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Home My WebLink About7803_Robeson_CDLF_ApplicationPTC_DIN27577_20170403 9731-F Southern Pine Blvd. Charlotte, NC 28273 tel: 704/817-2037 fax: 704/837-2010 www.JoyceEngineering.com March 31, 2017 Mr. Larry Frost Environmental Engineer NCDEQ Solid Waste Section Solid Waste Section – Permitting Branch 2090 U.S. Highway 70 Swannanoa, North Carolina 28778-8211 RE: C&D Landfill Expansion Permit to Construct Application Robeson County Landfill Permit No. 7803-CDLF-1997 JOYCE Project No. 820.1703.11 Task 1 Dear Mr. Frost: On behalf of Robeson County, Joyce Engineering, Inc. (JOYCE) is submitting the enclosed Permit to Construct Application for the C&D Landfill Expansion at Robeson County. We request that the Solid Waste Section proceed with the review of this application. Please let us know if you have any questions or if there are additional issues that might be resolved by phone or email in order to expedite your review. Sincerely, JOYCE ENGINEERING Amy Davis, P.E. Technical Consultant Attachments Permit to Construct Application (Volumes 1 and 2) Cc: Mr. Ed Mussler, PE, NCDEQ Central Office Mr. Gene Walters, Robeson County Landfill, Solid Waste Director PREPARED FOR: ROBESON COUNTY SOLID WASTE MANAGEMENT 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 PERMIT NO. 7803-CDLF-1997 ROBESON COUNTY LANDFILL C&D LANDFILL EXPANSION VOLUME 1, SECTION I GENERAL APRIL 2017 PREPARED BY: 9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: 704.817.2037 FAX: 704.837.2010 JOYCE PROJECT NO: 820.1703.11 TASK 1 ________________________________________________________________________ Section I - General 1 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St Pauls, North Carolina VOLUME 1, SECTION I GENERAL The Robeson County Solid Waste Management Facility (Facility) is owned and operated by Robeson County. Robeson County currently operates a Municipal Solid Waste (MSW) landfill and a Construction and Demolition (C&D) landfill under Solid Waste Permit Numbers 7803-MSW-1997 and 7803-CDLF-1997, respectively. The facility is located on Landfill Road, directly south of North Carolina Highway 20 and approximately four miles east of the intersection of Broad Street and 5th Street in St. Pauls, North Carolina. The landfill site is approximately 537 acres. The site is bound on the west and north by private property owners, on the east by a commercial property owner and on the south by the Big Marsh Swamp. The Phase 1 portion of the MSW Landfill, a 32.9-acre area is unlined and received MSW from 1985 to 1997 (Brown & Caldwell, 2009). The Phase 1 area was subsequently permitted to receive C&D waste. In this Permit to Construct Application, Robeson County is proposing to expand their existing C&D Landfill (Permit No. 7803-CDLF- 1997) onto the 9-acre area west of the existing C&D Landfill, which was approved by North Carolina Department of Environmental Quality (NCDEQ) for unlined C&D disposal in 1997. In order to maximize waste disposal capacity, Robeson County is also proposing to expand the waste footprint to include filling the 100-foot buffer in between the existing C&D Landfill and the 9-acre permitted C&D landfill area with a piggyback area onto the existing C&D Landfill. The total footprint of the proposed expansion is 23.3 acres, whereas 11.5 acres are piggyback on existing C&D landfill. The 9 acres of unlined C&D Landfill area west of the existing C&D Landfill was approved for C&D disposal as part of the Permit to Construct Application submitted by SM&E, Inc. in July 1996. However, with twenty (20) years passing between the approval and the desire to start construction, the facility must resubmit a complete Permit to Construct Application. Accordingly, this report was prepared on behalf of Robeson County in accordance with the North Carolina Solid Waste Management Rules, 15A NCAC 13B, Sections 0536, .0537, .0539, .0541, .0542, .0543, and .0544. The intent is to demonstrate compliance with the applicable permit application requirements therein so that a Solid Waste Permit may be issued for expansion of the Robeson County C&D Landfill. This application contains nine sections as follows:  Volume 1 • I - General • II - Site Suitability (15A NCAC 13B .0536) • III - Facility Plan (15A NCAC 13B .0537) • IV - Engineering Plan (15A NCAC 13B .0539 and 15A NCAC 13B .0541) ________________________________________________________________________ Section I - General 2 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St Pauls, North Carolina  Volume 2 • V - Operations Plan (15A NCAC 13B .0542) • VI - Closure and Post Closure Plan (15A NCAC 13B .0543 ) • VII - Monitoring Plans (15A NCAC 13B .0544) Each section contains tables, figures, drawings and appendices specific to its content. These are provided at the end of each of the sections behind identifying tabs. There are three sets of drawings referenced in the report. The Facility Plan drawings, Engineering Plan drawings, and the Operation Plan drawings are included with their respective sections. The Erosion and Sedimentation Control Plans are being submitted separately to NC DEQ’s Division of Land Quality for approval. PREPARED FOR: ROBESON COUNTY SOLID WASTE MANAGEMENT 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 PERMIT NO. 7803-CDLF-1997 ROBESON COUNTY LANDFILL C&D LANDFILL EXPANSION VOLUME 1, SECTION II SITE SUITABILITY APRIL 2017 PREPARED BY: 9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: 704.817.2037 FAX: 704.837.2010 JOYCE PROJECT NO: 820.1703.11 TASK 1 ________________________________________________________________________ Section II – Site Suitability 1 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St Pauls, North Carolina VOLUME 1, SECTION II SITE SUITABILITY The 9 acres of unlined C&D Landfill area west of the existing C&D Landfill was approved for C&D disposal as part of the Permit to Construct Application submitted by SM&E, Inc. in July 1996. Site suitability has previously been demonstrated for the facility, therefore, no additional information regarding location restrictions or local government approvals is being submitted with this application. As required by NCDEQ Solid Waste Section (DIN 27158 attached in Appendix II-1), with twenty (20) years passing between the approval and the desire to start construction, the facility is required to submit a Design Hydrogeologic Report which shall include at a minimum: new base grades with appropriate tables and figures, a Water Quality Monitoring Plan, and a Landfill Gas Monitoring Plan. To establish base grades for the C&D landfill expansion with appropriate separation from groundwater, the long-term high water table defined in the Design Hydrogeological Report for Phase 5 of the Robeson County Landfill, which was submitted to NCDEQ in April 2015, was used. A copy of NCDEQ final approval of Phase 5 Design Hydrogeologic Report is included in Appendix II-1. A copy of the revised Water Quality Monitoring Plan and a Landfill Gas Monitoring Plan are included in Volume 2, Section VII of this Permit to Construct Application. The newly designed base grades with appropriate separation to groundwater are presented in Volume 1, Section IV of this application. An updated wetlands characterization study has been performed, and a wetland jurisdictional determination (JD) report was submitted by Joyce Engineering Inc. to the Army Corps of Engineers for jurisdictional determination on March 30, 2017. A copy of the submittal to the Army Corps of Engineers is included in Appendix II-2. A copy of the Army Corps of Engineers determination will be mailed to the Solid Waste Section once received. APPENDICES APPENDIX II-1 CORRESPONDENCE WITH NCDEQ (DIN 27158) NCDEQ DESIGN HYDROGEOLOGIC APPROVAL PAT MCCRORY Governor DONALD R. VAN DER VAART Secretary MICHAEL SCOTT Director State of North Carolina | Environmental Quality | Waste Management 1646 Mail Service Center | 217 West Jones Street | Raleigh, NC 27699-1646 919 707 8200 T December 19, 2016 Sent Via Email – gene.walters@co.robeson.nc.us Mr. Gene Walters Solid Waste Director Robeson County Solid Waste Department 246 Landfill Road St. Pauls, North Carolina 28384 Re: C&D Expansion Hydrogeologic Proposal Approval Robeson County CDLF 7803-CDLF-1997 DIN 27158 Dear Mr. Walters, The Solid Waste Section (Section) has reviewed the C&D Landfill Expansion (DIN 27157) submitted on your behalf by Joyce Engineering on December 13, 2016. The correspondence proposes to use the long-term seasonal high water table elevations defined in the Design Hydrogeologic Report for Phase 5 to establish new base grades for the 9-acre expansion area and the 1.75-acre buffer area. The Section approves this proposal. The Section understands a Permit to Construct Application was submitted by S&ME, Inc. in July 1996 and subsequently approved. However, with twenty (20) years passing between the approval and the desire to start construction, the facility shall submit a Design Hydrogeologic Report which shall include at a minimum: new base grades with appropriate tables and figures, a Water Quality Monitoring Plan, and a Landfill Gas Monitoring Plan. This report should also include an updated wetlands determination investigation. PAT MCCRORY Governor DONALD R. VAN DER VAART Secretary MICHAEL SCOTT Director State of North Carolina | Environmental Quality | Waste Management 1646 Mail Service Center | 217 West Jones Street | Raleigh, NC 27699-1646 919 707 8200 T If you have any questions or concerns, please do not hesitate to contact me via email elizabeth.werner@ncdenr.gov or phone (919) 707-8253. Sincerely, Elizabeth S. Werner Permitting Hydrogeologist Solid Waste Section Cc: Amy Davis, P.E. – Joyce Engineering Ed Mussler, P.E. – SWS, Permitting Brand Head Larry Frost – SWS, Permitting Engineer Amanda Freeman - SWS, Environmental Senior Specialist Drew Hammonds – SWS, FOB Eastern District Supervisor PAT MCCRORY Governor DONALD R. VAN DER VAART Secretary MICHAEL SCOTT Acting Director State of North Carolina | Environmental Quality | Waste Management 1646 Mail Service Center | 217 West Jones Street | Raleigh, NC 27699-1646 919 707 8200 T March 8, 2016 Sent Via Email ‐ steve.edge@co.robeson.nc.us Mr. Steve Edge Solid Waste Director Robeson County Solid Waste Department 246 Landfill Road St. Pauls, North Carolina 28384 Re: Design Hydrogeologic Approval Robeson County MSW Phase 5 Expansion 7803‐MSWLF‐1997 DIN 25725 Dear Mr. Edge, The Solid Waste Section (Section) has reviewed the Addendum to Phase 5 Design Hydrogeologic Report (DIN 24961) submitted on your behalf by Joyce Engineering on September 1, 2015 and the Revised Addendum to Phase 5 (DIN 25733) submitted via email on January 11, 2016. In the revised Addendum, the footprint of Phase 5 was expanded to the northern property line as well as the western border creating a total footprint of 19 acres. After numerous conversations with Joyce Engineering, the Section approves the Phase 5 Addendum. If you have any questions or concerns, please do not hesitate to contact me via email elizabeth.werner@ncdenr.gov or phone (919) 707‐8253. Sincerely, Elizabeth S. Werner Permitting Hydrogeologist Solid Waste Section Cc: Van Burbach, Ph.D., P.G. – Joyce Engineering Ed Mussler, P.E. – SWS, Permitting Brand Head John Murray – SWS, Permitting Engineer Drew Hammonds – SWS, Environmental Senior Specialist APPENDIX II-2 PRELIMINARY WETLAND JURISDICTIONAL DETERMINATION REPORT Prepared for: ROBESON COUNTY LANDFILL 246 Landfill Road St. Pauls, North Carolina PRELIMINARY JURISDICTIONAL DETERMINATION St. Pauls, NC March, 2017 Prepared by: 2211 West Meadowview Road, Suite 101 Greensboro, North Carolina 27407 Phone:(336) 323-0092 Fax: (336) 323-0093 March 27, 2017 Brennan Dooley U.S. Army Corps of Engineers Wilmington District RE: Preliminary Jurisdictional Determination Burke County- Johns River Landfill Dear Brennan: On behalf of the Robeson County, Joyce Engineering, Inc. (JEI) is submitting this preliminary report of the Jurisdictional determination for the proposed expansion of the Robeson County C&D Landfill in St. Pauls, North Carolina (Figure 1). Project Background The site area is a proposed C&D landfill expansion that will tie-in to the current C&D landfill. The delineation and subsequent permitting effort will be used in a solid waste permit application as required by the North Carolina Solid Waste Management Regulations. The property consists of approximately 169.3 acres of grassy fields, small wooded areas, soil borrow area, fields and existing permitted landfill facilities. The proposed waste disposal footprint is already significantly disturbed and used for mobile home storage, prior to disassembly. The waste footprint will be approximately 11.25 acres, with approximately 1.25 of the additional acreage will be used for ancillary activities such as sediment and erosion control features, roads, and grading. No streams are found on the property; however Big Marsh Swamp follows the southern property boundary. There will be no impacts to Big Marsh Swamp. (Drawing No. 3). Literature Review  The Soil Survey for Robeson County, North Carolina indicates that the majority of the expansion area is covered by approximately 40% +/- Norfolk Loamy Sand, and Approximately 60%+/- McColl Loam.  The National Wetland Inventory Map (NWI) for the study area does show forested wetlands within the study area. Field verification shows this false. A copy of the NWI map is included as Figure 4. FIGURES APPROXIMATE LOCATION OF PROPERTY LINE MSW LANDFILL PHASE 1-4 C&D LANDFILL PROPOSED C&D LANDFILL EXPANSION All rights reserved. Ó Joyce Engineering, Inc. PHONE: (336) 323-0092 2015 GREENSBORO, N.C. 27407 2211 WEST MEADOWVIEW ROAD Soil Map—Robeson County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/1/2017 Page 1 of 3 34° 47' 27'' N 78 ° 5 5 ' 4 ' ' W 34° 47' 27'' N 78 ° 5 4 ' 5 0 ' ' W 34° 47' 13'' N 78 ° 5 5 ' 4 ' ' W 34° 47' 13'' N 78 ° 5 4 ' 5 0 ' ' W N Map projection: Web Mercator Corner coordinates: WGS84 0 100 200 400 600 Feet 0 30 60 120 180 Meters Map Scale: 1:2,220 if printed on A portrait (8.5" x 11") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:20,000. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Robeson County, North Carolina Survey Area Data: Version 14, Sep 20, 2016 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 7, 2010—Apr 3, 2011 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Soil Map—Robeson County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/1/2017 Page 2 of 3 Map Unit Legend Robeson County, North Carolina (NC155) Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI JT Johnston soils 1.2 5.0% NoA Norfolk loamy sand, 0 to 2 percent slopes 4.0 16.0% NsC Norfolk and Faceville soils, 6 to 10 percent slopes 3.3 13.2% Pg Pantego fine sandy loam 0.0 0.1% Ra Rains sandy loam, 0 to 2 percent slopes 0.1 0.3% WaB Wagram loamy sand, 0 to 6 percent slopes 16.2 65.3% Totals for Area of Interest 24.7 100.0% Soil Map—Robeson County, North Carolina Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 3/1/2017 Page 3 of 3 DRAWINGS PHASE 1(CLOSED MSW) N C S T A T E H I G H W A Y 2 0 UNDISTURB E D ARCHAEOLOGI C A L SITEPHASE 1(PERMITTED C & D)ACTIVE P H A S E 3 ( P E R M I T T E D M S W ) P R O P E R T Y L I N E N C S T A T E H I G H W A Y 2 0 P H A S E 2 ( P E R M I T T E D M S W ) M H TOC = 155.18GROUND = 151.92 140 150 160 170 180 190 200 210 200 190 180 170 160150150 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 8 0 1 5 0 1 5 0 1 5 0 1 6 0 1 7 0 17 0 1 6 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 6 0 1 7 0 1 8 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 16 0 17 0 18 0 19 0 20 0 1 5 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 20 0 2 1 0 150 15 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 130140130130 150130140140140140150160160150160 150150150150 1 5 0 1 5 0 1 5 0 1 5 0 1 8 0 1 7 0 1 6 0 170180 160 150 150 150160170180190150150150140150150150130 1 5 0 1 5 0 P H A S E 4 ( P E R M I T T E D M S W ) A C T I V E ( A B ) SW-2 SW-1 SMP 1SMP 2SMP 3 PROPOSED LIMITSOF EXPANSION(11.7 AC. +/- )SAMPLE POINT (TYP)MW-19131.31MW-20130.60 M W - 2 1 1 3 5 . 0 4 M W - 2 2 1 3 4 . 7 4 MW-10127.73 M W - 2 3 1 3 7 . 6 4 MONITORING WELL IDENTIFICA T I O N AND GROUND WATER ELEVATI O N (TYP)EXISTING PERMITTEDSTORMWATER CHANNEL (TO BERE-ROUTED AROUND EXPANSION) P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\WETLANDS\WETLAND SITE DEVELOPMENT MAP.dwg Layout=Layout1 2211 W. MEADOWVIEW ROADGREENSBORO, NC 27407 PHONE: (336) 323-0092 8 2 0 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA 2017 D W G - 0 3 A S S H O W N C&D LANDFILL EXPANSION SITE STUDY MAP RWH RWH RWH RWH 03/17 0 ( F E E T ) G R A P H I C S C A L E 6 0 0 3 0 0 1 5 0 PROPOSED EXPANSION AREA L I M I T S O F E X I S T I N G M S W L A N D F I L L A R E A LIMITS OF EXISTINGC&D LANDFILL AREA 0 ( F E E T ) G R A P H I C S C A L E 4 0 0 2 0 0 1 0 0 A B = A B A N D O N E D N L E = N O L O N G E R E X I S T I N G ( P R E S U M E D D E S T R O Y E D ) 2211 W. MEADOWVIEW ROAD GREENSBORO, NC 27407 PHONE: (336) 323-0092 NC CORP LIC: C-0782 P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\WETLANDS\FIG 2 NWI INVENTORY MAP.dwg Layout=Layout1 8 2 0 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA 2017 D W G - 0 4 A S S H O W N WETLAND INVENTORY MAP RWH RWH RWH RWH 03/17 ROUTINE WETLAND DETERMINATION DATA FORMS PHOTOS Typical Site Conditions North Central portion of footprint looking South (March, 2017) Typical Site Conditions Center Of Footprint Looking North (March, 2017) Typical Site Conditions Western side of landfill Looking East towards Existing C & D Landfill (March, 2017) Southern Portion of Site Looking North (March, 2017) PREPARED FOR: ROBESON COUNTY SOLID WASTE MANAGEMENT 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 PERMIT NO. 7803-CDLF-1997 ROBESON COUNTY LANDFILL C&D LANDFILL EXPANSION VOLUME 1, SECTION III FACILITY PLAN APRIL 2017 PREPARED BY: 9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: 704.817.2037 FAX: 704.837.2010 JOYCE PROJECT NO: 820.1703.11 TASK 1 Section III - Facility Plan Joyce Engineering, Inc. Robeson County Landfill –C&D Landfill Expansion April 2017 St. Pauls, North Carolina i VOLUME 1, SECTION III FACILITY PLAN TABLE OF CONTENTS 1.0 INTRODUCTION AND OVERVIEW .............................................................................. 1 2.0 FACILITY DRAWINGS (15A NCAC 13B .0537 (d)) ...................................................... 1 2.1 Site Development (15A NCAC 13B. 0537 (d) (1)) .................................................... 1 2.2 Landfill Construction .................................................................................................. 2 2.3 Landfill Operation (15A NCAC 13B .0537 (d) (2)) ................................................... 2 3.0 FACILITY REPORT (15A NCAC 13B .0537 (e)) ............................................................ 2 3.1 Waste Stream (15A NCAC 13B .0537 (e) (1)) ........................................................... 2 3.2 Landfill Capacity (15A NCAC 13B .0537 (e) (2)) ..................................................... 5 3.4 Special Engineering Features (15 NCAC 13B .0537 (e) (3)) ..................................... 9 TABLES Table No. 1 Waste Disposal Data Table No. 2 Equipment Table No. 3 Operating Life Assumptions & Calculations APPENDICES Appendix III-1 Property Deed Map DRAWINGS Drawing No. FP-T Title Sheet Drawing No. FP-L Legend and General Notes Drawing No. FP-01 Existing Conditions Drawing No. FP-02 Base Grading Plan Drawing No. FP-03 Final Grading Plan Section III - Facility Plan 1 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina 1.0 INTRODUCTION AND OVERVIEW The Robeson County Solid Waste Management Facility (Facility) is owned and operated by Robeson County. Robeson County currently operates a Municipal Solid Waste (MSW) landfill and a Construction and Demolition (C&D) landfill under Solid Waste Permit Numbers 7803-MSW-1997 and 7803-CDLF-1997, respectively. The facility is located on Landfill Road, directly south of North Carolina Highway 20 and approximately four miles east of the intersection of Broad Street and 5th Street in St. Pauls, North Carolina. The landfill site is approximately 537 acres. The site is bound on the west and north by private property owners, on the east by a commercial property owner and on the south by the Big Marsh Swamp. The facility location is presented on Drawing No. FP-T – Title Sheet. The Phase 1 portion of the MSW Landfill, a 32.9-acre area is unlined and received MSW from 1985 to 1997 (Brown & Caldwell, 2009). The Phase 1 area was subsequently permitted to receive C&D waste. In this Permit to Construct Application, Robeson County is proposing to expand their existing C&D Landfill (Permit No. 7803-CDLF-1997) onto the 9-acre area west of the existing C&D Landfill, which was approved by North Carolina Department of Environmental Quality (NCDEQ) for unlined C&D disposal in 1997. In order to maximize waste disposal capacity, Robeson County is also proposing to expand the waste footprint to include filling the 100-foot buffer in between the existing C&D Landfill and the 9-acre permitted C&D landfill area with a piggyback area onto the existing C&D Landfill. The total footprint of the proposed expansion is 23.3 acres, whereas 11.5 acres are piggyback on existing C&D landfill. This Plan is prepared for the proposed C&D landfill expansion. This Facility Plan describes the comprehensive development of the C&D landfill prepared in accordance with subsection .0537 of the North Carolina Solid Waste Management Rules. The plan includes a set of drawings and a report which present the long-term, general design concepts related to construction, operation, and closure of the C&D landfill unit, including stormwater management. 