) 5 D e e d N o t a t i o n 1 . 0 E A 2 , 0 0 0 . 0 0 $ 2 , 0 0 0 . 0 0 $ P e r E a c h O c c u r a n c e ( A s s u m e s 1 ) Su b t o t a l - E n g i n e e r i n g a n d C Q A 1 7 0 , 2 5 0 . 0 0 $ $6 , 3 0 6 p e r a c r e To t a l C l o s u r e C o s t F Y ' 1 7 $ ' s 1 , 2 5 3 , 1 7 0 . 8 0 $ $4 6 , 4 1 4 p e r a c r e En g i n e e r i n g & C Q A TA B L E 6 - 1 EN G I N E E R ' S O P I N I O N O F C L O S U R E C O S T S NA S H C O U N T Y C & D L F A N D H O R I Z O N T A L E X P A N S I O N ( P H A S E S 1 - 9 ) ( N C S W P e r m i t N o . 6 4 0 3 ) Co n s t r u c t i o n NASH COUNTY C&DLF AND HORIZONTAL EXPANSION POST-CLOSURE PLAN FEBRUARY 2017 1100 Crescent Green Drive, Suite 208 Cary, North Carolina 27518 • O: 919-792-1900 • F: 866-311-7206 NC FIRM C-2910 NASH COUNTY C&DLF AND HORIZONTAL EXPANSION POST-CLOSURE PLAN i CONTENTS 1.0 INTRODUCTION ................................................................................................................................................. 1 2.0 MONITORING AND MAINTENANCE ACTIVITIES ................................................................................ 1 3.0 RESPONSIBLE PERSON CONTACT ............................................................................................................. 2 4.0 PLANNED USES DURING THE POST-CLOSURE PERIOD .................................................................. 2 5.0 COST ESTIMATE FOR POST-CLOSURE ACTIVITIES ........................................................................... 2 6.0 FINANCIAL ASSURANCE FOR PACA .......................................................................................................... 2 TABLES: TABLE 7–1 - ENGINEER’ OPINION OF POST-CLOSURE COSTS TABLE 7–2 - SUMMARY OF FINANCIAL ASSURANCE REQUIREMENTS NASH COUNTY C&DLF AND HORIZONTAL EXPANSION POST-CLOSURE PLAN Page 1 of 2 1.0 INTRODUCTION Rule 15A NCAC 13B .0543 specifies the Post-Closure Plan, at a minimum, must include the following information: (1) A description of the monitoring and maintenance activities required for each C&DLF unit, and the frequency at which these activities must be performed; (2) Name, address, and telephone number of the person or office responsible for the facility during the post-closure period; (3) A description of the planned uses of the property during the post-closure period. Post- closure use of the property must not disturb the integrity of the cap system, base liner system, or any other components of the containment system, or the function of the monitoring systems unless necessary to comply with the requirements in this Section. The Division may approve disturbance if the owner or operator demonstrates that disturbance of the cap system, base liner system, or other component of the containment system, including any removal of waste, will not increase the potential threat to human health or the environment; and (4) The cost estimate for post-closure activities required under Rule .0546 of this Section. Each of these requirements is discussed below. 2.0 MONITORING AND MAINTENANCE ACTIVITIES The closed unit will be examined annually by the responsible party for a minimum of a 30 year post-closure period to ensure the integrity and effectiveness of the final cover system, surface water systems, groundwater monitoring system, landfill gas system, and to protect human health and the environment to include: (1) Examination of the security control devices for signs of deterioration or vandalism to ensure warning signs are legible and access is limited to authorized persons. (2) Examination of the access roads to ensure access to the site and all monitoring points for inspection and maintenance purposes. (3) Examination of the final cover system for signs of settlement, subsidence, and displacement or breaches to the final cover system components, erosion damage, and lack of vegetative cover. (4) Examination of Run-On/Run-Off Control Structures drainage swales and channels for signs of clogged or damaged structures, including recessed down piping components. (5) Examination of Landfill Gas Control System for signs of accumulation of liquids (condensate, leachate, water), binding or corrosion. NASH COUNTY C&DLF AND HORIZONTAL EXPANSION POST-CLOSURE PLAN Page 2 of 2 (6) Examination of Groundwater Monitoring System for signs of well tampering, and cracking or degradation of the concrete pad. (7) Examination of benchmark for signs of tampering and degradation. A report of findings, including recommendations for actions deemed necessary to ensure the site continues to meet the