2.0 FACILITY DRAWINGS (15A NCAC 13B .0537 (d)) 2.1 Site Development (15A NCAC 13B. 0537 (d) (1)) The overall landfill facility is illustrated on Drawing FP-01. Robeson County Landfill property boundary comprises 537 acres. Property information, including a copy of the deed map and page callouts is provided in Appendix III-1. Phase 1 portion of the MSW Landfill, a 32.9-acre area is unlined and received MSW from 1985 to 1997 (Brown & Caldwell, 2009). Subsequently following the MSW closure, Phase 1 area was permitted to receive Construction and Demolition (C&D) debris. The Permit to Construct for the C&D Landfill was issued April 21, 1997, included approval of 9 acres of unlined C&D Landfill disposal area west of the existing C&D Landfill of the Phase 1. In order to maximize waste disposal capacity, expanding the waste footprint will include filling a100- foot buffer in between the existing Phase 1 C&D Landfill and the 9-acre permitted C&D landfill Section III - Facility Plan 2 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina area with a piggyback extending onto the existing Phase 1 C&D Landfill. The total footprint of the proposed expansion is 23.3 acres, whereas 11.5 acres are piggyback on existing C&D landfill. 2.2 Landfill Construction Base grades for the C&D Landfill expansion are shown on Drawing No. FP-02 and final grades on Drawing No. FP-03. Base grades are designed to provide a minimum post settlement separation of four feet to seasonal high groundwater level established in the design hydrogeological study for Phase 5 of the MSW Landfill. Final grades shown were developed for fill slopes of 3 horizontal to 1 vertical (3H: 1V). The C&D Landfill expansion is an unlined landfill unit without leachate collection system. Rain water will infiltrate through the bottom of the landfill into the vadoze zone. 2.3 Landfill Operation (15A NCAC 13B .0537 (d) (2)) The grading plan includes transitional contours for piggyback over the existing Phase 1 west end. Stormwater control features are included in the Erosion and Sediment Control plan (submitted under separate cover) and Engineering Plan (Volume 1, Section IV Engineering Plan). 3.0 FACILITY REPORT (15A NCAC 13B .0537 (e)) 3.1 Waste Stream (15A NCAC 13B .0537 (e) (1)) Types of Waste Specified for Disposal: The facility will accept land-clearing and inert debris (LCID), asphalt, construction and demolition (C&D) debris, and other wastes similar to those typically found in the accepted waste streams such as roofing shingle waste from the manufacturer, waste building materials from mobile home manufacturers and wooden pallets for disposal. No municipal solid waste, hazardous waste, industrial waste, liquid waste, or waste not characterized as LCID or C&D, shall be accepted for disposal. The following wastes will not be disposed of in the C&D landfill: (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)(18), (7) Municipal solid waste as defined in G.S. 130A-290(a)(18a), Section III - Facility Plan 3 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina (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), (14) Yard Trash as defined in G.S. 130A-290(a)(45), (15) The following wastes cannot be received if separate from C&D Landfill 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&D Landfill 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 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 will be made available to the Division upon request if these types of materials are accepted at the facility. (18) The owner or operator will 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) Friable asbestos The landfill operator shall be responsible for screening wastes to ensure that hazardous or unacceptable wastes are not disposed in the landfill. Screening of wastes shall be accomplished in accordance with the Operations Plan (Volume 2, Section V). The management of this facility reserves the right to establish acceptance criteria and procedures for certain non-C&D. These may be more restrictive than required by law based on quantities and characteristics of the waste stream, current operating status of the landfill and characteristics of waste streams previously received. Acceptability will be based on judgment of the landfill operator’s technical personnel with respect to regulatory requirements, physical and chemical qualities and other technical considerations. Section III - Facility Plan 4 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina Disposal Rates: Disposal rates for the C&D Landfill are presented in Table 1, and were obtained from capacity studies completed between 1998 and 2015. Between 1997 and 2016, the annualized quantity of waste received fluctuated hitting a low of 10,743 tons per year (6/7/2003 to 5/21/2004) and a peak of 31,514 tons per year (6/17/2005 to 6/4/2006). It is thought that the inconsistency is due to a general variability in the construction industry and storm debris. For planning purposes, we are assuming that in the future the annual tonnage will continue to fluctuate similar to the levels seen between 7/3/2010 and 4/18/2016. The average annual tons of waste received between 7/3/2010 and 4/18/2016 was 22,185 tons. For future projections, 25,000 tons per year is the assumed waste disposal rate. Table 1. Waste Disposal Data for the Existing C&D Landfill. Time period Elapsed Waste Placed Compaction Period Annualize Value* Begin End time CY tons lbs/cy Year Tons CY 8/1/1997 6/16/2005 7.88 202,680 102,431 1,011 1997-2005 13,000 25,723 6/7/2003 5/21/2004 0.96 15,747 10,272 1,305 2003-04 10,743 16,469 5/22/2004 6/16/2005 1.07 28,006 13,302 950 2004-05 12,449 26,211 6/17/2005 6/4/2006 0.96 77,858 30,392 781 2005-06 31,514 80,733 6/5/2006 5/20/2007 0.96 41,945 25,216 1,202 2006-07 26,372 43,868 5/21/2007 6/6/2008 1.05 29,031 20,436 1,408 2007-08 19,527 27,739 6/7/2008 7/20/2009 1.12 55,500 21,473 774 2008-09 19,210 49,651 7/21/2009 7/2/2010 0.95 27,358 17,631 1,289 2009-10 18,599 28,860 7/3/2010 7/1/2011 0.99 33,054 27,344 1,655 2010-11 27,495 33,236 7/1/2011 6/7/2012 0.94 70,302 18,693 532 2011-12 19,950 75,030 6/7/2012 6/12/2013 1.01 54,304 23,164 853 2012-13 22,851 53,570 6/12/2013 5/28/2014 0.96 36,907 21,225 1,150 2013-14 22,135 38,489 5/1/2014 5/13/2015 1.03 46,433 23,221 1,000 2014-15 22,482 44,955 5/13/2015 4/18/2016 0.93 31,317 17,001 1,086 2015-16 18,198 33,521 Total 18.7 750,442 371,801 1,071 Average 20,323 41,290 *Annualize value = Waste Placed divided by Elapsed Time Permit Annual Disposal Limit: The County will dispose of a combined maximum of 200,000 tons per year of Municipal Solid Waste (MSW) and C&D waste (average of 714 tons per day based on 280 days of operation per year). Actual annual and daily amounts of MSW and C&D waste are expected to vary but will not exceed the proposed annual maximum. Facility Service Area: The landfill facility currently serves Robeson County as well as Bladen County, Columbus County, Cumberland County, Hoke County, and Scotland County. Waste Management Procedures: Incoming waste will be observed to verify that it is acceptable in content and origin. Accurate and up-to-date records will be maintained for all waste accepted and landfill operations. Section III - Facility Plan 5 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina Landfill employees will be trained and required to follow the specific procedures outlined in the programs referenced below: • Unauthorized Waste Control Program (see Operations Plan – Volume 2, Section V) • Random Load Inspection Plan (see Operations Plan – Volume 2, Section V) • Asbestos Management and Disposal (see Operations Plan – Volume 2, Section V) • Special Waste Quality Assurance (see Operations Plan – Volume 2, Section V) Equipment Requirements: The following equipment is used at the landfill. In general, the type and number of pieces of equipment listed here is expected to be suitable for handling the anticipated waste stream for the duration of C&D Landfill Expansion operations. Equipment needs will be reviewed annually, and additional equipment will be purchased or leased as needed. New equipment will be phased in as older equipment is retired. Table 2. List of Equipments. Type Status Quantity Compactor Active 2 Compactor Reserve 1 Dozer Active 1 Dozer Reserve 1 Excavator Active 1 Articulated Dumps Trucks Active 2 Wheel Loader Active 1 3.2 Landfill Capacity (15A NCAC 13B .0537 (e) (2)) Gross Capacity: Gross capacity refers to the volume of the landfill calculated from the elevation of the initial waste placement through the top of the final cover, including any periodic cover. The total gross capacity of the C&D Landfill Expansion is 1,610,000 cubic yards. The landfill capacity was calculated using airspace volumes obtained using AutoCAD 2016 software. Operating Capacity for the Existing Phases: As of April 18, 2016, the remaining airspace at the C&D Landfill to the intermediate waste grades was approximately 147,750 cy. Due to the state of emergency in Robeson County following Hurricane Matthew, the County’s C&D waste intake increased dramatically during the months following the cleanup from the effects of the Hurricane (October 2016). According to Robeson County, approximately 65,000 tons of C&D waste, resulting from the storm, was disposed at the County’s landfill. In addition, the County expects to continue to receive approximately 25,000 tons of C&D waste per year from regular construction activities from the service area covered by the landfill. Using a conservative compaction density of 0.5 tons per cy, this 90,000 tons of C&D waste equates to approximately 180,000 cy of disposal airspace. Consequently, the remaining airspace alone back in April 2016 did not meet the County’s current needs. Section III - Facility Plan 6 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina As a result, Robeson County requested to modify the final closure grades for the active C&D Landfill to increase the disposal capacity. The County was granted approval by NCDEQ in Novembers 2016 to add approximately 152,250 cy of disposal capacity to the landfill. The proposed expansion will add approximately 1,610,000 cubic yards of additional gross airspace, to the already permitted airspace. Estimated Operating Life (C&D Landfill Expansion) The estimated operating life of the C&D Landfill Expansion is 30 years. The calculation of estimated operating life is shown below in Table 3. Table 3: Operating Life Assumptions & Calculations Comments gross airspace 1,610,000 cy avg. annual tons 25,000 tons Assumed based on historical tonnage airspace utilization factor 2 cy/ton in place density of 1000 lbs/cy is typical avg. annual airspace used 50,000 cy = 2 * 25,000 final cover airspace area 23.3 acre thickness 3.0 feet volume 113,000 cy = ((23.3 * 43,560)*3.0)/27 working disposal airspace 1,500,000 cy = 1,610,000 - 113,000 years of life 30 years = 1,500,000/ 50,000 Soil Resources: Closure As provided in the calculation of operating life, the final cover for the C&D expansion is expected to require 113,000 cy of soil. Operation Disposal of C&D waste typically results in approximately 10% of the airspace being consumed by soil. So, 150,000 cy of soil (10% of the working volume of 1,500,000 cy) is anticipated to be needed for operations of the landfill expansion. Construction Construction of the landfill expansion will require 1,500 cubic yard of fill material which will be provided by excess soil from excavations required to reach design grades, as described below. Section III - Facility Plan 7 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina Available Soil: Approximately 120,000 cubic yards of soil is available from landfill construction excavations of the base grades. In addition, borrow studies were previously completed to identify the quality and quantity of on-site soil resources. Using the 2015 topographic survey, it was estimated that the landfill borrow area will provide a net of approximately 778,900 cy of soil available for landfill operations. Soils that are suitable for final cover construction will be identified and will be reserved for that purpose so they will not be used for operational cover. 3.3 Containment and Environmental Control Systems Leachate Management: The landfill expansion will not include a system for collection or removal of leachate from the landfill. Leachate will be allowed to percolate vertically through the soils underlying the landfill. Gas Management System: Landfill gas (LFG) is generated as a natural byproduct associated with the decomposition of the landfilled wastes. LFG is comprised of roughly equal parts of methane and carbon dioxide, LFG can create a fire and/or explosion hazards when found present in certain concentrations in enclosed spaces. The lower explosive limit (LEL) of methane is 5 percent by volume in air. The LEL is the lowest concentration of methane gas that will result in an explosion if an ignition source is present. The upper explosive limit (UEL) of methane is 15 percent by volume in air. The UEL is the highest concentration of methane gas that will result in an explosion if an ignition source is present. LFG contains small quantities of non-methane organic hydrocarbons (NMOCs), some of which are known carcinogens and often contain small quantities of olfactory compounds such as hydrogen sulfide, which can cause odor problems. Passive gas vents will be installed to a minimum depth of 10-feet in the waste mass at a frequency of 1 per acre. Base Liner Systems: The base of the landfill will be excavated to designed base grades and remaining native soil will serve as the base of the landfill, with the condition that the upper two feet of the base soils consist of only the following soil types: SC, SM, ML, CL, MH, or CH (according to Unified Soil Classification System). The base grades are designed to provide the minimum four feet of separation above the long-term high water table. Section III - Facility Plan 8 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina Monitoring for Explosion Hazards: Gas migration monitoring is required at the perimeter of the landfill property line and must be performed in accordance with the requirements of 15A NCAC 13B .0542 and as described in the Facility Operations Plan (Volume 2, Section V). To protect public health and safety in the vicinity of the landfill, LFG produced by the decomposition of refuse will be controlled and monitored during the operational, closure, and post- closure periods. The following regulatory levels must be maintained: • The concentration of methane gas generated is not to exceed 25 percent of the lower explosive limit (LEL) for methane in on-site structures (excluding gas control or recovery system components); and • The concentration of methane gas is not to exceed the LEL for methane at the facility property boundary. Current regulations and requirements for C&D landfills state that concentration of methane gas, as well as hydrogen sulfide, generated by the facility should not exceed 25% of the lower explosive limit (LEL) in facility structures or that the concentrations of gasses do not exceed the LEL at the facility property boundary. The LEL for methane equals 5% by volume at standard temperature and pressure. The LEL for hydrogen sulfide equals 4% by volume at standard temperature and pressure. Gas monitoring will be conducted during the active life of the landfill and throughout the closure and post-closure periods to ensure compliance with the regulatory limits. At a minimum, quarterly monitoring of explosive gases will be conducted in on-site structures. If additional structures are built, the monitoring program will be expanded to include the new structures. Automatic sensors and alarms shall be installed in each on-site structure to provide continuous monitoring of building atmosphere. Monitoring probes shall be installed between the landfill and the property limits. These probes shall be monitored quarterly with a portable combustible gas meter. Should explosive gas levels exceed the specified limits (>25-percent LEL in buildings, LEL at property boundary) the Solid Waste Director shall: Take all necessary steps to ensure protection of human health and safety Notify NC DEQ – Division of Waste Management (DWM) Within 7 days of detection, the Director will place written records of the gas levels detected and a description of the steps taken to protect human health in the facility operation records. Within 60 days of detection, a remediation plan for LFG control must be implemented and written notice of same placed in the Facility operating record and forwarded to the Division. Section III - Facility Plan 9 Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.4 Special Engineering Features (15 NCAC 13B .0537 (e) (3)) Stormwater Management System: Stormwater management and sedimentation and erosion control measures will be designed for the landfill construction, operations and final cover, as phased landfill development progresses. The stormwater management and sedimentation and erosion control measures will be designed to manage the run-off generated by a 25-year, 24-hour storm event and conform to the requirements of the North Carolina Erosion and Sedimentation Control Planning and Design Manual. In general, the proposed controls during landfill construction conditions will likely include silt fence, silt sock, stormwater diversion channels, sediment traps and sediment basins. During final cover conditions, they may include silt fence, silt sock, stormwater collection terraces, downchute inlets and piping, perimeter (i.e., road-side) storm water diversion channels, and sediment traps and basins. Stormwater runoff from the C&D expansion will be directed to existing sediment basin. C&D LF Expansion Permit: Robeson County is requesting a Life of Site Permit for the C&D Landfill. (End) APPENDICES APPENDIX III-1 PROPERTY DEED MAP DRAWINGS NC ST. HI G H W A Y 2 0 APPROXIMATE LOCATION OF PROPERTY LINE ROBESON COUNTY ROBESON COUNTY LANDFILL C&D EXPANSION PERMIT AMENDMENT ROBESON COUNTY, NORTH CAROLINA FACILITY PLAN APRIL 2017 COUNTY LOCATION MAP NORTH CAROLINA VICINITY MAP OWNER INFORMATION PREPARED FOR: ROBESON COUNTY LANDFILL ADDRESS:246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 CONTACT:GENE WALTERS ( 910 ) 865-3348 PROPERTY INFORMATION ADDRESS:246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 NCDEQ PERMIT: 78-03 ACREAGE:537 ACRES DRAWING INDEX PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY N O A P P C K SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ F A C I L I T Y P L A N \ F P - T T I T L E S H E E T C & D . d w g L a y o u t = L a y o u t 1 NC C O R P L I C : C - 0 7 8 2 820.1602.11 20 1 7 FP-T N.T.S. MM RW H LB B AD 04 / 0 1 / 1 7 97 3 1 - F S O U T H E R N P I N E B L V D CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 SHEET DESCRIPTION TITLE SHEET LEGEND AND GENERAL NOTES EXISTING CONDITIONS BASE GRADING PLAN FINAL GRADING PLAN FP-T FP-L FP-01 FP-02 FP-03 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A FA C I L I T Y P L A N : TI T L E S H E E T G R O U N D W A T E R M O N I T O R I N G W E L L O B S E R V A T I O N W E L L N E S W E L L P E R F O R M A N C E W E L L S E N T I N E L W E L L E X T R A C T I O N W E L L W E T L A N D S P I E Z O M E T E R P I E Z O M E T E R L A N D F I L L G A S P R O B E L F G E X T R A C T I O N W E L L W I T H P U M P L F G E X T R A C T I O N W E L L S U R F A C E W A T E R M O N I T O R I N G P O I N T L E A C H A T E M O N I T O R I N G P O I N T B O R E H O L E L O C A T I O N C O R I N G L O C A T I O N S O I L S A M P L I N G L O C A T I O N T E S T P I T L O C A T I O N B E N C H M A R K S P R I N G H E A D L O C A T I O N W E L L L O C A T I O N C O N T R O L P O I N T S Y M B O L S PROPERTY LINE / FACILITY BOUNDARYEASEMENTFENCE LINEx C O N V E N T I O N A L S Y M B O L S A N D G E N E R A L N O T E S U T I L I T Y P O L E H Y D R A N T L I G H T P O L E T A N K ( S I Z E V A R I E S ) T R A N S F O R M E R M A N H O L E C L E A N O U T OVERHEAD ELECTRICUNDERGROUND ELECTRICOVERHEAD TELEPHONEUNDERGROUND TELEPHONEFORCEMAINDUAL CONTAINED LEACHATE FORCEMAIN SANITARY SEWERPROCESS SEWERLANDFILL GAS RAILROADGUARDRAILNATURAL GASSOLID PIPE (TYPE NOTED)PERFORATED PIPE (TYPE NOTED)POTABLE WATER RESOURCE PROTECTION AREA RIGHT OF WAY M UGTUGTDCFMDCFM UGEUGEPAVED ROADGRAVEL/DIRT ROADWASTE MANAGEMENT BOUNDARY TREE LINE S I L T F E N C E E R O S I O N A N D S E D I M E N T C O N T R O L F E A T U R E S S F MAJOR TOPOGRAPHIC CONTOURMINOR TOPOGRAPHIC CONTOURGROUNDWATER SURFACE CONTOUR(FT ABOVE MEAN SEA LEVEL) S P O T E L E V A T I O N BEDROCK SURFACE CONTOUR(FT ABOVE MEAN SEA LEVEL)1001008070 CULVERT (SIZE NOTED) V - 3 V A L V E L O C A T I O N & I D E N T I F I C A T I O N C O N D E N S A T E T R A P W I T H O U T P U M P LIMITS OF WASTE S T O R M W A T E R P I P E O U T L E T P R O T E C T I O N LEACHATE COLLECTION TRENCHLCTLCT S C C - 1 D I V E R S I O N B E R M S T O R M W A T E R C O N V E Y A N C E C H A N N E L I P I N L E T P R O T E C T I O N P S P E R M A N E N T S E E D I N G D V T E M P O R A R Y S L O P E D R A I N T S D - 1 O P O U T L E T P R O T E C T I O N B?SECTION CALL-OUT S T - 1 S E D I M E N T T R A P C T - 1 C O N D E N S A T E T R A P W I T H P U M P C T / P - 1 P A S S I V E L F G V E N T SURVEY TIE LINESURFACE WATERAPPROXIMATE 100 YEAR FLOODPLAINLANDFILL GAS CONDENSATE B - X 3 . 0 5 3 . 1 2 3 . 1 7 3 . 0 7 3 . 3 2 3 . 1 5 3 . 1 8 3 . 1 3 C I P C U L V E R T I N L E T P R O T E C T I O N 3 . 0 8 S B - 1 S E D I M E N T B A S I N 3 . 1 4 C D R O C K C H E C K D A M 3 . 2 0 C O N S T R U C T I O N E N T R A N C E 3 . 0 2 C E B M E X I S T I N G P R O P O S E D V - 3 C T - 1 C T / P - 1 LINESEXISTINGPROPOSEDxUGTUGTDCFMDCFMUGEUGELCTLCTCELL LIMITS SSSS FM N A M E N O . S Y M B O L W A T E R M E T E R V A L V E P I P E F I T T I N G S W M W M C O C O S I G N M T P - X DEMOLITION PLAN-VIEW HATCHINGEXISTINGPROPOSEDASPHALT PAVEMENTGRAVELCONCRETEWETLANDS APPROXIMATE GROUNDWATER FLOW PATHWAYUSED TO CALCULATE HYDRAULIC GRADIENT P Z - X P Z - X G P - X M W - X M W - O W - X M W - P W - X M W - X N E S - O W - X M W - O W - X N E S - O W - X M W - P W - X M W - X M W - X E W - X E W - X G V - X S M P - X L M P - X G V - X G W - X G W - X C - X C P S S - X S - X W P Z - X P Z - X G P - X G W P - X G W P - X S M P - X L M P - X B H - X C - X S S - X R/WR/WGWBR 1 4 . 7 0 1 4 . 7 0 S U R V E Y N O T E S : 1 . T O P O G R A P H I C C O N T O U R I N T E R V A L = 2 F E E T , U N L E S S I N D I C A T E D O T H E R W I S E . 2 . O N - S I T E T O P O G R A P H Y P R O V I D E D B Y S P A T I A L D A T A , I N C . P H O N E ( 3 3 6 ) - 8 4 1 - 1 2 4 7 , D A T E D A P R I L 1 8 , 2 0 1 6 . 3 . F E D E R A L I N S U R A N C E A D M I N I S T R A T I O N , F L O O D I N S U R A N C E R A T E M A P , R O B E S O N C O U N T Y , N C , I N D I C A T E S N O 1 0 0 Y E A R F L O O D P L A I N S O N S I T E . 4 . P R O P E R T Y B O U N D A R Y B E A R I N G A N D D I S T A N C E S P R O V I D E D B Y R O B E S O N C O U N T Y 5 . S I T E C O N T R O L I N F O R M A T I O N P R O V I D E D S P A T I A L D A T A , I N C D A T E D M A Y 1 3 , 2 0 1 5 6 . T H E S U R V E Y W A S P E R F O R M E D W I T H O U T T H E B E N E F I T O F A T I T L E S E A R C H A N D A L L E A S E M E N T S A N D E N C U M B R A N C E S M A Y N O T B E S H O W N . 7 . G R O U N D W A T E R S U R V E Y E L E V A T I O N S A R E B A S E D O N S E A S O N A L H I G H G R O U N D W A T E R L E V E L A S P R O V I D E D B Y T H E H Y D R O G E O L O G I C R E P O R T P R E P A R E D B Y J O Y C E E N G I N E E R I N G I N C . F O R T H E P H A S E 5 E X P A N S I O N D A T E D A P R I L 2 0 1 5 A S A M E N D E D . P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\FACILITY PLAN\FP-L LEGEND AND GENERAL NOTES.dwg Layout=Layout1 NC CORP LIC: C-0782 8 2 0 . 1 6 0 2 . 1 1 2017 F P - L N . T . S . LEGEND AND GENERAL NOTES MM RWH LBB AD 04/01/179731-F SOUTHERN PINE BLVD CHARLOTTE, NC 28273 PHONE: (704) 817-2037 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA FACILITY PLAN: 1 4 0 1 5 0 1 4 0 1 5 0 1 4 0 1 4 0 140 1 4 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 1 5 0 1 5 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 5 0 160 170 180 190 200 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 5 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 9 0 150160 170180 190 200 210 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 200 2 1 0 1 9 0 1 8 0 1 7 0 1 6 0 160 170 180 190 15 0 1 5 0 1 5 0 1 5 0 140 150 1 3 0 1 3 0 1 5 0 1 5 0 16 0 1 7 0 1 5 0 1 5 0 1 5 0 1 5 0 150 1 3 0 1 3 0 1 4 0 1 4 0 15 0 1 4 0 1 5 0 1 4 0 1 4 0 1 4 0 160 140 1 5 0 1 5 0 1 5 0 1 5 0 150 1 5 0 1 5 0 1 5 0 1 5 0 1 4 0 1 5 0 1 5 0 PHASE 4 10.9 AC. N C S T A T E H I G H W A Y 2 0 BIG MA R S H SW A M P B U F F E R ( T Y P ) 3 0 0 ' - 0 " UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) PROPERTY LINE B U F F E R ( T Y P ) 3 0 0 ' - 0 " EXISTING BORROW AREA ACTIVE C&D UNDISTURBED PHASE 2 25.0 AC PHASE 3 13.7 AC FUTURE BORROW AREA BENCHMARKS Point # RCL01 RCL04 RCL05 RCL06 RCL07 Elevation Northing 379964.60 377598.72 377238.56 380010.15 381035.39 Easting 2027632.54 2027050.60 2024987.25 2024856.66 2025227.09 153.94 134.96 150.20 150.22 151.41 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E 2028500 E 3 7 6 0 0 0 N 3 7 6 5 0 0 N 3 7 7 0 0 0 N 3 7 7 5 0 0 N 3 7 8 0 0 0 N 3 7 8 5 0 0 N 3 7 9 0 0 0 N 3 7 9 5 0 0 N 3 8 0 0 0 0 N 3 8 0 5 0 0 N 3 8 1 0 0 0 N 3 8 1 5 0 0 N 3 8 2 0 0 0 N 2023000 E 2023500 E 2024000 E2024000 E 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E RCL04 RCL05 RCL01 RCL07 RCL06 MW-19 (TO BE ABANDONED) MW-20 (TO BE ABANDONED) MW-21 MW-22 MW-13R MW-14R MW-15A MW-16 MW-17R MW-18 MW-4A MW-12 OW-9 OW-9A MW-10 MW-2 MW-11 MW-8 MW-9A MW-9 MW-3R MW-7 PZ-G8 PZ-G7 PZ-G10S PZ-G9S PZ-G9D MW-23 MW-24 MW-25R MW-26 MW-9B MW-5 MW-5A MW-1 MW-6MW-25 SW-2 SW-1 MMW-3 (TO BE ABANDONED) MMW-2 (TO BE ABANDONED) MMW-1A (TO BE ABANDONED) MMW-4 MMW-11 MMW-10 MMW-9 MMW-8MMW-7 MMW-6 (TO BE ABANDONED) MMW-4A MMW-14 MMW-12 MMW-13 MMW-16 MMW-17R MMW-18R LC - 2 LC-3 LC - 4 LC - 5 LC-6 LC-7 LC-8 LC-9 LC-10 EWA-19 EWA-21 EWA-22 EWA-23 EWA-24 EWA-18 EWA-16 EWA-17 EWA-14 EXISTING LANDFILL GAS SYSTEM EW-18 EW-19 EW-27 EW-26 EW-28 EW-29 4 " 3 " 3 " 3 " 3 " 3 " 3 " 6 " EW-9 EW-8 EW-7 EW-6 EW-5 EW-4 EW-2 EW-3 EW-11 EW-10 EW-12 EW-13 EW-14 EXISTING LANDFILL GAS SYSTEM PROPOSED EXPANSION AREA (APPROXIMATELY 11.8 AC.) BUFFER CURRENTLY IN PROCESS OF PURCHASE LANDFILL SCALES AND OFFICE LEACHATE STORAGE TANKS LANDFILL ROAD RELOCATED MOBILE HOME AND YARD WASTE PROCESSING AREA PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ F A C I L I T Y P L A N \ F P - 1 E X I S T I N G C O N D I T I O N S . d w g L a y o u t = L a y o u t 1 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 0 (FEET) GRAPHIC SCALE 600300150 820.1602.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 FP-01 AS SHOWN FA C I L I T Y P L A N : EX I S T I N G C O N D I T I O N S MM RW H LB AD 04 / 0 1 / 1 7 PHASE 4 NC STA T E H I G H W A Y 2 0 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) EXISTING BORROW AREA ACTIVE C&D PHASE 2 PHASE 3 SW-2 SW-1 PROPERTY LINE (TYP) EXISTING ACCESS ROAD 150 140 140 1 4 0 1 4 0 140 14 0 1 5 0 15 0 140 160 150 150 150 150 140 150 1 4 0 1 5 0 130 140 130 130 140 130 140 130 130 1 4 0 140 150 1 5 0 15 0150 150 140 130 13 0 130 140 130 130130 130 130 130 130 130 150 140 150 150150 140 150 140 130 130 1 3 0 130 130 170 160 1 4 0 1 7 0 1 6 0 150 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 2 1 0 210 200 190 180 170 160 150 15 0 150 15 0 150 150 210 200 2 0 0 190 18 0 160 190 180 170 160 150 15 0 160 17 0 150 150 150 150 150 150 150 150 150 15 0 150 1 5 0 1 5 0 1 5 0 15 0 150 150 16 0 17 0 18 0 19 0 15 0 150 15 0 15 0 15 0 15 0 15 0 14 0 140 140 150 15 0 150 150 150 15 0 15 0 17 0 15 0 130 130 130 130 140 140 150 160 170 180 190 200 210 210 200 190 180 20 0 18 0 21 0 19 0 16 0 18 0 20 0 17 0 140 14 0 14 0 15 0 140 136 136 138 13 8 14 2144 146 148 138 146 142 14 2 134 14 8 14 4 PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) SCALES OFFICE / SCALEHOUSE MAINTENANCE BUFFER CURRENTLY IN PROCESS OF PURCHASE 0 (FEET) GRAPHIC SCALE 1608040 PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ F A C I L I T Y P L A N \ F P - 2 B A S E G R A D I N G P L A N . d w g L a y o u t = L a y o u t 1 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 FP-02 AS SHOWN FA C I L I T Y P L A N : BA S E G R A D I N G P L A N MM RW H LB AD 04 / 0 1 / 1 7 1 4 0 SW-2 SW-1 MMW-18R B EP-06 150 140 140 1 4 0 1 4 0 140 14 0 1 5 0 1 5 0 150 150 140 150 1 4 0 1 5 0 130 130 130 140 130 140 130 130 130 1 4 0 140 150 1 5 0 15015 0 150 140 130 13 0 130 140 140 130 130130 130 130 130 130 130 150 140 150 150150 140 150 140 130 130 1 3 0 130 130 170 160 1 7 0 1 6 0 150 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 2 1 0 210 200 190 180 170 160 150 15 0 150 15 0 150 150 210 200 2 0 0 19 0 18 0 160 190 180 170 160 150 15 0 160 17 0 150 150 150 150 150 150 150 150 150 15 0 1 5 0 1 5 0 1 5 0 15 0 150 150 16 0 17 0 18 0 19 0 15 0 150 1 5 0 150 15 0 150 150 150 15 0 15 0 17 0 15 0 130 130 15 0 130 130 140 150 160 170 180 190 200 210 210 200 190 180 20 0 18 0 136 136 13 8 14 214 4 146 148 146 14 6 14 2 134 220 230 240 250 250 240 230 220 26 0 24 0 22 0 20 0 18 0 16 0 260 240 220 200 180 160 140 260 240 220 200 180 160 PHASE 4 NC STA T E H I G H W A Y 2 0 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) EXISTING BORROW AREA ACTIVE C&D PHASE 2 PHASE 3 PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) SCALES OFFICE / SCALEHOUSE MAINTENANCE PROPERTY LINE (TYP) EXISTING ACCESS ROAD BUFFER CURRENTLY IN PROCESS OF PURCHASE 0 (FEET) GRAPHIC SCALE 1608040 PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ F A C I L I T Y P L A N \ F P - 3 F I N A L G R A D I N G P L A N . d w g L a y o u t = F I N A L G R A D I N G 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 FP-03 AS SHOWN FA C I L I T Y P L A N : FI N A L G R A D I N G P L A N MM RW H LB AD 04 / 0 1 / 1 7 PREPARED FOR: ROBESON COUNTY SOLID WASTE MANAGEMENT 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 PERMIT NO. 7803-CDLF-1997 ROBESON COUNTY LANDFILL C&D LANDFILL EXPANSION VOLUME 1, SECTION IV ENGINEERING PLAN APRIL 2017 PREPARED BY: 9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: 704.817.2037 FAX: 704.837.2010 JOYCE PROJECT NO: 820.1703.11 TASK 1 Section IV – Engineering Plan Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina i VOLUME 2, SECTION IV ENGINEERING PLAN TABLE OF CONTENTS STATEMENT OF COMPLIANCE WITH ENGINEERING PLAN REQUIREMENTS ............. 2 1.0 GENERAL OVERVIEW OF THE FACILITY DESIGN .................................................. 1 2.0 ENGINEERING PLAN DRAWINGS (15A NCAC 13B .0539) ....................................... 1 2.0 ANALYSIS OF THE FACILITY DESIGN (15A NCAC 13B .0539 (d)) ......................... 1 2.1 Subgrade and Foundation ............................................................................................. 1 2.2 Stability ......................................................................................................................... 3 2.3 Final Cover System (15A NCAC 13B .0539 (e)) ......................................................... 3 2.4 Erosion and Sediment Control Plan (15A NCAC 13B .0539 (e) (5)) .......................... 4 3.0. TECHNICAL REFERENCES ................................................................................................. 4 DRAWINGS EP-T Title Sheet EP-L Legend and General Notes EP-01 Existing Conditions EP-02 C&D Landfill Base Grade EP-03 C&D Landfill Final Grade EP-04 Cross Sections A and B EP-05 Access Road Profile EP-06 Erosion and Sediment Control Plan EP-07 General and E&S Details EP-08 General and E&S Details APPENDICES Appendix IV-1 Foundation Settlement Calculations Soil Bearing Capacity Appendix IV -2 Stability Analysis Appendix IV -3 Erosion and Sediment Control Plan Appendix IV -4 Technical Specifications & CQA Plan Section IV – Engineering Plan Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina ii STATEMENT OF COMPLIANCE WITH ENGINEERING PLAN REQUIREMENTS The C&D Landfill Lateral Expansion was approved by North Carolina Department of Environmental Quality (NCDEQ) for unlined C&D disposal in 1997. However, with twenty (20) years passing between the approval and the desire to start construction, the facility must resubmit a complete Permit to Construct Application. It is our opinion that the design described in this Engineering Plan for Robeson County C&D Landfill Expansion meets the intent of the requirements of Rule .0539 of the North Carolina Solid Waste Management Rules, 15A NCAC 13B. Respectfully Submitted JOYCE ENGINEERING, INC. Amy R. Davis, P.E. Technical Consultant Section IV - Engineering Plan Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina 1 1.0 GENERAL OVERVIEW OF THE FACILITY DESIGN In this Permit to Construct Application, Robeson County is proposing to expand their existing C&D Landfill (Permit No. 7803-CDLF-1997) onto the 9-acre area west of the existing C&D Landfill, which was approved by North Carolina Department of Environmental Quality (NCDEQ) for unlined C&D disposal in 1997. In order to maximize waste disposal capacity, Robeson County is also proposing to expand the waste footprint to include filling the 100-foot buffer in between the existing C&D Landfill and the 9-acre permitted C&D landfill area with a piggyback area onto the existing C&D Landfill. The total footprint of the proposed expansion is 23.3 acres, whereas 11.5 acres are in piggyback on existing C&D landfill. The design has been prepared in accordance with Section .0539 of the NC Solid Waste Management Rules, and is illustrated by a set of drawings that accompany this report. The drawings include the following: Drawing No. EP-T Title Sheet EP-L Legend and General Notes EP-01 Existing Conditions EP-02 C&D Landfill Base Grade EP-03 C&D Landfill Final Grade EP-04 Cross Sections A and B EP-05 Access Road Profile EP-06 Erosion and Sediment Control Plan EP-07 General and E&S Details EP-08 General and E&S Details The drawings and this text describe the proposed design for the purpose of obtaining a Life of Site Permit for C&D Landfill Expansion. Prior to construction, detailed construction drawings, technical specifications, and contract documents will be prepared for use by Robeson County in soliciting construction bids. 2.0 ENGINEERING PLAN DRAWINGS (15A NCAC 13B .0539) Engineering Plan Drawings (EP-01 through EP-08) provide the information required in Section .0539. 2.0 ANALYSIS OF THE FACILITY DESIGN (15A NCAC 13B .0539 (d)) 2.1 Subgrade and Foundation No soil borings were completed as a part of this application, because this expansion was approved by NCDEQ for C&D disposal as part of the Permit to Construct Application submitted Section IV - Engineering Plan Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina 2 by SM&E, Inc. in July 1996. Accordingly, previous soil borings throughout the facility were used to provide background information about the C&D expansion area. A summary of site borings from the MSW Landfill Phases 4 and 5 hydrogeological studies is listed in Table 1. The soil material strata beneath the site consist of clayey sand and sandy clay. Table 1. List of on-site borings. Bore Description Wc % Depth, ft Initial e Wet density, pcf References PZ32S Clayey Sand 14.7 9 to10 0.5 126 Phase 5 Hydrogeological Report (Geotechnics Report), prepared by Joyce Engineering, Inc. (2015) PZ32S Sandy lean clay 17.7 15 0.46 133 Phase 5 Hydrogeological Report (Geotechnics Report), prepared by Joyce Engineering, Inc. (2015) G15 Fine Sandy Clay 17.9 8.7-8.9 0.73 114 Phase 4 Permit to Construct Application, prepared by Brown & Caldwell (2009) G-1D Clayey Sand 11.5 0-10 0.39 135 Phase 4 Permit to Construct Application, prepared by Brown & Caldwell (2009) Avg. 15 0.5 127 In this Permit Application, conservative assumptions were made for soil characteristics for the subgrade stability and settlement calculations for the C&D expansion area. These assumptions were based on available soils data from on-site borings through the facility. During construction, as part of the CQA process, lab testing will be performed to verify that the soils used meet or exceed the assumed values. The assumed soil characteristics are listed below. Soil Layer thickness Approximately 15 feet Moisture Content (%): 15% Moist Unit Weight (lbs/cf): 127 Initial Void Ratio 0.5 Friction Angle: 20° Cohesion: 0 Waste Max. Height (ft): 119* Friction Angle: 41° Moist Unit Weight (lbs/cf): 75 * This value was based on the maximum depth of waste for the entire expansion area Settlement and bearing capacity analyses have been conducted to demonstrate that the subgrade will support the loads of the landfill and maintain the integrity of the landfill’s structural components. The anticipated maximum total settlement is estimated to be 0.35 ft, using average site soil parameters. Supporting calculations are included in Appendix IV-1. To be conservative, and due Section IV - Engineering Plan Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3 to the lack of site specific boring data, the base grades of the landfill were designed to provide a minimum of 5 feet separation to the seasonally high groundwater table. The bearing capacity of the subgrade was evaluated to determine if the subgrade material could bear the weight of the landfill without enduring shear failure. The results of the bearing capacity analyses indicate a minimum factor of safety of 27 using the Vesic equation. Therefore, we anticipate that the subgrade will support the proposed landfill expansion. Supporting calculations are in Appendix IV-1. 2.2 Stability Global stability analyses were performed for the C&D Landfill Expansion to evaluate the likelihood of a deep seated rotational failure of the landfill, or a sliding block translational failure of the waste mass along the liner. The stability analyses were performed assuming static and seismic conditions. The analyses indicated a factor of safety of 1.1 for a rotational failure, and 1.2 for a translational failure for the C&D Landfill Expansion. Supporting Calculations are in Appendix IV-2. 2.3 Final Cover System (15A NCAC 13B .0539 (e)) Final grading contours for C&D Landfill Expansion are shown on Drawing EP-03. Final contours have been designed with post-settlement surface slopes of at least five percent on top of the cell, and 3H: 1V on the side slopes. Cross-sections are provided on Drawing EP-04. The following components are proposed from top to bottom as shown on Drawing EP-07: Top Slopes (Typically 5 to 8%):  an 18-inch thick vegetative soil layer;a drainage geocomposite (with drainage outlets) to be installed only with the 30-mil textured LLDPE geomembrane; and  a 30-mil textured LLDPE geomembrane or geosynthetic clay liner (GCL). Technical specifications and CQA plan are included in Appendix IV-4. Side Slopes (Typically 3H: 1V):  a 24-inch thick vegetative soil layer. Passive Gas Vents – Passive gas vents will be installed at a frequency of one per acre. Passive venting of landfill gasses will protect the integrity of the cap by preventing excessive pressure buildup beneath the cap. Additional information on the design, construction, maintenance and probable cost of the final cover system can be found in the Closure and Post-Closure Plan, Section 2, Volume VI of this Permit Application. Section IV - Engineering Plan Joyce Engineering, Inc. Robeson County Landfill – C&D Landfill Expansion April 2017 St. Pauls, North Carolina 4 2.4 Erosion and Sediment Control Plan (15A NCAC 13B .0539 (e) (5)) The erosion and sediment (E&S) control plan for the C&D Landfill Expansion will be submitted to the Division of Land Quality under separate cover. The proposed E&S control features are shown on EP-06 &07. All relevant calculations are attached in Appendix IV-3. 3.0. TECHNICAL REFERENCES The following technical references were used in or considered pertinent to the development of this Permit to Construct Application, but may or may not be cited in the text. ASCE “Seminar on Waste Containment and Final Closure Systems” Reference Manual (1995). FlowMaster I, version 3.13, Haestad Methods, 1990. Landva, A.O., et. al, “Geotechnics of Waste Fill,” Geotechnics of Waste Fills - Theory and Practice; ASTM STP 1070, American Society for Testing and Materials, 1990. Matasovic, N; 1991; Selection of Method for Seismic Slope Stability Analysis; Proc. 2nd International Conference on Recent Advances in Geotechnical Earthquake Engineering and Soil Dynamics. McBean, Edward A. et al, Solid Waste Landfill Engineering and Design, Prentice Hall, Inc., Englewood Cliffs, New Jersey, 1995. North Carolina Sedimentation Control Commission, N.C. Department of Natural Resources and Community Development, N.C. Agricultural Extension Service, Erosion and Sediment Control Planning and Design Manual, December 1, 1993. Richardson, G.N, et al., RCRA Subtitle D (258) Seismic Guidance for Municipal Solid Waste Landfill Facilities, EPA Publication EPA/600/R-95/051, 1995. Soil Mechanics, Design Manual 7.01 Revalidated by Change 1, Naval Facilities Engineering Command, Alexandria, Virginia, September 1986. Tan, Chia K. et al, Engineering Manual for Shallow Foundations, Virginia Polytechnic Institute and State University, Blacksburg, Virginia, 1991. U.S. Soil Conservation Service, Technical Release 55: Urban Hydrology for Small Watersheds, June 1986. Waste Containment and Final Closure Systems, ASCE Seminar Design Manual, American Society of Civil Engineers. DRAWINGS NC ST. HI G H W A Y 2 0 APPROXIMATE LOCATION OF PROPERTY LINE ROBESON COUNTY ROBESON COUNTY LANDFILL C&D EXPANSION PERMIT AMENDMENT ROBESON COUNTY, NORTH CAROLINA ENGINEERING PLAN APRIL 2017 COUNTY LOCATION MAP NORTH CAROLINA VICINITY MAP OWNER INFORMATION PROPERTY INFORMATION ADDRESS: 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 NCDEQ PERMIT: 78-03 ACREAGE:537 ACRES DRAWING INDEX PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ E P - T T I T L E S H E E T C & D . d w g L a y o u t = L a y o u t 1 NC C O R P L I C : C - 0 7 8 2 820.1602.11 20 1 7 EP-T N.T.S. MM RW H LB B AD 04 / 0 1 / 1 7 97 3 1 - F S O U T H E R N P I N E B L V D CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 SHEET DESCRIPTION TITLE SHEET LEGEND AND GENERAL NOTES EXISTING CONDITIONS BASE GRADING PLAN FINAL GRADING PLAN CROSS SECTIONS A AND B ACCESS ROAD AND PROFILE EROSION AND SEDIMENT CONTROL PLAN PROJECT DETAILS PROJECT DETAILS EP-T EP-L EP-01 EP-02 EP-03 EP-04 EP-05 EP-06 EP-07 EP-08 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A EN G I N E E R I N G P L A N : TI T L E S H E E T PREPARED FOR:ROBESON COUNTY LANDFILL ADDRESS:246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 CONTACT:GENE WALTERS ( 910 ) 865-3348 G R O U N D W A T E R M O N I T O R I N G W E L L O B S E R V A T I O N W E L L N E S W E L L P E R F O R M A N C E W E L L S E N T I N E L W E L L E X T R A C T I O N W E L L W E T L A N D S P I E Z O M E T E R P I E Z O M E T E R L A N D F I L L G A S P R O B E L F G E X T R A C T I O N W E L L W I T H P U M P L F G E X T R A C T I O N W E L L S U R F A C E W A T E R M O N I T O R I N G P O I N T L E A C H A T E M O N I T O R I N G P O I N T B O R E H O L E L O C A T I O N C O R I N G L O C A T I O N S O I L S A M P L I N G L O C A T I O N T E S T P I T L O C A T I O N B E N C H M A R K S P R I N G H E A D L O C A T I O N W E L L L O C A T I O N C O N T R O L P O I N T S Y M B O L S PROPERTY LINE / FACILITY BOUNDARYEASEMENTFENCE LINEx C O N V E N T I O N A L S Y M B O L S A N D G E N E R A L N O T E S U T I L I T Y P O L E H Y D R A N T L I G H T P O L E T A N K ( S I Z E V A R I E S ) T R A N S F O R M E R M A N H O L E C L E A N O U T OVERHEAD ELECTRICUNDERGROUND ELECTRICOVERHEAD TELEPHONEUNDERGROUND TELEPHONEFORCEMAINDUAL CONTAINED LEACHATE FORCEMAIN SANITARY SEWERPROCESS SEWERLANDFILL GAS RAILROADGUARDRAILNATURAL GASSOLID PIPE (TYPE NOTED)PERFORATED PIPE (TYPE NOTED)POTABLE WATER RESOURCE PROTECTION AREA RIGHT OF WAY M UGTUGTDCFMDCFM UGEUGEPAVED ROADGRAVEL/DIRT ROADWASTE MANAGEMENT BOUNDARY TREE LINE S I L T F E N C E E R O S I O N A N D S E D I M E N T C O N T R O L F E A T U R E S S F MAJOR TOPOGRAPHIC CONTOURMINOR TOPOGRAPHIC CONTOURGROUNDWATER SURFACE CONTOUR(FT ABOVE MEAN SEA LEVEL) S P O T E L E V A T I O N BEDROCK SURFACE CONTOUR(FT ABOVE MEAN SEA LEVEL)1001008070 CULVERT (SIZE NOTED) V - 3 V A L V E L O C A T I O N & I D E N T I F I C A T I O N C O N D E N S A T E T R A P W I T H O U T P U M P LIMITS OF WASTE S T O R M W A T E R P I P E O U T L E T P R O T E C T I O N LEACHATE COLLECTION TRENCHLCTLCT S C C - 1 D I V E R S I O N B E R M S T O R M W A T E R C O N V E Y A N C E C H A N N E L I P I N L E T P R O T E C T I O N P S P E R M A N E N T S E E D I N G D V T E M P O R A R Y S L O P E D R A I N T S D - 1 O P O U T L E T P R O T E C T I O N B?SECTION CALL-OUT S T - 1 S E D I M E N T T R A P C T - 1 C O N D E N S A T E T R A P W I T H P U M P C T / P - 1 P A S S I V E L F G V E N T SURVEY TIE LINESURFACE WATERAPPROXIMATE 100 YEAR FLOODPLAINLANDFILL GAS CONDENSATE B - X 3 . 