post-closure performance standard will be made to the responsible party and will be placed in the operating record. If corrective actions are required to ensure the site continues to meet the post-closure performance standard, a report of any corrective actions undertaken and certifications by a registered engineer the closure plan has been followed will be placed in the operating record. At the end of the post closure period, the individual certifications will be compiled into a final document and forwarded to the DWM. Groundwater Monitoring and Surface Water Monitoring will be conducted at the closed unit two times per year by the responsible party for a minimum of a 30 year post-closure period. Gas Monitoring will be conducted at the closed unit four times per year by the responsible party for a minimum of a 30-year post-closure period. 3.0 RESPONSIBLE PERSON CONTACT All correspondence and questions concerning the post-closure care of the unit should be directed to: Landfill Site Nash County Health Department 3057 Duke Road PO Box 849 Nashville, N.C. 27856 Nashville, N.C. 27856 Phone: (252) 459-9899 Phone: (252) 459-9823 4.0 PLANNED USES DURING THE POST-CLOSURE PERIOD After filling operations cease at the landfill and the landfill is officially closed in accordance with the Closure Plan, the landfill will be maintained as a grassy hill. Nash County Landfill will maintain control of the property and prevent public access to it during the post-closure period. 5.0 COST ESTIMATE FOR POST-CLOSURE ACTIVITIES A copy of the Post Closure Estimate is included in Table 7-1. 6.0 FINANCIAL ASSURANCE FOR PACA Financial assurance in the amount of $1 million will be provided for potential assessment and corrective action (PACA) in accordance with NCGS 130A- 295.2 (h1). Table 7-2 presents the Summary of Financial Assurance Requirements for the Nash County C&DLF and Horizontal Expansion (Phase 1 – 9). Table 7-1. Engineer’ Opinion of Post-Closure Costs Nash County C&DLF and Horizontal Expansion (Phases 1 - 9) It e m De s c r i p t i o n Ev e n t To t a l FY ' 1 7 $ ' s Total Annual Costs FY '17 $'s 1 A d m i n i s t r a t i o n / R e c o r d k e e p i n g 4 0 H r s 1 0 0 . 0 0 $ / H r 4 , 0 0 0 . 0 0 $ 1 / Y r 4 , 0 0 0 . 0 0 $ 2 G r o u n d w a t e r M o n i t o r i n g 8 E a 1 , 0 0 0 . 0 0 $ / E a 8 , 0 0 0 . 0 0 $ 2 / Y r 1 6 , 0 0 0 . 0 0 $ 3 S u r f a c e W a t e r M o n i t o r i n g 2 E a 1 , 0 0 0 . 0 0 $ / E a 2 , 0 0 0 . 0 0 $ 2 / Y r 4 , 0 0 0 . 0 0 $ 4 G a s M o n i t o r i n g 1 1 E a 1 0 0 . 0 0 $ / E a 1 , 1 0 0 . 0 0 $ 4 / Y r 4 , 4 0 0 . 0 0 $ 5 M o w i n g 2 7 A c 1 0 0 . 0 0 $ / A c 2 , 7 0 0 . 0 0 $ 1 / Y r 2 , 7 0 0 . 0 0 $ 6 S t o r m w a t e r S t r u c t u r e s M a i n t e n a n c e 1 E a 2 , 0 0 0 . 0 0 $ / E a 2 , 0 0 0 . 0 0 $ 1 / Y r 2 , 0 0 0 . 0 0 $ 7 F i n a l C o v e r S y s t e m R e p a i r 1 A c 5 , 0 0 0 . 0 0 $ / A c 5 , 0 0 0 . 0 0 $ 1 / Y r 5 , 0 0 0 . 0 0 $ To t a l A n n u a l P o s t C l o s u r e C o s t F Y ' 1 7 $ ' s 3 8 , 1 0 0 . 0 0 $ Re m a i n i n g Y e a r s 3 0 To t a l P o s t C l o s u r e C o s t 1 , 1 4 3 , 0 0 0 . 0 0 $ Un i t Pr i c e Pe r E v e n t FY ' 1 7 $ ' s Es t i m a t e d Ev e n t Qu a n t i t y An n u a l Ev e n t s TA B L E 7 - 1 EN G I N E E R ' S O P I N I O N O F P O S T - C L O S U R E C O S T S NA S H C O U N T Y C & D L F A N D H O R I Z O N T A L E X P A N S I O N ( P H A S E S 1 - 9 ) (N C S W P e r m i t N o . 6 4 0 3 ) Table 7-2. Summary of Financial Assurance Requirements Nash County C&DLF and Horizontal Expansion (Phases 1 - 9) It e m De s c r i p t i o n To t a l FY ' 1 7 $ ' s C o m m e n t s 1 N a s h C o u n t y C & D L F ( P h a s e s 1 - 9 ) - E s t i m a t e d C l o s u r e C o s t 1 , 2 5 3 , 1 7 0 . 8 0 $ ( S e e T a b l e 6 - 1 ) 2 N a s h C o u n t y C & D L F ( P h a s e s 1 - 9 ) - E s t i m a t e d P o s t - C l o s u r e C o s t 1 , 1 4 3 , 0 0 0 . 0 0 $ ( S e e T a b l e 7 - 1 ) 3 N a s h C o u n t y C & D L F ( P h a s e s 1 - 9 ) P o t e n t i a l As s e s s m e n t & C o r r e c t i v e A c t i o n C o s t 1 , 0 0 0 , 0 0 0 . 0 0 $ P e r N C G S 1 3 0 A - 2 9 5 . 2 ( h 1 ) TO T A L F Y ' 1 7 $ ' s 3 , 3 9 6 , 1 7 0 . 8 0 $ NO T E S : 1) A l l c o s t p r o j e c t i o n s a r e p r e s en t e d i n 2 0 1 7 d o l l a r s . A p p r o p r i a t e an n u a l e s c a l a t o r s s h o u l d b e a p p l i e d . TA B L E 7 - 2 S U M M A R Y O F F I N A N C I A L A S S U R A N C E R E Q U I R E M E N T S NA S H C O U N T Y C & D L F A N D H O R I Z O N T AL E X P A N S I O N ( P H A S E S 1 - 9 ) ( N C S W P e r m i t N o . 6 4 0 3 )