0 5 3 . 1 2 3 . 1 7 3 . 0 7 3 . 3 2 3 . 1 5 3 . 1 8 3 . 1 3 C I P C U L V E R T I N L E T P R O T E C T I O N 3 . 0 8 S B - 1 S E D I M E N T B A S I N 3 . 1 4 C D R O C K C H E C K D A M 3 . 2 0 C O N S T R U C T I O N E N T R A N C E 3 . 0 2 C E B M E X I S T I N G P R O P O S E D V - 3 C T - 1 C T / P - 1 LINESEXISTINGPROPOSEDxUGTUGTDCFMDCFMUGEUGELCTLCTCELL LIMITS SSSS FM N A M E N O . S Y M B O L W A T E R M E T E R V A L V E P I P E F I T T I N G S W M W M C O C O S I G N M T P - X DEMOLITION PLAN-VIEW HATCHINGEXISTINGPROPOSEDASPHALT PAVEMENTGRAVELCONCRETEWETLANDS APPROXIMATE GROUNDWATER FLOW PATHWAYUSED TO CALCULATE HYDRAULIC GRADIENT P Z - X P Z - X G P - X M W - X M W - O W - X M W - P W - X M W - X N E S - O W - X M W - O W - X N E S - O W - X M W - P W - X M W - X M W - X E W - X E W - X G V - X S M P - X L M P - X G V - X G W - X G W - X C - X C P S S - X S - X W P Z - X P Z - X G P - X G W P - X G W P - X S M P - X L M P - X B H - X C - X S S - X R/WR/WGWBR 1 4 . 7 0 1 4 . 7 0 S U R V E Y N O T E S : 1 . T O P O G R A P H I C C O N T O U R I N T E R V A L = 2 F E E T , U N L E S S I N D I C A T E D O T H E R W I S E . 2 . O N - S I T E T O P O G R A P H Y P R O V I D E D B Y S P A T I A L D A T A , I N C . P H O N E ( 3 3 6 ) - 8 4 1 - 1 2 4 7 , D A T E D A P R I L 1 8 , 2 0 1 6 . 3 . F E D E R A L I N S U R A N C E A D M I N I S T R A T I O N , F L O O D I N S U R A N C E R A T E M A P , R O B E S O N C O U N T Y , N C , I N D I C A T E S N O 1 0 0 Y E A R F L O O D P L A I N S O N S I T E . 4 . P R O P E R T Y B O U N D A R Y B E A R I N G A N D D I S T A N C E S P R O V I D E D B Y R O B E S O N C O U N T Y 5 . S I T E C O N T R O L I N F O R M A T I O N P R O V I D E D S P A T I A L D A T A , I N C D A T E D M A Y 1 3 , 2 0 1 5 6 . T H E S U R V E Y W A S P E R F O R M E D W I T H O U T T H E B E N E F I T O F A T I T L E S E A R C H A N D A L L E A S E M E N T S A N D E N C U M B R A N C E S M A Y N O T B E S H O W N . 7 . G R O U N D W A T E R S U R V E Y E L E V A T I O N S A R E B A S E D O N S E A S O N A L H I G H G R O U N D W A T E R L E V E L A S P R O V I D E D B Y T H E H Y D R O G E O L O G I C R E P O R T P R E P A R E D B Y J O Y C E E N G I N E E R I N G I N C . F O R T H E P H A S E 5 E X P A N S I O N D A T E D A P R I L 2 0 1 5 A S A M E N D E D . P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\EP-L LEGEND AND GENERAL NOTES.dwg Layout=Layout1 NC CORP LIC: C-0782 8 2 0 . 1 6 0 2 . 1 1 2017 E P - L N . T . S . LEGEND AND GENERAL NOTES MM RWH LBB AD 04/01/179731-F SOUTHERN PINE BLVD CHARLOTTE, NC 28273 PHONE: (704) 817-2037 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA ENGINEERING PLAN: 1 4 0 1 5 0 1 4 0 1 5 0 1 4 0 1 4 0 140 1 4 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 1 5 0 1 5 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 5 0 160 170 180 190 200 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 5 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 9 0 150160 170180 190 200 210 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 200 2 1 0 1 9 0 1 8 0 1 7 0 1 6 0 160 170 180 190 15 0 1 5 0 1 5 0 1 5 0 140 150 1 3 0 1 3 0 1 5 0 1 5 0 16 0 1 7 0 1 5 0 1 5 0 1 5 0 1 5 0 150 1 3 0 1 3 0 1 4 0 1 4 0 15 0 1 4 0 1 5 0 1 4 0 1 4 0 1 4 0 160 140 1 5 0 1 5 0 1 5 0 1 5 0 150 1 5 0 1 5 0 1 5 0 1 5 0 1 4 0 1 5 0 1 5 0 PHASE 4 10.9 AC. N C S T A T E H I G H W A Y 2 0 BIG MA R S H SW A M P B U F F E R ( T Y P ) 3 0 0 ' - 0 " UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) PROPERTY LINE B U F F E R ( T Y P ) 3 0 0 ' - 0 " EXISTING BORROW AREA ACTIVE C&D UNDISTURBED PHASE 2 25.0 AC PHASE 3 13.7 AC FUTURE BORROW AREA BENCHMARKS Point # RCL01 RCL04 RCL05 RCL06 RCL07 Elevation Northing 379964.60 377598.72 377238.56 380010.15 381035.39 Easting 2027632.54 2027050.60 2024987.25 2024856.66 2025227.09 153.94 134.96 150.20 150.22 151.41 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E 2028500 E 3 7 6 0 0 0 N 3 7 6 5 0 0 N 3 7 7 0 0 0 N 3 7 7 5 0 0 N 3 7 8 0 0 0 N 3 7 8 5 0 0 N 3 7 9 0 0 0 N 3 7 9 5 0 0 N 3 8 0 0 0 0 N 3 8 0 5 0 0 N 3 8 1 0 0 0 N 3 8 1 5 0 0 N 3 8 2 0 0 0 N 2023000 E 2023500 E 2024000 E2024000 E 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E RCL04 RCL05 RCL01 RCL07 RCL06 MW-19 (TO BE ABANDONED) MW-20 (TO BE ABANDONED) MW-21 MW-22 MW-13R MW-14R MW-15A MW-16 MW-17R MW-18 MW-4A MW-12 OW-9 OW-9A MW-10 MW-2 MW-11 MW-8 MW-9A MW-9 MW-3R MW-7 PZ-G8 PZ-G7 PZ-G10S PZ-G9S PZ-G9D MW-23 MW-24 MW-25R MW-26 MW-9B MW-5 MW-5A MW-1 MW-6MW-25 SW-2 SW-1 MMW-3 (TO BE ABANDONED) MMW-2 (TO BE ABANDONED) MMW-1A (TO BE ABANDONED) MMW-4 MMW-11 MMW-10 MMW-9 MMW-8MMW-7 MMW-6 (TO BE ABANDONED) MMW-4A MMW-14 MMW-12 MMW-13 MMW-16 MMW-17R MMW-18R LC - 2 LC-3 LC - 4 LC - 5 LC-6 LC-7 LC-8 LC-9 LC-10 EWA-19 EWA-21 EWA-22 EWA-23 EWA-24 EWA-18 EWA-16 EWA-17 EWA-14 EXISTING LANDFILL GAS SYSTEM EW-18 EW-19 EW-27 EW-26 EW-28 EW-29 4 " 3 " 3 " 3 " 3 " 3 " 3 " 6 " EW-9 EW-8 EW-7 EW-6 EW-5 EW-4 EW-2 EW-3 EW-11 EW-10 EW-12 EW-13 EW-14 EXISTING LANDFILL GAS SYSTEM PROPOSED EXPANSION AREA (APPROXIMATELY 11.8 AC.) BUFFER CURRENTY IN PROCESS OF PURCHASE LANDFILL SCALES AND OFFICE LEACHATE STORAGE TANKS LANDFILL ROAD PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ E P - 1 E X I S T I N G C O N D I T I O N S . d w g L a y o u t = L a y o u t 1 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 0 (FEET) GRAPHIC SCALE 600300150 820.1602.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 EP-01 AS SHOWN EN G I N E E R I N G P L A N : EX I S T I N G C O N D I T I O N S MM RW H LB AD 04 / 0 1 / 1 7 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) ACTIVE C&D SW-1 G W 1 4 0 1 4 0 1 5 0 1 5 0 140 160 150 150 1 5 0 130 140 130 130 140 140 1 4 0 15 015 0 170 160 1 4 0 1 7 0 1 6 0 150 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 15 0 15 0 15 0 15 0 14 0 140 140 150 1 5 0 15 0 15 0 15 0 130 140 140 150 160 170 180 190 200 210 210 200 190 180 20 0 18 0 21 0 19 0 16 0 18 0 20 0 17 0 140 14 0 14 0 14 0 15 0 140140 136 136 136 138 138 13 8 14 2 14 4 146 148 138 146 146 146 142 14 6 14 2 14 2 14 2 134 134 14 8 14 4 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 18 + 0 0 19 + 0 0 20 + 0 0 21 + 0 0 A EP-04 A EP-04 B EP - 0 4 B EP - 0 4 PROPOSED ACCESS ROAD SEE SHEET EP-05 FOR PROFILE A EP-07 PROPOSED LIMITS OF WASTE (TYP) SEE SEDIMENT AND EROSION CONTROL PLAN FOR DETAILED INFORMATION ON BASINS, CULVERTS AND STORMWATER CHANNELS. PROPERTY LINE (TYP) G W G W G W G W G W G W G W G W G W G W G W G W G W G W G W G W 135 134 133 13 2 G W G W G W G W G W G W G W G W G W G W G W G W G W G W G W G W G W GROUNDWATER CONTOUR (TYP) 0 (FEET) GRAPHIC SCALE 1608040 PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ E P - 2 B A S E G R A D I N G P L A N . d w g L a y o u t = L a y o u t 1 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 EP-02 AS SHOWN EN G I N E E R I N G P L A N : BA S E G R A D I N G P L A N MM RW H LB AD 04 / 0 1 / 1 7 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) ACTIVE C&D SW-1 1 3 8 G W 1 4 0 1 4 0 1 5 0 1 5 0 1 5 0 130 130 130 140 140 1 4 0 15 015 0 170 160 1 7 0 1 6 0 150 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 150 1 5 0 15 0 15 0 15 0 130 140 150 160 170 180 190 200 210 210 200 190 180 20 0 18 0 136 136 136 138 13 8 14 2 14 4 146 148 146 14 6 14 2 134 134 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 0+ 0 0 1+ 0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 8+ 0 0 9+ 0 0 10 + 0 0 11 + 0 0 12 + 0 0 13 + 0 0 14 + 0 0 15 + 0 0 16 + 0 0 17 + 0 0 18 + 0 0 19 + 0 0 20 + 0 0 21 + 0 0 A EP-04 A EP-04 B EP - 0 4 B EP - 0 4 PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) SEE SEDIMENT AND EROSION CONTROL PLAN FOR DETAILED INFORMATION ON BASINS, CULVERTS AND STORMWATER CHANNELS. PROPERTY LINE (TYP) 220 230 240 250 250 240 230 220 26 0 24 0 22 0 20 0 18 0 16 0 260 240 220 200 180 160 140 260 240 220 200 180 160 FINAL COVER SEE DETAIL B EP-07 0 (FEET) GRAPHIC SCALE 1608040 PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ E P - 3 F I N A L G R A D I N G P L A N . d w g L a y o u t = F I N A L G R A D I N G 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 EP-03 AS SHOWN EN G I N E E R I N G P L A N : FI N A L G R A D I N G P L A N MM RW H LB AD 04 / 0 1 / 1 7 CROSS SECTION A 130 140 150 160 170 180 190 200 210 220 230 240 250 260 130 140 150 160 170 180 190 200 210 220 230 240 250 260 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 20+00 CROSS SECTION B 130 140 150 160 170 180 190 200 210 220 230 240 130 140 150 160 170 180 190 200 210 220 230 240 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 9+00 10+00 PROPOSED FINAL GRADE B EP-06 BENCH (TYP) SCC-1 C EP-07 EXISTING GROUND SURVEY DATE: 4/18/16 CURRENT C&D LANDFILL CLOSURE GRADE PROPOSED BASE GRADE PROPOSED FINAL GRADE SCC-1 SCC-1 C EP-07 PROPOSED ACCESS ROAD A EP-07 PROPOSED BASE GRADEEXISTING GROUND SURVEY DATE: 4/18/16 3:1 3:1 3 : 1 4: 1 4:1 3:1 3:1 3 : 1 3: 1 BENCH (TYP) B EP-07 SEASONAL HIGH GROUNDWATER SEASONAL HIGH GROUNDWATER PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ E P - 3 F I N A L G R A D I N G P L A N . d w g L a y o u t = S E C T I O N A - B 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 EP-04 AS SHOWN EN G I N E E R I N G P L A N : CR O S S S E C T I O N S A A N D B MM RW H LB AD 04 / 0 1 / 1 7 0 (FEET) GRAPHIC SCALE 0 (F E E T ) VERTICAL EXAGGERATION = 40 80 160 10 20 40 4:1 0 (FEET) GRAPHIC SCALE 0 (F E E T ) VERTICAL EXAGGERATION = 40 80 160 10 20 40 4:1 1 5 0 130 140 140 136 136 136 138 138 138 142 14 4 14 6 148 134 134 0+0 0 1+0 0 2+ 0 0 3+ 0 0 4+ 0 0 5+ 0 0 6+ 0 0 7+ 0 0 7+ 7 7 C OF PROPOSED ACCESS ROADL ROAD PROFILE 130 140 150 130 140 150 1+00 2+00 3+00 4+00 5+00 6+00 7+00 LOW PT STA: 2+58.82 LOW PT ELEV: 139.78 PVI STA:1+58.82 PVI ELEV:143.02 K:173.43 LVC:200.00 BV C S : 0 + 5 8 . 8 2 BV C E : 1 4 7 . 4 2 EV C S : 2 + 5 8 . 8 2 EV C E : 1 3 9 . 7 8 LOW PT STA: 4+74.35 LOW PT ELEV: 136.03 PVI STA:3+75.03 PVI ELEV:136.02 K:61.51 LVC:200.00 BV C S : 2 + 7 5 . 0 3 BV C E : 1 3 9 . 2 6 EV C S : 4 + 7 5 . 0 3 EV C E : 1 3 6 . 0 3 LOW PT STA: 5+14.76 LOW PT ELEV: 136.03 PVI STA:6+14.76 PVI ELEV:136.04 K:100.86 LVC:200.00 BV C S : 5 + 1 4 . 7 6 BV C E : 1 3 6 . 0 3 EV C S : 7 + 1 4 . 7 6 EV C E : 1 3 8 . 0 4 GR A D E B R E A K S T A = 0 + 0 0 . 0 0 EL E V = 1 5 0 . 0 0 GR A D E B R E A K S T A = 7 + 7 6 . 6 3 EL E V = 1 3 9 . 2 7 PROPOSED ACCESS ROAD EXISTING GROUND TIE-IN EXISTING ACCESS ROAD STA. 0+00 TIE-IN EXISTING ACCESS ROAD STA. 7+77 0 (FEET) GRAPHIC SCALE 804020 PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ E P - 5 R O A D P R O F I L E . d w g L a y o u t = L a y o u t 1 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 EP-05 AS SHOWN EN G I N E E R I N G P L A N : PR O P O S E D A C C E S S R O A D A N D P R O F I L E MM RW H LB AD 04 / 0 1 / 1 7 PLAN VIEW UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) AR E A ACTIVE C&D PHASE 2 SW-2 SW-1 1 4 0 1 4 0 140 14 0 1 5 0 1 5 0 150 1 5 0 130 130 130 140 130 140 1 4 0 140 150 1 5 0 15 015 0 15 0 170 160 1 7 0 1 6 0 150 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 15 0 150 150 15 0 15 0 15 0 15 0 130 140 150 160 170 180 190 200 210 210 200 190 180 20 0 18 0 136 138 13 8 14 2144 146 148 146 14 6 14 2 134134 PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) PROPERTY LINE (TYP) 220 230 240 240 230 220 26 0 24 0 22 0 20 0 18 0 16 0 240 220 200 180 160 140 240 220 200 180 160 STORMWATER CONVEYANCE CHANNEL (TYP)C EP-07 BEGIN SCC-1 EXISTING SED BASIN \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / / /\\\\\\\\\\\\\\\\\\\\\\\\\\ //////////////////// \\\\\\ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ PROPOSED 18" SLOPE DRAIN F EP-07 PROPOSED DIVERSION BERM TO BE INSTALLED WITH GEOMEMBRANE LINER OPTION ONLY H EP-08 PROPOSED OUTLET PROTECTION (TYP) D EP-07 OP-1 OP-2 OP-3 EXISTING 36" RCP (2) EXISTING 24" RCP EXISTING 30" RCP EXISTING 36" RCP (2)EXISTING 24" RCP (2)EXISTING 18" RCP (2) PREVIOUSLY PERMITTED DIVERSION BERM (TYP) PROPOSED 18" SLOPE DRAIN PROPOSED 18" SLOPE DRAIN PROPOSED 18" SLOPE DRAIN INLET PROTECTION (TYP)I EP-08 PROPOSED DIVERSION BERM (TYP) E EP-07 250 250 260 260 0 (FEET) GRAPHIC SCALE 1608040 PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ E P - 6 E R O S I O N A N D S E D I M E N T C O N T R O L P L A N . d w g L a y o u t = F I N A L G R A D I N G 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 EP-06 AS SHOWN EN G I N E E R I N G P L A N : ER O S I O N A N D S E D I M E N T C O N T R O L P L A N MM RW H LB AD 04 / 0 1 / 1 7 BDETAIL FINAL COVERN.T.S.12" INTERMEDIATE COVERWASTE 18" PROTECTIVE SOIL LAYERN.T.S.TOP 5 - 8% SLOPES 12" INTE R M E D I A T E C O V E R W A S T E 24" PROT E C T I V E S O I L L A Y E R SIDE S L O P E S > 8 % ACCESS ROAD N.T.S.24'-0" (MIN)8" BASE COURSE2% SLOPEA G R O U T E D R I P R A P L I N I N G D O P - 1 A N D O P - 2 D E T A I L - T Y P E I O U T L E T P R O T E C T I O N N . T . S . 6 D M I N 5 ' - 0 " M I N S E E S C C S C H E D U L E ( S H E E T E S C - 0 3 ) F O R D I T C H M E A S U R E M E N T S 4 5 ° E L B O W , M I N 2 ' - 0 " C O M P A C T E D S O I L A R O U N D P I P E A T E L B O W F O R A N C H O R I N G P U R P O S E S 1 0 o z F I L T E R F A B R I C G R O U T E D R I P R A P D 5 0 = 8 " 9 " M I N 4 ' - 0 " M I N A T 1 % S L O P E O R L E S S S E C T I O N P L A N S E E S E C T I O N ( T H I S D E T A I L ) 1'-0" 1 DISTURBED AREA 2'(MIN)2'-0"PERMANENT SOILREINFORCEMENTCOMPACTEDEARTH FILLEDIVERSION BERM STORMWATER LANDFILL AREAN.T.S.VARIABLE(2' MIN) S O I L C O V E R 1 8 " C O R R U G A T E D H D P E P I P E D I V E R S I O N B E R M C O M P A C T E D F I L L ( T Y P ) F A B R I C A T E D 1 8 " C O R R U G A T E D H D P E " T " V E G E T A T I V E C O V E R F S L O P E D R A I N D E T A I L N . T . S . P L A N P R O F I L E S E C T I O N S E E S E C T I O N ( T H I S D E T A I L ) S O I L C O V E R V E G E T A T I V E L A Y E R F L O W F L O W CREST OF DIVERSION BERM CENTERLINE OF SWALE 7 1 3 1 3 1 S O I L C O V E R 3 1 4 1 4 1 6" 6 ' - 0 " M A X O N O P E N R U N S 4 ' - 0 " M A X O N P O O L I N G A R E A S 2'-0" MAX 24" MIN F I L T E R F A B R I C 8" MIN E X I S T I N G G R O U N D A N C H O R F A B R I C I N T O G R O U N D 8 " D O W N A N D 4 " F O R W A R D A L O N G T R E N C H E X I S T I N G G R O U N D S E E N O T E 1 F I L T E R F A B R I C G F E N C E D E T A I L S E D I M E N T N . T . S . E L E V A T I O N S E C T I O N N O T E S : 1 . P O S T S S H A L L B E 1 . 3 3 L B / L . F . S T E E L W I T H M I N L E N G T H O F 5 F T . 2 . L O C A T E S I L T F E N C E A S N E E D E D A N D A T A S U F F I C I E N T D I S T A N C E F R O M P R O P O S E D W O R K A C T I V I T I E S S O T H A T I T W I L L N O T I N T E R F E R E W I T H T H E W O R K . 4 " M I N B A C K F I L L T R E N C H A N D C O M P A C T T H O R O U G H L Y P L A S T I C O R W I R E T I E S F L O W D I R E C T I O N B d T R A P E Z O I D A L D I T C H C H A N N E L S E C T I O N N O . C H A N N E L T Y P E B O T T O M W I D T H ( B ) ( F T ) T O T A L D E P T H ( d ) ( F T ) C T Y P I C A L D E T A I L C O N V E Y A N C E C H A N N E L S T O R M W A T E R N . T . S . S T O R M W A T E R C H A N N E L S C H E D U L E S C C - 1 T R A P E Z O I D A L 2 ' - 0 " 3 ' - 0 " R E M A R K S 1 S l 1 S r L E F T S I D E S L O P E ( S l ) 3 R I G H T S I D E S L O P E ( S r ) 3 L I N E D , P E R M A N E N T S O I L R E I N F O R C E M E N T ( E R O S I O N T E C H E T P P - 1 0 O R E Q U A L ) 8 2 0 . 1 7 0 3 . 1 1 2017 E P - 0 7 N . T . S . GENERAL - E&S DETAILS MM RWH LBB AD 04/01/17 P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\EP-7 GENERAL & ES DETAILS.dwg Layout=GEN DETAILS 1 (2) NC CORP LIC: C-0782 9731-F SOUTHERN PINE BLVD CHARLOTTE, NC 28273 PHONE: (704) 817-2037 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA ENGINEERING PLAN: 30-MIL TEXTURED LLDPE GEOMEMBRANEOR GEOSYNTHETIC CLAY LINER (GCL)DRAINAGE GEOCOMPOSITE (WITH DRAINAGE OUTLETS)TO BE INSTALLED WITH LLDPE GEOMEMBRANE ONLY.(SEE DETAIL H ON SHEET EP-08) 2 4 " S O I L V E G E T A T I V E L A Y E R 3 ' 3 ' T Y P E C T - 5 G E O T E X T I L E C " C P E ( T Y P E S ) P I P E C O V E R E D W I T H N O . 5 7 S T O N E 4' S T R U C T U R A L F I L L 2 : 1 2 : 1 3 : 1 H B E R M D I V E R S I O N C A P N . T . S . 18" SOIL VEGETATIVE LAYER 1 2 " I N T E R M E D I A T E C O V E R W A S T E ( S E E N O T E 1 ) P L A N P R O F I L E 1 ' - 0 " 3 ' - 0 " 2'-0"1'-6" F L O W FILTER BERMNC DOT #5 OR # 5 7 WASHED STO N E CLASS BRIPRAP HEAD W A L L F L O W FL O W F L O W FLO W F I L T E R B E R M N C D O T # 5 O R # 5 7 W A S H E D S T O N E C L A S S B R I P R A P FLOW R I P R A P H E A D W A L L 1 ' M I N H E I G H T F R O M R O A D S H O U L D E R N A T U R A L G R O U N D C U L V E R T ( 3 6 " M A X ) I D E T A I L - T Y P E I I N L E T P R O T E C T I O N N . T . S . 8 2 0 . 1 7 0 3 . 1 1 2017 E P - 0 8 N . T . S . GENERAL - E&S DETAILS MM RWH LBB AD 04/01/17 P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\EP-7 GENERAL & ES DETAILS.dwg Layout=GEN DETAILS 2 NC CORP LIC: C-0782 9731-F SOUTHERN PINE BLVD CHARLOTTE, NC 28273 PHONE: (704) 817-2037 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA ENGINEERING PLAN: N O T E 1 . I F A L L D P E G E O M E M B R A N E L I N E R O P T I O N I S C H O S E N , A C A P D I V E R S I O N B E R M S H O U L D B E I N S T A L L E D A N D S L O P E D R A I N S H O U L D B E E X T E N D E D T O O U T L E T T H E D R A I N A G E G E O C O M P O S I T E . DRAINAGE GEOCOMPOSITE (WITH DRAINAGE OUTLETS)TO BE INSTALLED WITH LLDPE GEOMEMBRANE ONLY.30-MIL TEXTURED LLDPE GEOMEMBRANEOR GEOSYNTHETIC CLAY LINER (GCL) APPENDIX IV-1 FOUNDATION SETTLEMENT CALCULATIONS SOIL BEARING CAPACITY Job: Robeson County C&D Landfill Expansion Job Number: 820.1602.11 Task 1 Calculated By: MM Date: 3/1/2017 Checked By: LB Date: 3/31/2017 Subject: Settlement Calculations Sheet: 1 of 4 OBJECTIVE: Calculate the settlement potential in the liner foundation given that: Total Settlement = Immediate Settlement + Primary Settlement + Secondary Settlement Foundation Dimensions Assume a foundation of 920' x 2,080' B = 920 ft L= 2,080 ft METHOD: Calculate the three different types of settlement comprising the Total Settlement equation, using the methods outlined below. CALCULATIONS: Immediate Settlement Improved Janbu Approximation of Immediate Settlement Immediate settlement of a structure on cohesive soil consists of elastic distortion associated with a change in shape without volume change and, in unsaturated clay, settlement from a decrease in volume. The theory of elasticity is generally applicable to cohesive soils. Final Loading Density (pcf)Depth (ft) Intermediate/Final Covers 125 3 Waste 75 119 Sandy Clay Layer 127 4 Varies 10-15 ft in depth throughout site, assumes 11 feet of excavation Consistent thick sand layer beneath, not included Total = q 4.9 tsf 9808 lbs/sf SETTLEMENT CALCULATIONS tsfLoading, q tsfsoil, theof Modulus sYoung' Equivalent shape foundationfor factor Influence surface ground below foundation of Ddepth for factor Influence Settlement :where **)(*)( * 1 * 1       S o S o E S E BqS    Job: Job Number: Calculated By: MM Date: 3/1/2017 Checked By: LB Date: 3/31/2017 Subject: Settlement Calculations Sheet: 2 of 4 μo calculated from Figure 3-8 D = 11 ft B = 920 ft D/B = 0 μo = 1 μ1 calculated from Figure 3-8 L = 2,080 ft B = 920 ft L/B = 2.3 Depth to bedrock (H) = 4 ft H/B 4.3E-03 μ1 = 0 Es estimated from Table D-3 250 tsf Es = 250 tsf 0 ft Robeson County C&D Landfill Expansion 820.1602.11 Task 1 tsf fttsf 250 920*9.4*)0(*)0.1( Settlement Immediate Job: Job Number: Calculated By: MM Date: 3/1/2017 Checked By: LB Date: 3/31/2017 Subject: Settlement Calculations Sheet: 3 of 4 Primary Consolidation Settlement Table 1. List of on-site borings. Bore Description Wc % Depth, ft Initial e Wet density, pcf References PZ32S Clayey Sand 14.7 9 to10 0.5 126 PZ32S Sandy lean clay 17.7 15 0.46 133 G15 Fine Sandy Clay 17.9 8.7-8.9 0.73 114 G-1D Clayey Sand 11.5 0-10 0.39 135 Avg. 15 0.5 127 Note: Cc obtained from laboratory data = 0.135 (Design Hydrogeological Report, prepared by David Garrett & Associates Calculation for Soil Layer dated January, 2009). Accordingly, (Cc v=0.18) calculated for this analysis is more conservative. Calculation of Change in Void Ratio Natural Water Content = 15% (see Table 1) Cc = 0.012 * Wn =0.18 (see note) Initial thickness of Soil Layer = 15 ft Initial stress from Soil Layer = 1.0 tsf Final Stress for the landfill = 4.9 tsf Δe = 0.128 Calculation of Primary Settlement Initial Void Ratio = 0.5 (see Table 1) S = 0.34 ft Secondary Consolidation Settlement Calculation for Layer 2 Estimate Cα = 0.03 * Cc = 0.005 Ho = 4 ft eo = 0.5 tf = 60 yrs tp = 10 yrs Ssc = 0.011 ft Phase 4 Permit to Construct Application, prepared by Brown & Caldwell (2009) Robeson County C&D Landfill Expansion 820.1602.11 Task 1 Phase 5 Hydrogeological Report (Geotechnics Report), prepared by Joyce Engineering, Inc. (2015)Phase 5 Hydrogeological Report (Geotechnics Report), prepared by Joyce Engineering, Inc. (2015)Phase 4 Permit to Construct Application, prepared by Brown & Caldwell (2009) Ratio Void Initial e (ft)Layer of Thickness H Ratio Voidin Change e (ft) Settlement 1 o       S He eS o Stress Initial Stress Final (%)Content Water Natural *012.0 log* i o 'f ' ' 10          Wn WnC Ce c o f c ncompressioion consolidat of end at the Timet period settlement of endat Timet layer of Thickness H Indexn CompressioSecondary )log(log1 p f o        C tte HCS pf o osc Job: Job Number: Calculated By: MM Date: 3/1/2017 Checked By: LB Date: 3/31/2017 Subject: Settlement Calculations Sheet: 4 of 4 Total Settlement = Immediate Settlement + Primary Settlement + Secondary Settlement = 0 + 0.34 + 0.011 = 0.35 feet References NAVFAC EM 1110-1-1904 Settlement Analysis, 1990 McCarthy, David F. Essentials of Soil Mechanics and Foundations, 1998 Robeson County C&D Landfill Expansion 820.1602.11 Task 1 Project: Robeson County C&D Landfill Expansion Project Number: 820.1703.11 Task 1 Calculated By: MM Date: 03/28/2017 Revised By: Date: Checked By: LB Date: 3/31/2017 Subject: Bearing Capacity Sheet: 1 of 6 Robeson County - Bearing Capacity - 03 28 2017.doc 3/31/2017 BEARING CAPACITY OBJECTIVE To determine the bearing capacity of the subgrade material beneath the proposed base grade of the Robeson County Construction & Demoltion (C&D) Landfill Expansion. METHODOLOGY The surface beneath the landfill base grade must be able to bear the weight of the landfill without enduring shear failure or excessive settlement that in turn may cause damage and eventual failure to the landfill base grade. For conservatism, bearing capacity calculations will be performed considering a maximum waste thickness of 119 feet, and an intermediate/final covers thickness of 3 feet. No soil borings were completed as a part of this application, because this expansion was approved by NCDEQ for C&D disposal as part of the Permit to Construct Application submitted by SM&E, Inc. in July 1996. Accordingly, previous soil borings throughout the facility were used to provide background information about the C&D expansion area. A summary of site borirngs from the MSW Landfill Phases 4 and 5 hydrogeological studies is listed in Table 1. The soil material strata beneath the site consist of clayey sand and sandy clay. The average unit weight of the foundation soils, from site borings obtained from Phases 4 and 5 hydrogeological studies, is 127 pcf. Table 1. List of on-site borings. Bore Description Depth, ft Wet density, pcf References PZ32S Clayey Sand 9 to10 126 Phase 5 Hydrogeological Report (Geotechnics Report), prepared by Joyce Engineering, Inc. (2015) PZ32S Sandy lean clay 15 133 Phase 5 Hydrogeological Report (Geotechnics Report), prepared by Joyce Engineering, Inc. (2015) G15 Fine Sandy Clay 8.7-8.9 114 Phase 4 Permit to Construct Application, prepared by Brown & Caldwell (2009) G-1D Clayey Sand 0-10 135 Phase 4 Permit to Construct Application, prepared by Brown & Caldwell (2009) Average 127 Project: Robeson County C&D Landfill Expansion Project Number: 820.1703.11 Task 1 Calculated By: MM Date: 03/28/2017 Revised By: Date: Checked By: LB Date: 3/31/2017 Subject: Bearing Capacity Sheet: 2 of 6 Robeson County - Bearing Capacity - 03 28 2017.doc 3/31/2017 As part of the hydrogeological study for Phase 5, the internal friction angle for a soil smaple taken from boring PZ-32S was determined to be 30.7 degrees based on the triaxial shear Test results. For the C&D Landfill Expansion, the internal friction angle of the foundation soils was assumed to be 20 degrees for the purpose of this calculation. The calculation methodology is conservative because it assumes that the landfill is built quickly relative to the ability of the foundation soils to dissipate excess pore pressures resulting from the loading, when in reality, the opposite can be expected to happen. An additional conservative assumption is that the foundation soil has no cohesion. A summary of all inputs is provided in Table 2. An average unit weight of 75 pcf will be used in the analysis for the unit weight of the C&D waste. A factor of safety (FS) will be calculated comparing the total anticipated applied load to the estimated ultimate load that the foundation soils can support. Table 2. Summary Table. Component Thickness (ft) Cohesion (psf) Internal Friction Angle (degrees) Unit Weight (pcf) Foundation Soils ----- 0 20 (assumed) 127 (site average) Solid Waste 119* 41 75 Vesic Bearing Capacity Factors** ___ Nc = 14.83 Nq = 6.4 Nγ = 5.39 * Use a conservative maximum waste vertical height of 119-ft (final buildout). **Vesic Bearing Capacity Factors were taken from Table 4 below (Vesic, 1973). BEARING CAPACITY CALCULATION The excavation for the base of the landfill is approximately 11 feet beneath the existing surface. The friction angle, 20 degrees, was assumed and the unit weight of the foundation soils, 127 pcf, was assumed based on on-site borings for Phases 4 and 5 of the MSW landfill. A vertical pressure and a horizontal base are assumed, therefore, the following equation does not include the inclination, ground and base factors. qult = γγγγdSBNdSqqq5.0N +dScN qcc c + (Vesic Equation) Where: Project: Robeson County C&D Landfill Expansion Project Number: 820.1703.11 Task 1 Calculated By: MM Date: 03/28/2017 Revised By: Date: Checked By: LB Date: 3/31/2017 Subject: Bearing Capacity Sheet: 3 of 6 Robeson County - Bearing Capacity - 03 28 2017.doc 3/31/2017 qult = ultimate bearing capacity of the subgrade material, (psf). c = a cohesion of 0 was used in the analysis, to be conservative. γ = unit weight of the foundation soil (if any) = 127 pcf. B = width of the rectangular foundation = 920 feet (entire C&D Landfill footprint). L = length of the rectangular foundation = 2,080 feet (entire C&D Landfill footprint). Df = depth of embedment for a footing in a standard bearing capacity analysis = 0 feet (assumed zero). q = γ Df, soil pressure around footing, not applicable for surface footings. The average depth of embedment of the base grade below the surrounding grade is approximately 11 feet. We used Df = 0 to be conservative (assuming surface footing). Nc, Nq, Nγ = bearing capacity factors which are a function of the foundation soil’s internal angle of friction, use a φ of 20° and see Summary Table to obtain factors: Nc = 14.83, Nq = 6.4, Nγ =5.39 Sc, Sq, Sγ = Shape Factors for use in the Vesic bearing capacity equation, Sc = 1 + (Nq / Nc) x (B/L) = 1 + (6.4/14.83) x (920 /2,080) = 1.19 Sq = 1 + (B/L)tanφ = 1 + (920 /2,080) x tan (20) = 1.16 Sγ = 1 – 0.4(B/L) = 1 – 0.4 x (920 /2,080) = 0.82 dc, dq, dγ = Depth Factors for use in the Vesic bearing capacity equation, dc = 1 + 0.4(D/B) for D/B<=1, = 1 dq = 1 + 2tanφ(1-sinφ)2(D/B) = 1 dγ = 1 Project: Robeson County C&D Landfill Expansion Project Number: 820.1703.11 Task 1 Calculated By: MM Date: 03/28/2017 Revised By: Date: Checked By: LB Date: 3/31/2017 Subject: Bearing Capacity Sheet: 4 of 6 Robeson County - Bearing Capacity - 03 28 2017.doc 3/31/2017 γγγγdSBNdSqqq5.0N +dScN =q qcc c ult + qult = 0 + 0 + [0.5 x 127 x 920 x 5.39 x 0.82 x 1] qult = 0+ 0 + 258,205 = 258,205 psf or 129 tsf The water table must be accounted for; using a water table correction factor (WT): 51.0127 4.62127 = WT =−=− sat watersat γ γγ qult (corrected) = WT x qult = 0.51 x 129 = 65.8 tsf The total applied load from the maximum waste thickness is: q = (unit weight of waste)(maximum waste thickness) + (unit weight of Final Cover System)(Final Cover System thickness) Waste Final & Intermediate Covers q = (75 pcf x 119 ft) + (125 pcf x 2 ft + 125 pcf x 1 ft) q = 9,300 psf or 4.7 tsf Bearing Capacity Factor of Safety, FS FS = q q ted)ult(correc = tsf4.7 tsf129 = 27 CONCLUSION The bearing capacity of the in-situ soils beneath the landfill was calculated using a maximum waste thickness of 119-ft. The applied stress was then calculated to be 4.7 tons per square foot (tsf) including the final cover system soil components. The bearing capacity of the underlying foundation soils was estimated to be 129 tsf. The resulting FS of 27 indicates that the in-situ soil has an adequate safety factor against bearing capacity failure for the conditions analyzed. Project: Robeson County C&D Landfill Expansion Project Number: 820.1703.11 Task 1 Calculated By: MM Date: 03/28/2017 Revised By: Date: Checked By: LB Date: 3/31/2017 Subject: Bearing Capacity Sheet: 5 of 6 Robeson County - Bearing Capacity - 03 28 2017.doc 3/31/2017 REFERENCES 1) Terzaghi & Peck, “Soil Mechanics in Engineering Practice”, John Wiley and Sons, 1967. 2) Das, Braja, M., “Principles of Geotechnical Engineering”, PWS Publishers, 1985. 3) Vesic, Aleksander S., “Analysis of Ultimate Loads of Shallow Foundations”, Journal of the Soil Mechanics and Foundations Division, January 1973. 4) Sowers, “Settlement of Waste Disposal Fills”, paper for Law Engineering. 5) Landva, A.O. & Clark, J.I. “Geotechnics of Waste Fill”, Geotechnics of Waste Fill - Theory and Practice, ASTM STP 1070, Arvid Landva, G. David Knowles, Editors, American Society for Testing of Materials, Philadelphia, 1990. Project: Robeson County C&D Landfill Expansion Project Number: 820.1703.11 Task 1 Calculated By: MM Date: 03/28/2017 Revised By: Date: Checked By: LB Date: 3/31/2017 Subject: Bearing Capacity Sheet: 6 of 6 Robeson County - Bearing Capacity - 03 28 2017.doc 3/31/2017 Bearing Capacity Factors (Excerpt Taken From Reference 3, Table 4) APPENDIX IV-2 STABILITY ANALYSIS Project: Robeson County CDD Landfill Project Number: 00820.1703.11 Task 1 Calculated By: MAH/MM Date: 2/23/17 Revised By: Date: Checked By: Date: Subject: Global Stability Sheet: 1 of 6 Global SSA_ 2017 _RobesonCDD.DOC 3/31/2017 GLOBAL STATIC AND SEISMIC SLOPE STABILITY OBJECTIVE The objective of this calculation is to analyze the stability of the Robeson County Construction and Demolition Debris (CDD) Landfill Expansion. This analysis will determine the factors of safety for deep-seated translational and rotational failures. Factors of safety (FS) exceeding 1.5 for static conditions and 1.0 for seismic conditions are considered acceptable. The cross section analyzed is shown in Attachment A. Final grades represent worst case for stability because interim grades are designed with flatter slopes, and lower waste depths. This analysis includes: Attachment A – Cross Sections Location Cross Section Profiles Attachment B – SLIDE v.7.0 Slope Stability Software Static Analysis Output Data Attachment C – SLIDE v. 7.0 Slope Stability Software Seismic Analysis Output Data CROSS-SECTION GEOMETRY Cross Sections – Final Grade Slopes The cross section depicts the maximum waste elevation and thickness through the proposed expansion cell. The cross section runs through the proposed expansion cell north to south. The final grade scenario was considered by preparing a cross-section through the proposed landfill final condition configuration that included the maximum crest height within the expanded landfill, a sloping landfill basegrade, and the most significant perimeter bank. Since global stability is being analyzed, the final cover system was modeled as one soil unit. METHODOLOGY AND SOFTWARE The software program used to calculate slope stability FS within this analysis is entitled, "SLIDE" version 7.0, compiled by Rocscience, Inc. of Toronto, ON, Canada. The program uses limit equilibrium techniques to determine a minimum FS for each given input cross-section slope. SLIDE will calculate a minimum FS for both rotational and non-circular, translational failure surfaces within the cross-section under both static and seismic conditions based upon slope geometry, a phreatic surface, and the shear strength parameters of waste and soils. Project: Robeson County CDD Landfill Project Number: 00820.1703.11 Task 1 Calculated By: MAH/MM Date: 2/23/17 Revised By: Date: Checked By: Date: Subject: Global Stability Sheet: 2 of 6 Global SSA_ 2017 _RobesonCDD.DOC 3/31/2017 Block Search with the Simplified Janbu Method The Block Search method is a technique used within SLIDE to locate the most critical non- circular failure surface within each cross-section. This method was used for both static and seismic conditions. The Block Search method was used in conjunction with the Simplified Janbu Method as it does not incorporate moment equilibrium and is therefore appropriate for translational soil movement. Characteristics of Block Search/Simplified Janbu Method include:  The ability to single out a confined zone that may represent a potentially weak layer;  Generating passive and active portions or “blocks” of the failure surface at angles that are randomly generated within a specified range;  Applicable to any shape of failure surface;  Satisfies both vertical force for each slice and overall horizontal force equilibrium for the entire wedge;  Considers all interslice shear forces to be horizontal (no interslice shear force) Bishop’s Simplified Method Bishop's simplified method is a limit equilibrium technique used within SLIDE to locate the most critical rotational failure surface within the cross-section. Characteristics of Bishop's Method include:  Dividing failure mass into a number of slices;  Satisfies vertical force equilibrium for each slice and overall moment equilibrium about the center of the rotational failure surface;  Specifically applicable to rotational failure surfaces;  Considers all interslice shear forces to be horizontal (no interslice shear forces); Simplified Janbu Method The Simplified Janbu Method was also used for analyzing the most critical rotational failure surface for each cross section, considering static and seismic conditions. This approach uses the method of slices to determine the stability of the slide mass. The simplified procedure assumes that there are no inter-slice shear forces. The Simplified Janbu Method satisfies vertical force equilibrium for each slice, as well as overall horizontal force equilibrium for the entire slide mass. Project: Robeson County CDD Landfill Project Number: 00820.1703.11 Task 1 Calculated By: MAH/MM Date: 2/23/17 Revised By: Date: Checked By: Date: Subject: Global Stability Sheet: 3 of 6 Global SSA_ 2017 _RobesonCDD.DOC 3/31/2017 LANDFILL DESIGN The Robeson County CDD Landfill Expansion was permitted to be constructed without a liner. Therefore, the expansion design comments can consist of the following (from top to bottom):  Subgrade, Waste Fill and Cover  Cover ( 3-feet earthen cover)  Waste (120-feet of waste, max. elevation)  Structural Fill (where required)  Existing Subgrade Soils For the purpose of stability analysis check, only the existing subgrade, waste, and cover soil layer were modeled. SOIL & WASTE PARAMETERS CDD Waste Strength Parameters Shear strength values were taken from the Ohio State EPA publication (Geotechnical and Stability Analysis for Ohio Waste Containment Facilities, 2004) for MSW. γ: Moist Unit weight of waste = 70 pcf γS: Saturated Unit weight waste = 75 pcf c’: Cohesion = 0 psf Φ’: Friction angle = 35 degrees Cover Soil Strength γ: Moist Unit weight of constructed soil layers = 110 pcf γS: Saturated Unit weight of constructed soil layers = 115 pcf c’: Cohesion = 0 psf Φ’: Friction angle = 29 degrees Foundation Soil & Structural Fill Strength γ: Moist Unit weight of foundation sand = 115 pcf γS: Saturated Unit weight of foundation sand = 120 pcf c’: Cohesion = 0 psf Φ’: Friction angle = 30 degrees Project: Robeson County CDD Landfill Project Number: 00820.1703.11 Task 1 Calculated By: MAH/MM Date: 2/23/17 Revised By: Date: Checked By: Date: Subject: Global Stability Sheet: 4 of 6 Global SSA_ 2017 _RobesonCDD.DOC 3/31/2017 SEISMIC STABILITY ANALYSIS The shear wave acceleration is modeled within the stability analysis by inputting a coefficient, (Cs) that is some fraction of gravity. The peak acceleration for the site is taken from the map below (USGS Seismic Hazard Maps, 2014) which gives the acceleration that has a 2% probability of occurring in 50 years. Approximate Site Location Project: Robeson County CDD Landfill Project Number: 00820.1703.11 Task 1 Calculated By: MAH/MM Date: 2/23/17 Revised By: Date: Checked By: Date: Subject: Global Stability Sheet: 5 of 6 Global SSA_ 2017 _RobesonCDD.DOC 3/31/2017 The peak acceleration at the base (approximately 0.1g, from USGS Map) was adjusted to reflect the peak acceleration at the crest of the landfill using Figure 8-11 adopted from Singh and Sun (1995). Accordingly, the peak acceleration at the crest is estimated to be 0.15g. SLIDE software was used to perform the seismic slope stability analysis on the most critical failure surface within the cross section. The modified peak horizontal ground acceleration was used directly as the seismic coefficient. Project: Robeson County CDD Landfill Project Number: 00820.1703.11 Task 1 Calculated By: MAH/MM Date: 2/23/17 Revised By: Date: Checked By: Date: Subject: Global Stability Sheet: 6 of 6 Global SSA_ 2017 _RobesonCDD.DOC 3/31/2017 SLOPE STABILITY RESULTS FS were calculated for the final slope condition for the new landfill expansion. The SLIDE software package calculated FS, expressing the ratio of resisting to driving forces, for each failure surface considering static conditions. Attachment B contains the SLIDE slope stability software output data for static conditions. The most critical static failure surface for each cross section was then evaluated under seismic conditions. Attachment C contains the SLIDE slope stability software output data for seismic conditions. RESULTS & OUTPUT The lowest factors of safety (FS) were determined for the final slope condition of the proposed expansion. The SLIDE software package calculated FS, expressing the ratio of resisting to driving forces, for each failure surface considering static and seismic conditions. The SLIDE slope stability software output data are attached. Below is a summary of the analysis files and results. File Failure Type Static/Seismic FS Cross Section A Translational Static 1.7 Rotational Static 1.7 Translational Seismic 1.2 Rotational Seismic 1.1 CONCLUSIONS All deep-seated translational and rotational analyses provided a static and seismic factor of safety greater than 1.5 and 1.0, respectfully. In conclusion, the proposed expansion cell at Robeson County CDD Landfill will be structurally stable under static and seismic conditions. ATTACHMENT A CROSS SECTION A LOCATION AND PROFILE (NOT TO SCALE) s t a b i l i t y ( 1 ) 1 3 0 1 4 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 2 0 2 3 0 2 4 0 2 5 0 2 6 0 1 3 0 1 4 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 2 0 2 3 0 2 4 0 2 5 0 2 6 0 1 + 0 0 2 + 0 0 3 + 0 0 4 + 0 0 5 + 0 0 S T A : 1 + 5 2 . 0 2 E L E V : 1 4 0 . 0 0 S T A : 3 + 7 4 . 0 8 E L E V : 2 1 4 . 0 0 S T A : 3 + 8 9 . 0 9 E L E V : 2 1 4 . 0 0 S T A : 5 + 2 7 . 1 2 E L E V : 2 6 0 . 0 0 S T A : 5 + 5 7 . 7 6 E L E V : 2 6 0 . 0 0 S T A : 1 + 6 6 . 8 5 E L E V : 1 3 8 . 0 0 S T A : 1 + 6 0 . 8 5 E L E V : 1 4 0 . 0 0 S T A : 1 + 3 2 . 9 6 E L E V : 1 3 4 . 0 0 S T A : 1 + 2 4 . 9 4 E L E V : 1 3 4 . 0 0 S T A : 1 + 1 9 . 1 8 E L E V : 1 3 6 . 0 0 S T A : 0 + 8 2 . 8 2 E L E V : 1 3 6 . 0 0 S T A : 0 + 7 9 . 9 4 E L E V : 1 3 5 . 2 0 S T A : 5 + 5 5 . 1 2 E L E V : 1 3 9 . 3 0 S T A : 3 + 5 8 . 3 6 E L E V : 1 3 8 . 7 6 S T A : 5 + 4 0 . 6 0 E L E V : 1 3 3 . 1 9 S T A : 3 + 9 1 . 6 8 E L E V : 1 3 2 . 2 9 S T A : 1 + 6 8 . 2 4 E L E V : 1 3 1 . 0 0 S T A : 0 + 0 0 . 0 0 E L E V : 1 3 1 . 3 7 S T A : 0 + 6 1 . 5 5 E L E V : 1 3 4 . 4 2 S T A : 0 + 5 5 . 7 0 E L E V : 1 3 0 . 7 6 GW GW GWGWGW GW GW GW GWGWGW GW GW GWGWGWGW GW GW GWGWGW132RELOCATEACCESS ROAD MW-20130.85 2400+00 1+00 2+00 3+00 4+00 5+00 5+58 0 ( F E E T ) G R A P H I C S C A L E 1 2 0 6 0 3 0 P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\WORKING-BASE\BASE GRADES.dwg Layout=Layout1 9731-F SOUTHERN PINE BLVD. CHARLOTTE, NC 28273 PHONE: (704) 817-2037 NC CORP LIC: C-0782 8 2 0 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA 2016 2 A S S H O W N MM RWH LB MM 2016 ATTACHMENT B SLIDE SLOPE STABILITY SOFTWARE STATIC ANALYSIS OUTPUT DATA TRANSLATIONAL STATIC CROSS SECTION A Slide Analysis Information SLIDE ‐ An Interactive Slope Stability Program Project Summary Robeson_Seismic_ SSA.slmd ‐ Group 1 ‐ Block Search ‐ No SeismicFile Name: 7.022Slide Modeler Version: SLIDE ‐ An Interactive Slope Stability ProgramProject Title: 2/23/2017, 10:53:09 AMDate Created: General Settings Imperial UnitsUnits of Measurement: daysTime Units: feet/secondPermeability Units: Right to LeftFailure Direction: StandardData Output: 20Maximum Material Properties: 20Maximum Support Properties: Analysis Options VerticalSlices Type: Analysis Methods Used Half SineGLE/Morgenstern‐Price with interslice force function: Janbu simplified Spencer 50Number of slices: 0.005Tolerance: 75Maximum number of iterations: YesCheck malpha < 0.2: YesCreate Interslice boundaries at intersections with water tables and piezos: 1Initial trial value of FS: YesSteffensen Iteration: Groundwater Analysis Water SurfacesGroundwater Method: 62.4Pore Fluid Unit Weight [lbs/ft3]: YesUse negative pore pressure cutoff: 0Maximum negative pore pressure [psf]: NoneAdvanced Groundwater Method: Random Numbers 10116Pseudo‐random Seed: Park and Miller v.3Random Number Generation Method: Surface Options SLIDE - An Interactive Slope Stability Program: Page 1 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Non‐Circular Block SearchSurface Type: 5000Number of Surfaces: DisabledMultiple Groups: EnabledPseudo‐Random Surfaces: DisabledConvex Surfaces Only: 95Left Projection Angle (Start Angle): 175Left Projection Angle (End Angle): 5Right Projection Angle (Start Angle): 85Right Projection Angle (End Angle): Not DefinedMinimum Elevation: Not DefinedMinimum Depth: Not DefinedMinimum Area: Not DefinedMinimum Weight: Seismic NoAdvanced seismic analysis: NoStaged pseudostatic analysis: Material Properties Foundation SoilCover SoilWasteProperty Color Mohr‐CoulombMohr‐CoulombMohr‐CoulombStrength Type 11570Unsaturated Unit Weight [lbs/ft3] 12075Saturated Unit Weight [lbs/ft3] 000Cohesion [psf] 302935Friction Angle [deg] Water TableNoneNoneWater Surface 1Hu Value 00Ru Value Global Minimums Method: janbu simplified 1.669830FS 188.549, 269.912Axis Location: 151.090, 10.004Left Slip Surface Endpoint: 374.000, 84.000Right Slip Surface Endpoint: 435.887 lbResisting Horizontal Force: 261.036 lbDriving Horizontal Force: 7.93648 ft2Total Slice Area: 222.91 ftSurface Horizontal Width: 0.0356039 ftSurface Average Height: Method: spencer 1.669830FS 188.549, 269.912Axis Location: 151.090, 10.004Left Slip Surface Endpoint: 374.000, 84.000Right Slip Surface Endpoint: 107902 lb‐ftResisting Moment: 64618.2 lb‐ftDriving Moment: 435.887 lbResisting Horizontal Force: 261.036 lbDriving Horizontal Force: 7.93648 ft2Total Slice Area: 222.91 ftSurface Horizontal Width: 0.0356039 ftSurface Average Height: SLIDE - An Interactive Slope Stability Program: Page 2 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Method: gle/morgenstern‐price 1.669830FS 188.549, 269.912Axis Location: 151.090, 10.004Left Slip Surface Endpoint: 374.000, 84.000Right Slip Surface Endpoint: 107902 lb‐ftResisting Moment: 64618.2 lb‐ftDriving Moment: 435.887 lbResisting Horizontal Force: 261.036 lbDriving Horizontal Force: 7.93648 ft2Total Slice Area: 222.91 ftSurface Horizontal Width: 0.0356039 ftSurface Average Height: Global Minimum Coordinates Method: janbu simplified YX 10.0037151.09 34.1252223.969 84374 Method: spencer YX 10.0037151.09 34.1252223.969 84374 Method: gle/morgenstern‐price YX 10.0037151.09 34.1252223.969 84374 Valid / Invalid Surfaces Method: janbu simplified 1984Number of Valid Surfaces: 3019Number of Invalid Surfaces: Error Codes: Error Code ‐108 reported for 2602 surfaces Error Code ‐111 reported for 29 surfaces Error Code ‐112 reported for 388 surfaces Method: spencer 1290Number of Valid Surfaces: 3713Number of Invalid Surfaces: Error Codes: Error Code ‐108 reported for 2865 surfaces Error Code ‐111 reported for 425 surfaces Error Code ‐112 reported for 423 surfaces Method: gle/morgenstern‐price SLIDE - An Interactive Slope Stability Program: Page 3 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 1353Number of Valid Surfaces: 3650Number of Invalid Surfaces: Error Codes: Error Code ‐108 reported for 2768 surfaces Error Code ‐111 reported for 469 surfaces Error Code ‐112 reported for 413 surfaces Error Codes The following errors were encountered during the computation: ‐108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). ‐111 = safety factor equation did not converge ‐112 = The coefficient M‐Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. Slice Data Global Minimum Query (janbu simplified) ‐ Safety Factor: 1.66983 Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 0.2447770.2447770.22054500.2205450.122250.073211290Cover Soil18.31341.114954.554961 0.734330.734330.66163600.6616360.3667510.219634290Cover Soil18.31343.344844.554962 1.223881.223881.1027301.102730.6112510.366056290Cover Soil18.31345.574744.554963 1.713441.713441.5438201.543820.8557520.512479290Cover Soil18.31347.804634.554964 2.202992.202991.9849101.984911.100250.658899290Cover Soil18.313410.03454.554965 2.692552.692552.4260102.426011.344750.805321290Cover Soil18.313412.26444.554966 3.182093.182092.8670902.867091.589250.951744290Cover Soil18.313414.49434.554967 3.671643.671643.3081703.308171.833751.09817290Cover Soil18.313416.72424.554968 4.161214.161213.7492703.749272.078251.24459290Cover Soil18.313418.95414.554969 4.650754.650754.1903604.190362.322761.39102290Cover Soil18.313421.1844.5549610 5.140325.140324.6314604.631462.567261.53744290Cover Soil18.313423.41394.5549611 5.629865.629865.0725405.072542.811761.68386290Cover Soil18.313425.64384.5549612 6.119416.119415.5136305.513633.056261.83028290Cover Soil18.313427.87374.5549613 6.608976.608975.9547305.954733.300761.9767290Cover Soil18.313430.10364.5549614 7.098527.098526.3958106.395813.545262.12313290Cover Soil18.313432.33354.5549615 7.588097.588096.8369106.836913.789762.26955290Cover Soil18.313434.56344.5549616 7.717667.717666.9506506.950653.852812.30731290Cover Soil18.388334.05564.4126817 7.487297.487296.7431706.743173.73782.23843290Cover Soil18.388333.0394.4126818 7.256917.256916.5356906.535693.622792.16956290Cover Soil18.388332.02244.4126819 7.026547.026546.3282106.328213.507782.10068290Cover Soil18.388331.00584.4126820 SLIDE - An Interactive Slope Stability Program: Page 4 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 6.796146.796146.1207106.120713.392772.03181290Cover Soil18.388329.98924.4126821 6.565776.565775.9132305.913233.277761.96293290Cover Soil18.388328.97264.4126822 6.335396.335395.7057505.705753.162751.89406290Cover Soil18.388327.95614.4126823 6.105026.105025.4982705.498273.047741.82518290Cover Soil18.388326.93954.4126824 5.874645.874645.290805.29082.932731.7563290Cover Soil18.388325.92294.4126825 5.644275.644275.0833205.083322.817721.68743290Cover Soil18.388324.90634.4126826 5.413875.413874.8758204.875822.702711.61855290Cover Soil18.388323.88974.4126827 5.18355.18354.6683404.668342.587711.54968290Cover Soil18.388322.87314.4126828 4.953124.953124.4608604.460862.47271.48081290Cover Soil18.388321.85664.4126829 4.722754.722754.2533804.253382.357691.41193290Cover Soil18.388320.844.4126830 4.492374.492374.045904.04592.242681.34306290Cover Soil18.388319.82344.4126831 4.2624.2623.8384203.838422.127671.27418290Cover Soil18.388318.80684.4126832 4.031624.031623.6309403.630942.012661.20531290Cover Soil18.388317.79024.4126833 3.801233.801233.4234403.423441.897651.13643290Cover Soil18.388316.77364.4126834 3.570853.570853.2159603.215961.782641.06756290Cover Soil18.388315.75714.4126835 3.340483.340483.0084903.008491.667630.998683290Cover Soil18.388314.74054.4126836 3.11013.11012.8010102.801011.552620.929807290Cover Soil18.388313.72394.4126837 2.879732.879732.5935302.593531.437610.860932290Cover Soil18.388312.70734.4126838 2.649352.649352.3860502.386051.322610.792063290Cover Soil18.388311.69074.4126839 2.418982.418982.1785702.178571.20760.723187290Cover Soil18.388310.67414.4126840 2.188592.188591.9710801.971081.092590.654312290Cover Soil18.38839.657554.4126841 1.958211.958211.763601.76360.9775780.585436290Cover Soil18.38838.640974.4126842 1.727831.727831.5561101.556110.8625690.516561290Cover Soil18.38837.624384.4126843 1.497461.497461.3486301.348630.7475590.447686290Cover Soil18.38836.60784.4126844 1.267081.267081.1411501.141150.632550.378811290Cover Soil18.38835.591214.4126845 1.03671.03670.9336700.933670.5175410.309936290Cover Soil18.38834.574634.4126846 0.8063230.8063230.72618700.7261870.4025320.241062290Cover Soil18.38833.558044.4126847 0.5759460.5759460.51870600.5187060.2875230.172187290Cover Soil18.38832.541464.4126848 0.3455670.3455670.31122300.3112230.1725140.103312290Cover Soil18.38831.524884.4126849 0.1151890.1151890.10374100.1037410.05750460.0344374290Cover Soil18.38830.5082924.4126850 Global Minimum Query (spencer) ‐ Safety Factor: 1.66983 Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 0.2448480.2448480.2206100.220610.1222860.0732326290Cover Soil18.31341.114954.554961 0.7345450.7345450.6618300.661830.3668580.219698290Cover 18.31343.344844.554962 SLIDE - An Interactive Slope Stability Program: Page 5 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Soil 1.224241.224241.1030501.103050.611430.366163290Cover Soil18.31345.574744.554963 1.713941.713941.5442701.544270.8560020.512628290Cover Soil18.31347.804634.554964 2.203632.203631.9854901.985491.100570.659091290Cover Soil18.313410.03454.554965 2.693342.693342.4267102.426711.345150.805561290Cover Soil18.313412.26444.554966 3.183023.183022.8679202.867921.589720.952025290Cover Soil18.313414.49434.554967 3.672733.672733.3091503.309151.834291.09849290Cover Soil18.313416.72424.554968 4.162414.162413.7503603.750362.078861.24495290Cover Soil18.313418.95414.554969 4.652124.652124.1915904.191592.323431.39142290Cover Soil18.313421.1844.5549610 5.141825.141824.6328204.632822.568011.53789290Cover Soil18.313423.41394.5549611 5.631515.631515.0740205.074022.812581.68435290Cover Soil18.313425.64384.5549612 6.121216.121215.5152505.515253.057151.83082290Cover Soil18.313427.87374.5549613 6.610896.610895.9564605.956463.301721.97728290Cover Soil18.313430.10364.5549614 7.10067.10066.3976906.397693.546292.12374290Cover Soil18.313432.33354.5549615 7.590297.590296.8388906.838893.790872.27021290Cover Soil18.313434.56344.5549616 7.716577.716576.9496606.949663.852262.30698290Cover Soil18.388334.05564.4126817 7.486227.486226.742206.74223.737272.23811290Cover Soil18.388333.0394.4126818 7.255897.255896.5347706.534773.622272.16924290Cover Soil18.388332.02244.4126819 7.025547.025546.3273106.327313.507282.10038290Cover Soil18.388331.00584.4126820 6.795196.795196.1198506.119853.392292.03152290Cover Soil18.388329.98924.4126821 6.564846.564845.9123905.912393.27731.96265290Cover Soil18.388328.97264.4126822 6.334496.334495.7049405.704943.16231.89379290Cover Soil18.388327.95614.4126823 6.104166.104165.497505.49753.047311.82492290Cover Soil18.388326.93954.4126824 5.873815.873815.2900405.290042.932321.75606290Cover Soil18.388325.92294.4126825 5.643465.643465.0825905.082592.817321.68719290Cover Soil18.388324.90634.4126826 5.413115.413114.8751304.875132.702331.61833290Cover Soil18.388323.88974.4126827 5.182785.182784.6676904.667692.587341.54946290Cover Soil18.388322.87314.4126828 4.952434.952434.4602404.460242.472351.4806290Cover Soil18.388321.85664.4126829 4.722084.722084.2527804.252782.357351.41173290Cover Soil18.388320.844.4126830 4.491734.491734.0453204.045322.242361.34287290Cover Soil18.388319.82344.4126831 4.261384.261383.8378603.837862.127371.274290Cover Soil18.388318.80684.4126832 4.031054.031053.6304303.630432.012371.20513290Cover Soil18.388317.79024.4126833 3.80073.80073.4229703.422971.897381.13627290Cover Soil18.388316.77364.4126834 3.570353.570353.2155103.215511.782391.06741290Cover Soil18.388315.75714.4126835 3.343.343.0080603.008061.66740.998545290Cover Soil18.388314.74054.4126836 SLIDE - An Interactive Slope Stability Program: Page 6 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 3.109673.109672.8006202.800621.55240.929675290Cover Soil18.388313.72394.4126837 2.879322.879322.5931602.593161.437410.860812290Cover Soil18.388312.70734.4126838 2.648972.648972.3857102.385711.322420.791949290Cover Soil18.388311.69074.4126839 2.418622.418622.1782502.178251.207420.72308290Cover Soil18.388310.67414.4126840 2.188282.188281.970801.97081.092430.654216290Cover Soil18.38839.657554.4126841 1.957931.957931.7633501.763350.9774390.585352290Cover Soil18.38838.640974.4126842 1.727591.727591.5558901.555890.8624460.516487290Cover Soil18.38837.624384.4126843 1.497251.497251.3484401.348440.7474530.447622290Cover Soil18.38836.60784.4126844 1.26691.26691.1409901.140990.6324610.378758290Cover Soil18.38835.591214.4126845 1.036551.036550.93353600.9335360.5174680.309893290Cover Soil18.38834.574634.4126846 0.8062080.8062080.72608300.7260830.4024750.241028290Cover Soil18.38833.558044.4126847 0.5758620.5758620.5186300.518630.2874820.172162290Cover Soil18.38832.541464.4126848 0.3455190.3455190.3111800.311180.1724890.103297290Cover Soil18.38831.524884.4126849 0.1151730.1151730.10372600.1037260.05749640.0344325290Cover Soil18.38830.5082924.4126850 Global Minimum Query (gle/morgenstern‐price) ‐ Safety Factor: 1.66983 Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 0.2447810.2447810.2205500.220550.1222530.0732128290Cover Soil18.31341.114954.554961 0.7343670.7343670.6616700.661670.366770.219645290Cover Soil18.31343.344844.554962 1.223991.223991.1028201.102820.6113030.366087290Cover Soil18.31345.574744.554963 1.713641.713641.54401.5440.8558510.512538290Cover Soil18.31347.804634.554964 2.203312.203311.985201.98521.100410.658995290Cover Soil18.313410.03454.554965 2.693012.693012.4264202.426421.344990.805465290Cover Soil18.313412.26444.554966 3.182763.182762.8676902.867691.589580.951941290Cover Soil18.313414.49434.554967 3.672523.672523.3089603.308961.834181.09842290Cover Soil18.313416.72424.554968 4.162294.162293.7502503.750252.07881.24492290Cover Soil18.313418.95414.554969 4.652094.652094.1915704.191572.323421.39141290Cover Soil18.313421.1844.5549610 5.141895.141894.6328804.632882.568051.53791290Cover Soil18.313423.41394.5549611 5.631715.631715.0742105.074212.812681.68441290Cover Soil18.313425.64384.5549612 6.121546.121545.5155405.515543.057321.83092290Cover Soil18.313427.87374.5549613 6.611366.611365.9568805.956883.301951.97742290Cover Soil18.313430.10364.5549614 7.101187.101186.3982106.398213.546592.12392290Cover Soil18.313432.33354.5549615 7.5917.5916.8395406.839543.791222.27042290Cover Soil18.313434.56344.5549616 7.717197.717196.9502206.950223.852572.30716290Cover Soil18.388334.05564.4126817 7.486727.486726.7426506.742653.737512.23826290Cover 18.388333.0394.4126818 SLIDE - An Interactive Slope Stability Program: Page 7 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Soil 7.256227.256226.5350706.535073.622452.16935290Cover Soil18.388332.02244.4126819 7.025787.025786.3275206.327523.50742.10045290Cover Soil18.388331.00584.4126820 6.795336.795336.1199806.119983.392352.03155290Cover Soil18.388329.98924.4126821 6.564896.564895.9124405.912443.277321.96267290Cover Soil18.388328.97264.4126822 6.334466.334465.7049105.704913.162291.89378290Cover Soil18.388327.95614.4126823 6.104066.104065.4974105.497413.047261.82489290Cover Soil18.388326.93954.4126824 5.873675.873675.2899105.289912.932251.75602290Cover Soil18.388325.92294.4126825 5.643275.643275.0824105.082412.817231.68714290Cover Soil18.388324.90634.4126826 5.412895.412894.8749304.874932.702231.61827290Cover Soil18.388323.88974.4126827 5.182545.182544.6674804.667482.587221.54939290Cover Soil18.388322.87314.4126828 4.952194.952194.4600204.460022.472231.48053290Cover Soil18.388321.85664.4126829 4.721844.721844.2525604.252562.357231.41166290Cover Soil18.388320.844.4126830 4.491494.491494.0451104.045112.242241.3428290Cover Soil18.388319.82344.4126831 4.261164.261163.8376703.837672.127261.27394290Cover Soil18.388318.80684.4126832 4.030844.030843.6302303.630232.012271.20507290Cover Soil18.388317.79024.4126833 3.800513.800513.422803.42281.897291.13622290Cover Soil18.388316.77364.4126834 3.570213.570213.2153803.215381.782311.06736290Cover Soil18.388315.75714.4126835 3.339883.339883.0079503.007951.667330.998503290Cover Soil18.388314.74054.4126836 3.109583.109582.8005302.800531.552360.929652290Cover Soil18.388313.72394.4126837 2.879252.879252.593102.59311.437380.860794290Cover Soil18.388312.70734.4126838 2.648932.648932.3856602.385661.32240.791937290Cover Soil18.388311.69074.4126839 2.418622.418622.1782502.178251.207420.72308290Cover Soil18.388310.67414.4126840 2.18832.18831.9708101.970811.092440.654222290Cover Soil18.38839.657554.4126841 1.957971.957971.7633801.763380.9774570.585363290Cover Soil18.38838.640974.4126842 1.727641.727641.5559401.555940.8624730.516503290Cover Soil18.38837.624384.4126843 1.497311.497311.348501.34850.7474860.447642290Cover Soil18.38836.60784.4126844 1.266971.266971.1410601.141060.6324970.378779290Cover Soil18.38835.591214.4126845 1.036631.036630.93360500.9336050.5175050.309915290Cover Soil18.38834.574634.4126846 0.806280.806280.72614800.7261480.402510.241048290Cover Soil18.38833.558044.4126847 0.5759220.5759220.51868400.5186840.2875120.17218290Cover Soil18.38832.541464.4126848 0.3455590.3455590.31121600.3112160.172510.10331290Cover Soil18.38831.524884.4126849 0.1151880.1151880.1037400.103740.0575040.034437290Cover Soil18.38830.5082924.4126850 Interslice Data SLIDE - An Interactive Slope Stability Program: Page 8 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Global Minimum Query (janbu simplified) ‐ Safety Factor: 1.66983 Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 00010.0037151.091 000.00098139411.5113155.6442 000.0039255813.0189160.1993 000.0088325514.5265164.7544 000.015702316.0341169.3095 000.024534917.5417173.8646 000.035330219.0493178.4197 000.048088320.5569182.9748 000.062809222.0645187.5299 000.079492923.5721192.08410 000.098139425.0797196.63911 000.11874926.5873201.19412 000.14132128.0948205.74913 000.16585629.6024210.30414 000.19235331.11214.85915 000.22081432.6176219.41416 000.25123734.1252223.96917 000.23667635.5921228.38218 000.22254937.059232.79419 000.20885738.5259237.20720 000.195639.9928241.6221 000.18277741.4597246.03222 000.17038942.9266250.44523 000.15843644.3935254.85824 000.14691745.8605259.2725 000.13583347.3274263.68326 000.12518448.7943268.09627 000.11496950.2612272.50828 000.10518951.7281276.92129 000.095843853.195281.33430 000.086933254.6619285.74631 000.078457256.1288290.15932 000.070415957.5957294.57233 000.062809259.0626298.98434 000.055637260.5295303.39735 000.048899961.9964307.8136 000.042597363.4633312.22237 000.036729364.9302316.63538 000.031295966.3971321.04839 000.026297367.864325.46140 000.021733369.3309329.87341 000.01760470.7978334.28642 000.013909372.2648338.69943 000.010649373.7317343.11144 000.0078239975.1986347.52445 000.0054333276.6655351.93746 000.0034773378.1324356.34947 000.00195679.5993360.76248 000.00086933281.0662365.17549 000.00021733382.5331369.58750 0008437451 Global Minimum Query (spencer) ‐ Safety Factor: 1.66983 SLIDE - An Interactive Slope Stability Program: Page 9 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 00010.0037151.091 18.36380.0003258270.00098154111.5113155.6442 18.36380.001303310.0039261713.0189160.1993 18.36390.002932450.0088338714.5265164.7544 18.36380.005213240.015704716.0341169.3095 18.36380.008145680.024538517.5417173.8646 18.36390.01172980.035335519.0493178.4197 18.36380.01596550.048095520.5569182.9748 18.36380.02085290.062818722.0645187.5299 18.36380.0263920.079504923.5721192.08410 18.36380.03258270.098154125.0797196.63911 18.36380.03942510.11876726.5873201.19412 18.36380.04691910.14134228.0948205.74913 18.36380.05506480.16588129.6024210.30414 18.36380.06386210.19238231.11214.85915 18.36380.07331110.22084732.6176219.41416 18.36380.08341180.25127534.1252223.96917 18.36380.07857740.23671135.5921228.38218 18.36390.07388730.22258237.059232.79419 18.36390.06934150.20888838.5259237.20720 18.36380.064940.19562939.9928241.6221 18.36390.06068280.18280441.4597246.03222 18.36380.05656990.17041542.9266250.44523 18.36380.05260140.1584644.3935254.85824 18.36380.04877710.14693945.8605259.2725 18.36390.04509720.13585347.3274263.68326 18.36380.04156160.12520348.7943268.09627 18.36390.03817030.11498650.2612272.50828 18.36380.03492330.10520551.7281276.92129 18.36380.03182060.095858253.195281.33430 18.36380.02886220.086946254.6619285.74631 18.36380.02604810.07846956.1288290.15932 18.36380.02337840.070426457.5957294.57233 18.36380.02085290.062818759.0626298.98434 18.36380.01847180.055645660.5295303.39735 18.36380.0162350.048907361.9964307.8136 18.36380.01414250.042603763.4633312.22237 18.36380.01219430.036734864.9302316.63538 18.36390.01039040.031300666.3971321.04839 18.36390.008730820.026301267.864325.46140 18.36380.007215550.021736669.3309329.87341 18.36380.00584460.017606670.7978334.28642 18.36380.004617950.013911472.2648338.69943 18.36380.003535620.010650973.7317343.11144 18.36380.00259760.0078251675.1986347.52445 18.36380.001803890.0054341476.6655351.93746 18.36380.001154490.0034778578.1324356.34947 18.36380.00064940.0019562979.5993360.76248 18.36380.0002886220.00086946281.0662365.17549 18.36387.21555e‐0050.00021736682.5331369.58750 0008437451 Global Minimum Query (gle/morgenstern‐price) ‐ Safety Factor: 1.66983 SLIDE - An Interactive Slope Stability Program: Page 10 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 00010.0037151.091 1.448192.48077e‐0050.00098127411.5113155.6442 2.888580.0001980570.0039251813.0189160.1993 4.313480.0006661610.0088318614.5265164.7544 5.715430.001571480.015701416.0341169.3095 7.08730.003050350.02453417.5417173.8646 8.422320.00523110.035329719.0493178.4197 9.714240.008232240.048088620.5569182.9748 10.95740.01216070.062810922.0645187.5299 12.14640.01710990.079496523.5721192.08410 13.27680.02315870.098145625.0797196.63911 14.34460.03036950.11875826.5873201.19412 15.34620.0387870.14133428.0948205.74913 16.27850.04843730.16587429.6024210.30414 17.13910.05932690.19237831.11214.85915 17.9260.07144150.22084532.6176219.41416 18.63740.08474620.25127534.1252223.96917 19.25340.08267860.2367135.5921228.38218 19.79620.08011760.22258137.059232.79419 20.26540.07712570.20888638.5259237.20720 20.66010.07376510.19562639.9928241.6221 20.97990.07009730.18280141.4597246.03222 21.22460.06618240.17041142.9266250.44523 21.3940.06207910.15845644.3935254.85824 21.48780.05784360.14693645.8605259.2725 21.50610.05352980.13585147.3274263.68326 21.44880.04918850.125248.7943268.09627 21.31610.04486750.11498450.2612272.50828 21.10770.04061080.10520351.7281276.92129 20.82430.0364590.095856753.195281.33430 20.46570.03244820.086945154.6619285.74631 20.03260.02861070.078468256.1288290.15932 19.52540.02497430.070426157.5957294.57233 18.94470.02156240.062818659.0626298.98434 18.29130.01839380.055645960.5295303.39735 17.56660.01548310.048907861.9964307.8136 16.77170.01284010.042604463.4633312.22237 15.90830.01047020.036735764.9302316.63538 14.97860.008374750.031301766.3971321.04839 13.9850.006550580.026302367.864325.46140 12.93030.004990670.021737669.3309329.87341 11.81790.003684150.017607670.7978334.28642 10.65160.002616580.013912372.2648338.69943 9.435770.001770210.010651773.7317343.11144 8.175190.001124260.0078258375.1986347.52445 6.875290.0006552880.0054346676.6655351.93746 5.541760.0003374730.0034782278.1324356.34947 4.180810.0001430190.0019565279.5993360.76248 2.798974.25135e‐0050.00086957281.0662365.17549 1.403035.32453e‐0060.00021739582.5331369.58750 0008437451 List Of Coordinates Water Table YX 1.370 1168 2.3391 3.20069675.793 SLIDE - An Interactive Slope Stability Program: Page 11 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Block Search Window YX ‐22.548149.108 ‐90.375149.108 26.841553.439 96.644553.439 External Boundary YX ‐177.9840 ‐177.984675.793 9675.793 127675.793 130675.793 130527 84389 84374 10.0037151.09 4133.004 4125 6119 60 Material Boundary YX 4133.004 10.2946161 81374 81389 127527 127675.793 Material Boundary YX 10.2946161 10161 8167 9675.793 Material Boundary YX 10.0037151.09 10.2946161 SLIDE - An Interactive Slope Stability Program: Page 12 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM ROTATIONAL STATIC CROSS SECTION A Slide Analysis Information SLIDE ‐ An Interactive Slope Stability Program Project Summary Robeson_Seismic_ SSA.slmd ‐ No SeismicFile Name: 7.022Slide Modeler Version: SLIDE ‐ An Interactive Slope Stability ProgramProject Title: 2/23/2017, 10:53:09 AMDate Created: General Settings Imperial UnitsUnits of Measurement: daysTime Units: feet/secondPermeability Units: Right to LeftFailure Direction: StandardData Output: 20Maximum Material Properties: 20Maximum Support Properties: Analysis Options VerticalSlices Type: Analysis Methods Used Bishop simplified Janbu simplified 50Number of slices: 0.005Tolerance: 75Maximum number of iterations: YesCheck malpha < 0.2: YesCreate Interslice boundaries at intersections with water tables and piezos: 1Initial trial value of FS: YesSteffensen Iteration: Groundwater Analysis Water SurfacesGroundwater Method: 62.4Pore Fluid Unit Weight [lbs/ft3]: YesUse negative pore pressure cutoff: 0Maximum negative pore pressure [psf]: NoneAdvanced Groundwater Method: Random Numbers 10116Pseudo‐random Seed: Park and Miller v.3Random Number Generation Method: Surface Options SLIDE - An Interactive Slope Stability Program: Page 1 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM CircularSurface Type: Grid SearchSearch Method: 10Radius Increment: DisabledComposite Surfaces: Invalid SurfacesReverse Curvature: Not DefinedMinimum Elevation: Not DefinedMinimum Depth: Not DefinedMinimum Area: Not DefinedMinimum Weight: Seismic NoAdvanced seismic analysis: NoStaged pseudostatic analysis: Material Properties Foundation SoilCover SoilWasteProperty Color Mohr‐CoulombMohr‐CoulombMohr‐CoulombStrength Type 11570Unsaturated Unit Weight [lbs/ft3] 12075Saturated Unit Weight [lbs/ft3] 000Cohesion [psf] 302935Friction Angle [deg] Water TableNoneNoneWater Surface 1Hu Value 00Ru Value Global Minimums Method: bishop simplified 1.670340FS 60.860, 416.123Center: 413.985Radius: 181.754, 20.183Left Slip Surface Endpoint: 200.743, 26.486Right Slip Surface Endpoint: 38620 lb‐ftResisting Moment: 23121 lb‐ftDriving Moment: 1.61186 ft2Total Slice Area: 18.9888 ftSurface Horizontal Width: 0.0848847 ftSurface Average Height: Method: janbu simplified 1.670050FS 60.860, 416.123Center: 413.985Radius: 181.754, 20.183Left Slip Surface Endpoint: 200.743, 26.486Right Slip Surface Endpoint: 88.5292 lbResisting Horizontal Force: 53.01 lbDriving Horizontal Force: 1.61186 ft2Total Slice Area: 18.9888 ftSurface Horizontal Width: 0.0848847 ftSurface Average Height: Valid / Invalid Surfaces SLIDE - An Interactive Slope Stability Program: Page 2 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Method: bishop simplified 4567Number of Valid Surfaces: 284Number of Invalid Surfaces: Error Codes: Error Code ‐107 reported for 88 surfaces Error Code ‐108 reported for 196 surfaces Method: janbu simplified 4567Number of Valid Surfaces: 284Number of Invalid Surfaces: Error Codes: Error Code ‐107 reported for 88 surfaces Error Code ‐108 reported for 196 surfaces Error Codes The following errors were encountered during the computation: ‐107 = Total driving moment or total driving force is negative. This will occur if the wrong failure direction is specified, or if high external or anchor loads are applied against the failure direction. ‐108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). Slice Data Global Minimum Query (bishop simplified) ‐ Safety Factor: 1.67034 Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 0.5451330.5451330.49490100.4949010.2743270.164234290Cover Soil17.00670.207020.3797761 1.613471.613471.4643301.464330.8116930.485945290Cover Soil17.06160.6127360.3797762 2.637952.637952.3933602.393361.326660.794245290Cover Soil17.11661.001790.3797763 3.618513.618513.2819603.281961.819231.08914290Cover Soil17.17161.374180.3797764 4.555154.555154.1301804.130182.289391.37061290Cover Soil17.22661.729870.3797765 5.447815.447814.9379904.937992.737171.63869290Cover Soil17.28172.068870.3797766 6.296446.296445.7053905.705393.162541.89335290Cover Soil17.33672.391140.3797767 7.100997.100996.4323706.432373.565532.13461290Cover Soil17.39182.696680.3797768 7.861457.861457.1189707.118973.946122.36247290Cover Soil17.44692.985480.3797769 8.577798.577797.7651907.765194.304312.57691290Cover Soil17.5023.257510.37977610 9.249939.249938.37108.3714.640122.77795290Cover Soil17.55713.512760.37977611 9.877859.877858.9364208.936424.953532.96558290Cover Soil17.61233.751230.37977612 10.461510.46159.4614409.461445.244563.13982290Cover Soil17.66743.972880.37977613 11.000911.00099.9460709.946075.513193.30064290Cover Soil17.72264.17770.37977614 11.495911.495910.3903010.39035.759443.44806290Cover Soil17.77784.365690.37977615 SLIDE - An Interactive Slope Stability Program: Page 3 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 11.946511.946510.7942010.79425.98333.58209290Cover Soil17.8334.536820.37977616 12.352712.352711.1576011.15766.184773.7027290Cover Soil17.88824.691080.37977617 12.714512.714511.4807011.48076.363853.80991290Cover Soil17.94344.828460.37977618 13.031713.031711.7634011.76346.520553.90373290Cover Soil17.99874.948930.37977619 13.304413.304412.0057012.00576.654863.98413290Cover Soil18.0545.052480.37977620 13.532413.532412.2076012.20766.766794.05115290Cover Soil18.10935.13910.37977621 13.715913.715912.3691012.36916.856334.10475290Cover Soil18.16465.208770.37977622 13.854713.854712.4903012.49036.923484.14495290Cover Soil18.21995.261470.37977623 13.948713.948712.5711012.57116.968254.17176290Cover Soil18.27525.297190.37977624 13.99813.99812.6114012.61146.990644.18516290Cover Soil18.33065.315910.37977625 14.002514.002512.6114012.61146.990644.18516290Cover Soil18.3865.317610.37977626 13.962213.962212.5711012.57116.968254.17176290Cover Soil18.44145.302280.37977627 13.876913.876912.4903012.49036.923484.14495290Cover Soil18.49685.269910.37977628 13.746713.746712.3691012.36916.856334.10475290Cover Soil18.55225.220470.37977629 13.571613.571612.2076012.20766.766794.05115290Cover Soil18.60775.153950.37977630 13.351413.351412.0057012.00576.654863.98413290Cover Soil18.66325.070330.37977631 13.086113.086111.7634011.76346.520553.90373290Cover Soil18.71864.96960.37977632 12.775812.775811.4807011.48076.363853.80991290Cover Soil18.77414.851730.37977633 12.420312.420311.1576011.15766.184763.7027290Cover Soil18.82974.716720.37977634 12.019512.019510.7941010.79415.983293.58208290Cover Soil18.88524.564540.37977635 11.573511.573510.3903010.39035.759433.44806290Cover Soil18.94084.395180.37977636 11.082311.08239.9460309.946035.513183.30063290Cover Soil18.99644.208620.37977637 10.545710.54579.461409.46145.244543.1398290Cover Soil19.0524.004840.37977638 9.963739.963738.9363708.936374.953512.96557290Cover Soil19.10763.783830.37977639 9.336339.336338.3709508.370954.640092.77793290Cover Soil19.16323.545570.37977640 8.663448.663447.7651207.765124.304282.57689290Cover Soil19.21893.290040.37977641 7.945077.945077.1189307.118933.946082.36244290Cover Soil19.27453.017220.37977642 7.181097.181096.432306.43233.565492.13459290Cover Soil19.33022.72710.37977643 6.371526.371525.7052905.705293.16251.89333290Cover Soil19.38592.419650.37977644 5.516285.516284.9378804.937882.737121.63866290Cover Soil19.44172.094870.37977645 4.615364.615364.1300804.130082.289341.37058290Cover Soil19.49741.752730.37977646 3.668683.668683.2818703.281871.819161.0891290Cover Soil19.55321.393210.37977647 2.676182.676182.3932302.393231.326590.794204290Cover Soil19.6091.01630.37977648 1.637831.637831.4641901.464190.8116160.485899290Cover Soil19.66480.6219840.37977649 SLIDE - An Interactive Slope Stability Program: Page 4 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 0.5535980.5535980.49474600.4947460.2742420.164183290Cover Soil19.72060.2102340.37977650 Global Minimum Query (janbu simplified) ‐ Safety Factor: 1.67005 Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 0.5451170.5451170.49487800.4948780.2743150.164256290Cover Soil17.00670.207020.3797761 1.613421.613421.4642701.464270.8116560.486007290Cover Soil17.06160.6127360.3797762 2.637872.637872.3932402.393241.32660.794347290Cover Soil17.11661.001790.3797763 3.61843.61843.2818103.281811.819141.08927290Cover Soil17.17161.374180.3797764 4.555014.555014.1299804.129982.289291.37079290Cover Soil17.22661.729870.3797765 5.447645.447644.9377604.937762.737041.6389290Cover Soil17.28172.068870.3797766 6.296246.296245.7051105.705113.16241.8936290Cover Soil17.33672.391140.3797767 7.100777.100776.4320706.432073.565362.13488290Cover Soil17.39182.696680.3797768 7.861227.861227.1186507.118653.945932.36276290Cover Soil17.44692.985480.3797769 8.577518.577517.7648207.764824.304112.57723290Cover Soil17.5023.257510.37977610 9.249649.249648.3705908.370594.63992.7783290Cover Soil17.55713.512760.37977611 9.877559.877558.9359908.935994.95332.96596290Cover Soil17.61233.751230.37977612 10.461210.46129.4609809.460985.244313.14021290Cover Soil17.66743.972880.37977613 11.000511.00059.9455909.945595.512933.30106290Cover Soil17.72264.17770.37977614 11.495511.495510.3898010.38985.759163.4485290Cover Soil17.77784.365690.37977615 11.946111.946110.7936010.79365.983013.58253290Cover Soil17.8334.536820.37977616 12.352312.352311.1571011.15716.184473.70316290Cover Soil17.88824.691080.37977617 12.714112.714111.4801011.48016.363553.81039290Cover Soil17.94344.828460.37977618 13.031313.031311.7628011.76286.520243.90422290Cover Soil17.99874.948930.37977619 13.30413.30412.0051012.00516.654543.98464290Cover Soil18.0545.052480.37977620 13.53213.53212.207012.2076.766464.05165290Cover Soil18.10935.13910.37977621 13.715513.715512.3685012.36856.8564.10527290Cover Soil18.16465.208770.37977622 13.854213.854212.4897012.48976.923154.14547290Cover Soil18.21995.261470.37977623 13.948313.948312.5705012.57056.967914.17228290Cover Soil18.27525.297190.37977624 13.997613.997612.6108012.61086.99034.18568290Cover Soil18.33065.315910.37977625 14.002114.002112.6108012.61086.99034.18568290Cover Soil18.3865.317610.37977626 13.961713.961712.5704012.57046.967914.17228290Cover Soil18.44145.302280.37977627 13.876513.876512.4897012.48976.923144.14547290Cover Soil18.49685.269910.37977628 13.746313.746312.3685012.36856.855994.10526290Cover Soil18.55225.220470.37977629 13.571113.571112.207012.2076.766454.05165290Cover Soil18.60775.153950.37977630 SLIDE - An Interactive Slope Stability Program: Page 5 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 13.35113.35112.0051012.00516.654533.98463290Cover Soil18.66325.070330.37977631 13.085713.085711.7628011.76286.520223.90421290Cover Soil18.71864.96960.37977632 12.775312.775311.4801011.48016.363533.81038290Cover Soil18.77414.851730.37977633 12.419812.419811.157011.1576.184453.70315290Cover Soil18.82974.716720.37977634 12.019112.019110.7936010.79365.982993.58252290Cover Soil18.88524.564540.37977635 11.573211.573210.3897010.38975.759143.44848290Cover Soil18.94084.395180.37977636 11.081911.08199.9455309.945535.51293.30104290Cover Soil18.99644.208620.37977637 10.545410.54549.4609209.460925.244273.14019290Cover Soil19.0524.004840.37977638 9.963419.963418.9359308.935934.953262.96594290Cover Soil19.10763.783830.37977639 9.336039.336038.3705308.370534.639862.77828290Cover Soil19.16323.545570.37977640 8.663168.663167.7647307.764734.304062.5772290Cover Soil19.21893.290040.37977641 7.94487.94487.1185607.118563.945882.36273290Cover Soil19.27453.017220.37977642 7.180867.180866.4319806.431983.565312.13485290Cover Soil19.33022.72710.37977643 6.371336.371335.7050205.705023.162341.89356290Cover Soil19.38592.419650.37977644 5.516115.516114.9376304.937632.736981.63886290Cover Soil19.44172.094870.37977645 4.61524.61524.1298604.129862.289221.37075290Cover Soil19.49741.752730.37977646 3.668553.668553.281703.28171.819071.08923290Cover Soil19.55321.393210.37977647 2.676082.676082.3931102.393111.326520.7943290Cover Soil19.6091.01630.37977648 1.637781.637781.4641201.464120.8115740.485958290Cover Soil19.66480.6219840.37977649 0.5535780.5535780.49471800.4947180.2742270.164203290Cover Soil19.72060.2102340.37977650 Interslice Data Global Minimum Query (bishop simplified) ‐ Safety Factor: 1.67034 SLIDE - An Interactive Slope Stability Program: Page 6 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 00020.1829181.7541 000.0048614520.299182.1332 000.018662120.4156182.5133 000.040263520.5325182.8934 000.068574820.6499183.2735 000.10255220.7677183.6536 000.141220.8858184.0327 000.1835721.0044184.4128 000.22876121.1233184.7929 000.27592121.2427185.17210 000.32424421.3624185.55111 000.37297321.4826185.93112 000.421421.6032186.31113 000.46886421.7241186.69114 000.51475121.8455187.07115 000.55849721.9673187.4516 000.59958622.0894187.8317 000.63755122.212188.2118 000.67197222.335188.5919 000.70247922.4584188.96920 000.7287522.5822189.34921 000.75051122.7064189.72922 000.7675422.831190.10923 000.7796622.956190.48924 000.78674523.0814190.86825 000.78871923.2072191.24826 000.78555423.3335191.62827 000.77727223.4601192.00828 000.76394323.5871192.38729 000.74568823.7146192.76730 000.72267823.8425193.14731 000.69513223.9707193.52732 000.66332124.0994193.90733 000.62756424.2285194.28634 000.5882324.358194.66635 000.54574124.4879195.04636 000.50056524.6183195.42637 000.45322424.749195.80538 000.40428924.8802196.18539 000.3543825.0117196.56540 000.30417125.1437196.94541 000.25438425.2761197.32542 000.20579325.4089197.70443 000.15922225.5421198.08444 000.11554925.6758198.46445 000.075699225.8098198.84446 000.040651825.9443199.22347 000.011436726.0792199.60348 00‐0.010864826.2145199.98349 00‐0.025119626.3502200.36350 00026.4863200.74351 Global Minimum Query (janbu simplified) ‐ Safety Factor: 1.67005 SLIDE - An Interactive Slope Stability Program: Page 7 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 00020.1829181.7541 000.0048921220.299182.1332 000.018783520.4156182.5133 000.040533320.5325182.8934 000.069048120.6499183.2735 000.10328220.7677183.6536 000.14223620.8858184.0327 000.1849621.0044184.4128 000.2305521.1233184.7929 000.27815221.2427185.17210 000.32695821.3624185.55111 000.37620721.4826185.93112 000.42518921.6032186.31113 000.47324121.7241186.69114 000.51974621.8455187.07115 000.56413921.9673187.4516 000.605922.0894187.8317 000.64455922.212188.2118 000.67969522.335188.5919 000.71093522.4584188.96920 000.73795322.5822189.34921 000.76047622.7064189.72922 000.77827522.831190.10923 000.79117422.956190.48924 000.79904423.0814190.86825 000.80180523.2072191.24826 000.79942723.3335191.62827 000.7919323.4601192.00828 000.77938123.5871192.38729 000.76189923.7146192.76730 000.73965223.8425193.14731 000.71285723.9707193.52732 000.68178124.0994193.90733 000.64674224.2285194.28634 000.60810724.358194.66635 000.56629324.4879195.04636 000.52176824.6183195.42637 000.4750524.749195.80538 000.42670824.8802196.18539 000.37735925.0117196.56540 000.32767525.1437196.94541 000.27837525.2761197.32542 000.23023125.4089197.70443 000.18406425.5421198.08444 000.14074925.6758198.46445 000.1012125.8098198.84446 000.066421925.9443199.22347 000.037413126.0792199.60348 000.015262126.2145199.98349 000.0010994326.3502200.36350 00026.4863200.74351 List Of Coordinates Water Table SLIDE - An Interactive Slope Stability Program: Page 8 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM YX 1.370 1168 2.3391 3.20069675.793 External Boundary YX ‐177.9840 ‐177.984675.793 9675.793 127675.793 130675.793 130527 84389 84374 10.0037151.09 4133.004 4125 6119 60 Material Boundary YX 4133.004 10.2946161 81374 81389 127527 127675.793 Material Boundary YX 10.2946161 10161 8167 9675.793 Material Boundary YX 10.0037151.09 10.2946161 SLIDE - An Interactive Slope Stability Program: Page 9 of 9 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM ATTACHMENT C SLIDE SLOPE STABILITY SOFTWARE SEISMIC ANALYSIS OUTPUT DATA TRANSLATIONAL SEISMIC CROSS SECTION A Slide Analysis Information SLIDE ‐ An Interactive Slope Stability Program Project Summary Robeson_Seismic_ SSA.slmd ‐ Group 1 ‐ Block Search ‐ SeismicFile Name: 7.022Slide Modeler Version: SLIDE ‐ An Interactive Slope Stability ProgramProject Title: 2/23/2017, 10:53:09 AMDate Created: General Settings Imperial UnitsUnits of Measurement: daysTime Units: feet/secondPermeability Units: Right to LeftFailure Direction: StandardData Output: 20Maximum Material Properties: 20Maximum Support Properties: Analysis Options VerticalSlices Type: Analysis Methods Used Half SineGLE/Morgenstern‐Price with interslice force function: Janbu simplified Spencer 50Number of slices: 0.005Tolerance: 75Maximum number of iterations: YesCheck malpha < 0.2: YesCreate Interslice boundaries at intersections with water tables and piezos: 1Initial trial value of FS: YesSteffensen Iteration: Groundwater Analysis Water SurfacesGroundwater Method: 62.4Pore Fluid Unit Weight [lbs/ft3]: YesUse negative pore pressure cutoff: 0Maximum negative pore pressure [psf]: NoneAdvanced Groundwater Method: Random Numbers 10116Pseudo‐random Seed: Park and Miller v.3Random Number Generation Method: SLIDE - An Interactive Slope Stability Program: Page 1 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Surface Options Non‐Circular Block SearchSurface Type: 5000Number of Surfaces: DisabledMultiple Groups: EnabledPseudo‐Random Surfaces: DisabledConvex Surfaces Only: 95Left Projection Angle (Start Angle): 175Left Projection Angle (End Angle): 5Right Projection Angle (Start Angle): 85Right Projection Angle (End Angle): Not DefinedMinimum Elevation: Not DefinedMinimum Depth: Not DefinedMinimum Area: Not DefinedMinimum Weight: Seismic NoAdvanced seismic analysis: NoStaged pseudostatic analysis: Loading 0.15Seismic Load Coefficient (Horizontal): Material Properties Foundation SoilCover SoilWasteProperty Color Mohr‐CoulombMohr‐CoulombMohr‐CoulombStrength Type 11570Unsaturated Unit Weight [lbs/ft3] 12075Saturated Unit Weight [lbs/ft3] 000Cohesion [psf] 302935Friction Angle [deg] Water TableNoneNoneWater Surface 1Hu Value 00Ru Value Global Minimums Method: janbu simplified 1.249980FS 205.065, 463.124Axis Location: 133.004, 4.000Left Slip Surface Endpoint: 529.127, 130.000Right Slip Surface Endpoint: 58837.6 lbResisting Horizontal Force: 47070.9 lbDriving Horizontal Force: 1035.01 ft2Total Slice Area: 396.124 ftSurface Horizontal Width: 2.61284 ftSurface Average Height: Method: spencer SLIDE - An Interactive Slope Stability Program: Page 2 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 1.254440FS 205.065, 463.124Axis Location: 133.004, 4.000Left Slip Surface Endpoint: 529.127, 130.000Right Slip Surface Endpoint: 2.59062e+007 lb‐ftResisting Moment: 2.06516e+007 lb‐ftDriving Moment: 59007.4 lbResisting Horizontal Force: 47039 lbDriving Horizontal Force: 1035.01 ft2Total Slice Area: 396.124 ftSurface Horizontal Width: 2.61284 ftSurface Average Height: Method: gle/morgenstern‐price 1.254000FS 205.065, 463.124Axis Location: 133.004, 4.000Left Slip Surface Endpoint: 529.127, 130.000Right Slip Surface Endpoint: 2.59235e+007 lb‐ftResisting Moment: 2.06726e+007 lb‐ftDriving Moment: 59030.7 lbResisting Horizontal Force: 47073.9 lbDriving Horizontal Force: 1035.01 ft2Total Slice Area: 396.124 ftSurface Horizontal Width: 2.61284 ftSurface Average Height: Global Minimum Coordinates Method: janbu simplified SLIDE - An Interactive Slope Stability Program: Page 3 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM YX 4133.004 7.83953146.731 11.2344158.87 15.1828172.991 19.3501186.826 22.7976197.466 28.0019213.519 31.2512223.536 34.5699233.764 39.0988247.717 42.8456259.445 46.7034271.518 50.2385282.574 52.1589288.58 55.8845300.184 60.1173313.342 65.71330.708 71.7362349.404 76.6727364.716 80.4946376.923 84.4473390.541 90.0834409.974 92.6892418.731 93.9347422.914 97.9786436.517 100.254444.17 102.876452.997 105.27461.055 107.987469.961 110.668478.004 114.989490.967 119.739505.216 124.627519.703 130529.127 Method: spencer SLIDE - An Interactive Slope Stability Program: Page 4 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM YX 4133.004 7.83953146.731 11.2344158.87 15.1828172.991 19.3501186.826 22.7976197.466 28.0019213.519 31.2512223.536 34.5699233.764 39.0988247.717 42.8456259.445 46.7034271.518 50.2385282.574 52.1589288.58 55.8845300.184 60.1173313.342 65.71330.708 71.7362349.404 76.6727364.716 80.4946376.923 84.4473390.541 90.0834409.974 92.6892418.731 93.9347422.914 97.9786436.517 100.254444.17 102.876452.997 105.27461.055 107.987469.961 110.668478.004 114.989490.967 119.739505.216 124.627519.703 130529.127 Method: gle/morgenstern‐price SLIDE - An Interactive Slope Stability Program: Page 5 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM YX 4133.004 7.83953146.731 11.2344158.87 15.1828172.991 19.3501186.826 22.7976197.466 28.0019213.519 31.2512223.536 34.5699233.764 39.0988247.717 42.8456259.445 46.7034271.518 50.2385282.574 52.1589288.58 55.8845300.184 60.1173313.342 65.71330.708 71.7362349.404 76.6727364.716 80.4946376.923 84.4473390.541 90.0834409.974 92.6892418.731 93.9347422.914 97.9786436.517 100.254444.17 102.876452.997 105.27461.055 107.987469.961 110.668478.004 114.989490.967 119.739505.216 124.627519.703 130529.127 Valid / Invalid Surfaces Method: janbu simplified 2064Number of Valid Surfaces: 2939Number of Invalid Surfaces: Error Codes: Error Code ‐108 reported for 2404 surfaces Error Code ‐111 reported for 53 surfaces Error Code ‐112 reported for 482 surfaces Method: spencer 1150Number of Valid Surfaces: 3853Number of Invalid Surfaces: Error Codes: Error Code ‐108 reported for 2549 surfaces Error Code ‐111 reported for 768 surfaces Error Code ‐112 reported for 536 surfaces Method: gle/morgenstern‐price SLIDE - An Interactive Slope Stability Program: Page 6 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 1308Number of Valid Surfaces: 3695Number of Invalid Surfaces: Error Codes: Error Code ‐108 reported for 2524 surfaces Error Code ‐111 reported for 647 surfaces Error Code ‐112 reported for 524 surfaces Error Codes The following errors were encountered during the computation: ‐108 = Total driving moment or total driving force < 0.1. This is to limit the calculation of extremely high safety factors if the driving force is very small (0.1 is an arbitrary number). ‐111 = safety factor equation did not converge ‐112 = The coefficient M‐Alpha = cos(alpha)(1+tan(alpha)tan(phi)/F) < 0.2 for the final iteration of the safety factor calculation. This screens out some slip surfaces which may not be valid in the context of the analysis, in particular, deep seated slip surfaces with many high negative base angle slices in the passive zone. Slice Data Global Minimum Query (janbu simplified) ‐ Safety Factor: 1.24998 SLIDE - An Interactive Slope Stability Program: Page 7 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 20.62420.62418.2644018.264410.5458.43613300Foundation Soil15.6262141.5576.863721 61.872161.872154.7934054.793431.634925.3083300Foundation Soil15.6262424.6726.863722 105.637105.63793.5526093.552654.012643.2108300Foundation Soil15.6237859.3898.135343 137.235137.235122.0930122.09367.677554.1429290Cover Soil15.6237549.5184.004224 169.07169.07150.4170150.41783.377666.7031290Cover Soil15.62281193.647.060055 209.702209.702186.5670186.567103.41682.7341290Cover Soil15.62281480.517.060056 241.719241.719213.2380213.238118.294.5615290Cover Soil16.76231672.186.917827 265.124265.124233.8840233.884129.644103.717290Cover Soil16.76231834.086.917828 281.467281.467246.1040246.104136.418109.136290Cover Soil17.95362994.6610.63959 289.537289.537253.1440253.144140.32112.258290Cover Soil17.962123248.0266210 296.393296.393259.1390259.139143.643114.916290Cover Soil17.96212379.048.0266211 303.992303.992265.7620265.762147.314117.853290Cover Soil17.97243045.0810.01712 312.381312.381273.0890273.089151.376121.103290Cover Soil17.97583195.2110.228513 319.427319.427279.2330279.233154.782123.828290Cover Soil17.9832228.426.976314 325.078325.078284.1730284.173157.52126.018290Cover Soil17.9832267.846.976315 328.918328.918288.1030288.103159.698127.76290Cover Soil17.7171486.4531.4789516 334.413334.413283.6510283.651198.615158.895350Waste17.71713427.4910.249317 341.52341.52289.6710289.671202.83162.267350Waste17.72022061.616.0365818 346.772346.772294.1260294.126205.949164.762350Waste17.72022093.316.0365819 354.119354.119300.3250300.325210.289168.234350Waste17.7323914.9911.055620 361.402361.402306.50306.5214.614171.694350Waste17.73252170.496.0057421 368.398368.398312.2440312.244218.635174.911350Waste17.79894275.1311.604722 375.193375.193317.9040317.904222.598178.081350Waste17.8332468.36.5787623 379.916379.916321.9060321.906225.401180.324350Waste17.8332499.386.5787624 385.292385.292326.4080326.408228.553182.845350Waste17.85073345.588.6832425 391.32391.32331.5150331.515232.129185.706350Waste17.85073397.928.6832426 400.628400.628339.3520339.352237.617190.097350Waste17.86617489.8118.695227 409.488409.488346.850346.85242.867194.297350Waste17.86843135.197.6563728 414.62414.62351.1970351.197245.911196.732350Waste17.86843174.497.6563729 421.217421.217358.3650358.365250.93200.747350Waste17.38472570.916.1035330 413.011413.011351.3840351.384246.042196.837350Waste17.38472520.826.1035331 347.689347.689299.0620299.062209.405167.527350Waste16.1862605.3911.7411932 144.066144.066127.6360127.63670.749956.6008290Cover Soil16.18621710.9611.876333 30.439430.439426.9706026.970614.9511.9602290Cover Soil16.1739295.769.7163634 76.718476.718467.9756067.975637.679530.1441290Cover Soil16.1739745.4239.7163635 117.086117.086103.4370103.43757.336245.8697290Cover Soil16.5711025.348.7571336 142.505142.505125.8840125.88469.778455.8236290Cover Soil16.5804596.1384.1832937 164.181164.181145.0580145.05880.407264.3268290Cover Soil16.55611116.686.8014738 191.156191.156168.8910168.89193.618174.8957290Cover Soil16.55611300.146.8014739 219.821219.821194.2180194.218107.65686.1262290Cover Soil16.5561682.37.6530640 252.602252.602223.1990223.199123.72198.9784290Cover Soil16.54512229.628.8266141 286.262286.262252.9370252.937140.205112.166290Cover Soil16.54712306.878.0585842 316.157316.157278.4810278.481154.364123.493290Cover Soil16.96612815.718.9060943 329.994329.994287.4970287.497159.362127.492290Cover Soil18.43492654.088.042844 329.995329.995287.4970287.497159.362127.492290Cover Soil18.4352138.766.481245 329.995329.995287.4970287.497159.362127.492290Cover Soil18.4352138.766.481246 329.994329.994287.4970287.497159.362127.492290Cover Soil18.43494702.1214.249147 328.362328.362285.6220285.622158.323126.66290Cover Soil18.6462378.627.2439248 325.095325.095282.7810282.781156.748125.4290Cover Soil18.6462354.977.2439249 191.926191.926153.1940153.19484.916667.9344290Cover Soil29.68911808.639.4236250 Global Minimum Query (spencer) ‐ Safety Factor: 1.25444 SLIDE - An Interactive Slope Stability Program: Page 8 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 20.719620.719618.3566018.356610.59828.44855300Foundation Soil15.6262141.5576.863721 62.158962.158955.0698055.069831.794625.3457300Foundation Soil15.6262424.6726.863722 106.129106.12994.0266094.026654.286343.2753300Foundation Soil15.6237859.3898.135343 136.878136.878121.8240121.82467.528353.8314290Cover Soil15.6237549.5184.004224 168.632168.632150.0870150.08783.194466.32290Cover Soil15.62281193.647.060055 209.159209.159186.1560186.156103.18882.2582290Cover Soil15.62281480.517.060056 238.858238.858210.8010210.801116.84993.1483290Cover Soil16.76231672.186.917827 261.986261.986231.2130231.213128.163102.168290Cover Soil16.76231834.086.917828 275.477275.477240.9750240.975133.574106.481290Cover Soil17.95362994.6610.63959 283.355283.355247.850247.85137.386109.52290Cover Soil17.962123248.0266210 290.066290.066253.720253.72140.64112.114290Cover Soil17.96212379.048.0266211 297.478297.478260.1830260.183144.222114.969290Cover Soil17.97243045.0810.01712 305.679305.679267.350267.35148.194118.136290Cover Soil17.97583195.2110.228513 312.556312.556273.3490273.349151.52120.787290Cover Soil17.9832228.426.976314 318.085318.085278.1850278.185154.2122.923290Cover Soil17.9832267.846.976315 322.529322.529282.6310282.631156.665124.888290Cover Soil17.7171486.4531.4789516 342.769342.769290.8960290.896203.688162.374350Waste17.71713427.4910.249317 350.043350.043297.0610297.061208.004165.814350Waste17.72022061.616.0365818 355.426355.426301.6290301.629211.203168.364350Waste17.72022093.316.0365819 362.92362.92307.9550307.955215.633171.896350Waste17.7323914.9911.055620 370.382370.382314.2860314.286220.066175.43350Waste17.73252170.496.0057421 377.337377.337319.9930319.993224.062178.615350Waste17.79894275.1311.604722 384.182384.182325.6970325.697228.056181.799350Waste17.8332468.36.5787623 389.019389.019329.7980329.798230.927184.088350Waste17.8332499.386.5787624 394.464394.464334.360334.36234.122186.635350Waste17.85073345.588.6832425 400.636400.636339.5910339.591237.785189.555350Waste17.85073397.928.6832426 410.111410.111347.5740347.574243.374194.01350Waste17.86617489.8118.695227 419.173419.173355.2470355.247248.746198.292350Waste17.86843135.197.6563728 424.426424.426359.6980359.698251.864200.778350Waste17.86843174.497.6563729 432.986432.986368.5740368.574258.079205.732350Waste17.38472570.916.1035330 424.551424.551361.3940361.394253.05201.723350Waste17.38472520.826.1035331 361.177361.177310.8180310.818217.637173.493350Waste16.1862605.3911.7411932 143.029143.029126.770126.7770.269756.0168290Cover Soil16.18621710.9611.876333 30.223630.223626.7902026.790214.8511.838290Cover Soil16.1739295.769.7163634 76.174576.174567.521067.52137.427529.836290Cover Soil16.1739745.4239.7163635 115.88115.88102.4140102.41456.769145.2545290Cover Soil16.5711025.348.7571336 141.026141.026124.6290124.62969.082955.0707290Cover Soil16.5804596.1384.1832937 162.51162.51143.6420143.64279.621563.4717290Cover Soil16.55611116.686.8014738 189.209189.209167.2410167.24192.703373.9001290Cover Soil16.55611300.146.8014739 217.582217.582192.3190192.319106.60584.9821290Cover Soil16.5561682.37.6530640 250.053250.053221.0370221.037122.52397.6715290Cover Soil16.54512229.628.8266141 283.368283.368250.4840250.484138.845110.683290Cover Soil16.54712306.878.0585842 311.897311.897274.8460274.846152.349121.448290Cover Soil16.96612815.718.9060943 321.733321.733280.4280280.428155.444123.915290Cover Soil18.43492654.088.042844 321.733321.733280.4280280.428155.444123.915290Cover Soil18.4352138.766.481245 321.733321.733280.4280280.428155.444123.915290Cover Soil18.4352138.766.481246 321.733321.733280.4280280.428155.444123.915290Cover Soil18.43494702.1214.249147 319.605319.605278.1340278.134154.172122.901290Cover Soil18.6462378.627.2439248 316.426316.426275.3680275.368152.639121.679290Cover Soil18.6462354.977.2439249 171.818171.818137.2430137.24376.074960.6445290Cover Soil29.68911808.639.4236250 Global Minimum Query (gle/morgenstern‐price) ‐ Safety Factor: 1.254 SLIDE - An Interactive Slope Stability Program: Page 9 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 20.63120.63118.2773018.277310.55248.41499300Foundation Soil15.6262141.5576.863721 61.920861.920854.8567054.856731.671525.2564300Foundation Soil15.6262424.6726.863722 105.779105.77993.7133093.713354.105443.1463300Foundation Soil15.6237859.3898.135343 137.21137.21122.1150122.11567.689653.9789290Cover Soil15.6237549.5184.004224 168.978168.978150.3880150.38883.361466.4764290Cover Soil15.62281193.647.060055 209.502209.502186.4550186.455103.35482.4195290Cover Soil15.62281480.517.060056 240.29240.29212.0570212.057117.54593.736290Cover Soil16.76231672.186.917827 263.131263.131232.2140232.214128.718102.646290Cover Soil16.76231834.086.917828 276.991276.991242.2880242.288134.303107.1290Cover Soil17.95362994.6610.63959 283.845283.845248.2670248.267137.617109.742290Cover Soil17.962123248.0266210 289.684289.684253.3750253.375140.448112290Cover Soil17.96212379.048.0266211 296.155296.155259.0150259.015143.574114.493290Cover Soil17.97243045.0810.01712 303.358303.358265.3070265.307147.063117.275290Cover Soil17.97583195.2110.228513 309.453309.453270.6240270.624150.009119.624290Cover Soil17.9832228.426.976314 314.407314.407274.9570274.957152.411121.54290Cover Soil17.9832267.846.976315 318.606318.606279.1810279.181154.753123.407290Cover Soil17.7171486.4531.4789516 341.335341.335289.6640289.664202.825161.742350Waste17.71713427.4910.249317 349.822349.822296.8570296.857207.861165.758350Waste17.72022061.616.0365818 356.044356.044302.1370302.137211.559168.707350Waste17.72022093.316.0365819 364.607364.607309.370309.37216.623172.746350Waste17.7323914.9911.055620 373.022373.022316.5090316.509221.622176.732350Waste17.73252170.496.0057421 380.681380.681322.8120322.812226.036180.252350Waste17.79894275.1311.604722 388.105388.105329.0050329.005230.372183.71350Waste17.8332468.36.5787623 393.25393.25333.3670333.367233.426186.145350Waste17.8332499.386.5787624 398.871398.871338.0780338.078236.724188.775350Waste17.85073345.588.6832425 405.078405.078343.3380343.338240.408191.713350Waste17.85073397.928.6832426 414.098414.098350.9340350.934245.727195.955350Waste17.86617489.8118.695227 422.285422.285357.8650357.865250.58199.825350Waste17.86843135.197.6563728 426.776426.776361.6710361.671253.245201.95350Waste17.86843174.497.6563729 435.229435.229370.4640370.464259.401206.859350Waste17.38472570.916.1035330 425.725425.725362.3740362.374253.737202.342350Waste17.38472520.826.1035331 362.36362.36311.8210311.821218.339174.114350Waste16.1862605.3911.7411932 138.798138.798123.0140123.01468.187854.3762290Cover Soil16.18621710.9611.876333 25.58625.58622.6785022.678512.570910.0246290Cover Soil16.1739295.769.7163634 70.937670.937662.8766062.876634.85327.7935290Cover Soil16.1739745.4239.7163635 110.172110.17297.3656097.365653.970643.0388290Cover Soil16.5711025.348.7571336 135.094135.094119.3820119.38266.174552.7707290Cover Soil16.5804596.1384.1832937 156.449156.449138.2790138.27976.649161.1237290Cover Soil16.55611116.686.8014738 183.062183.062161.8010161.80189.687171.5208290Cover Soil16.55611300.146.8014739 211.437211.437186.880186.88103.58982.6069290Cover Soil16.5561682.37.6530640 244.027244.027215.7020215.702119.56595.3469290Cover Soil16.54512229.628.8266141 277.606277.606245.380245.38136.016108.466290Cover Soil16.54712306.878.0585842 306.941306.941270.4670270.467149.922119.555290Cover Soil16.96612815.718.9060943 319.195319.195278.2040278.204154.211122.975290Cover Soil18.43492654.088.042844 320.316320.316279.180279.18154.752123.407290Cover Soil18.4352138.766.481245 321.361321.361280.0910280.091155.257123.809290Cover Soil18.4352138.766.481246 323.104323.104281.610281.61156.099124.481290Cover Soil18.43494702.1214.249147 323.245323.245281.2890281.289155.921124.339290Cover Soil18.6462378.627.2439248 321.348321.348279.6380279.638155.006123.609290Cover Soil18.6462354.977.2439249 189.733189.733151.5420151.54284.001266.9866290Cover Soil29.68911808.639.4236250 Interslice Data Global Minimum Query (janbu simplified) ‐ Safety Factor: 1.24998 SLIDE - An Interactive Slope Stability Program: Page 10 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 0004133.0041 001.606095.91977139.8672 006.424367.83953146.7313 0016.213310.1146154.8664 0013.867511.2344158.875 008.7902713.2086165.9316 002.4928115.1828172.9917 00‐38.486517.2665179.9088 00‐83.433419.3501186.8269 00‐219.91322.7976197.46610 00‐326.17825.3997205.49211 00‐434.95928.0019213.51912 00‐574.74931.2512223.53613 00‐721.62234.5699233.76414 00‐824.33936.8344240.74115 00‐928.87339.0988247.71716 00‐949.01239.5713249.19617 00‐763.3542.8456259.44518 00‐651.79444.7745265.48219 00‐538.52146.7034271.51820 00‐327.51750.2385282.57421 00‐210.55552.1589288.5822 0014.664355.8845300.18423 00143.16858.0009306.76324 00273.28960.1173313.34225 00446.39262.9136322.02526 00622.20465.71330.70827 001007.6371.7362349.40428 001168.8474.2044357.0629 001332.0676.6727364.71630 001486.8878.5837370.8231 001638.6980.4946376.92332 001688.4281378.66533 001663.9984.4473390.54134 001659.8387.2653400.25735 001649.3590.0834409.97436 001627.792.6892418.73137 001615.0193.9347422.91438 001591.7395.9567429.71639 001564.6297.9786436.51740 001529.55100.254444.1741 001483.5102.876452.99742 001435.77105.27461.05543 001356.59107.987469.96144 001213.11110.668478.00445 001097.49112.828484.48546 00981.87114.989490.96747 00727.672119.739505.21648 00590.242122.183512.4649 00454.179124.627519.70350 000130529.12751 Global Minimum Query (spencer) ‐ Safety Factor: 1.25444 SLIDE - An Interactive Slope Stability Program: Page 11 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 0004133.0041 23.4330.6564621.51465.91977139.8672 23.4332.625856.058417.83953146.7313 23.43296.6291815.29510.1146154.8664 23.4335.2028812.004211.2344158.875 23.4332.113094.8753613.2086165.9316 23.433‐1.71926‐3.9667115.1828172.9917 23.433‐21.5154‐49.640717.2665179.9088 23.433‐43.2283‐99.737119.3501186.8269 23.4329‐106.957‐246.77422.7976197.46610 23.4331‐156.57‐361.2425.3997205.49211 23.433‐207.357‐478.41728.0019213.51912 23.433‐272.608‐628.96631.2512223.53613 23.433‐341.161‐787.13434.5699233.76414 23.433‐389.098‐897.73436.8344240.74115 23.433‐437.883‐1010.2939.0988247.71716 23.433‐447.332‐1032.0939.5713249.19617 23.433‐361.687‐834.49142.8456259.44518 23.433‐310.229‐715.76744.7745265.48219 23.433‐257.98‐595.21746.7034271.51820 23.433‐160.672‐370.70550.2385282.57421 23.433‐106.733‐246.25652.1589288.5822 23.433‐3‐6.9216655.8845300.18423 23.43356.1485129.54758.0009306.76324 23.4331116.042267.73360.1173313.34225 23.4329195.691451.50362.9136322.02526 23.433276.587638.14765.71330.70827 23.4329453.8791047.271.7362349.40428 23.433528.031218.2874.2044357.0629 23.4329603.111391.5176.6727364.71630 23.4331674.9451557.2478.5837370.8231 23.433745.3791719.7580.4946376.92332 23.433768.8651773.9481378.66533 23.433756.5641745.5684.4473390.54134 23.433754.4671740.7287.2653400.25735 23.4329749.1821728.5390.0834409.97436 23.4329738.6191704.1692.6892418.73137 23.433732.4331689.8893.9347422.91438 23.433721.0651663.6595.9567429.71639 23.433707.8281633.1197.9786436.51740 23.433690.7011593.6100.254444.1741 23.433668.1981541.68102.876452.99742 23.4329644.8791487.88105.27461.05543 23.433606.9511400.37107.987469.96144 23.4331540.511247.07110.668478.00445 23.4331486.9691123.54112.828484.48546 23.4331433.4281000.01114.989490.96747 23.433315.717728.428119.739505.21648 23.433252.284582.074122.183512.4649 23.433189.481437.174124.627519.70350 000130529.12751 Global Minimum Query (gle/morgenstern‐price) ‐ Safety Factor: 1.254 SLIDE - An Interactive Slope Stability Program: Page 12 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 0004133.0041 1.897880.04759321.436285.91977139.8672 3.786010.3822145.775847.83953146.7313 5.998161.5417514.673310.1146154.8664 7.072331.444911.646211.2344158.875 8.936070.7900855.0246813.2086165.9316 10.7537‐0.621967‐3.2748515.1828172.9917 12.4822‐10.5158‐47.503717.2665179.9088 14.152‐24.3019‐96.379519.3501186.8269 16.5928‐71.9238‐241.37522.7976197.46610 18.3228‐117.609‐355.14325.3997205.49211 19.9512‐171.46‐472.33528.0019213.51912 21.8345‐249.963‐623.86231.2512223.53613 23.5822‐342.261‐784.06734.5699233.76414 24.6711‐411.847‐896.6136.8344240.74115 25.676‐486.286‐1011.5139.0988247.71716 25.8781‐501.536‐1033.8839.5713249.19617 27.1759‐430.598‐838.71942.8456259.44518 27.8561‐380.484‐719.94444.7745265.48219 28.4742‐324.506‐598.30946.7034271.51820 29.4469‐208.548‐369.40650.2385282.57421 29.8897‐138.758‐241.40852.1589288.5822 30.57713.786376.4082455.8845300.18423 30.869288.7305148.43958.0009306.76324 31.091176.445292.660.1173313.34225 31.2774294.353484.55762.9136322.02526 31.3427413.811679.45965.71330.70827 31.0733665.631104.5971.7362349.40428 30.8007763.6091280.9374.2044357.0629 30.4331856.6831458.2576.6727364.71630 30.0714942.1991627.2578.5837370.8231 29.64821019.81791.6680.4946376.92332 29.51641045.351846.4281378.66533 28.4811982.7851811.4984.4473390.54134 27.457935.6281800.6287.2653400.25735 26.2716879.4591781.6790.0834409.97436 25.064818.9111751.0592.6892418.73137 24.4404787.911733.6993.9347422.91438 23.3619735.3211702.3395.9567429.71639 22.2039680.2641666.6197.9786436.51740 20.8069616.0951621.29100.254444.1741 19.0745540.4031562.84102.876452.99742 17.383470.6451503.39105.27461.05543 15.3979388.5751410.91107.987469.96144 13.5077301.7221256.02110.668478.00445 11.9228238.9971131.89112.828484.48546 10.2883183.0441008.4114.989490.96747 6.5491684.8699739.254119.739505.21648 4.5894347.8101595.598122.183512.4649 2.6037420.6566454.239124.627519.70350 000130529.12751 List Of Coordinates Water Table SLIDE - An Interactive Slope Stability Program: Page 13 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM YX 1.370 1168 2.3391 3.20069675.793 Block Search Window YX ‐22.548149.108 ‐90.375149.108 26.841553.439 96.644553.439 External Boundary YX ‐177.9840 ‐177.984675.793 9675.793 127675.793 130675.793 130527 84389 84374 10.0037151.09 4133.004 4125 6119 60 Material Boundary YX 4133.004 10.2946161 81374 81389 127527 127675.793 Material Boundary YX 10.2946161 10161 8167 9675.793 Material Boundary YX 10.0037151.09 10.2946161 SLIDE - An Interactive Slope Stability Program: Page 14 of 14 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM ROTATIONAL SEISMIC CROSS SECTION A Slide Analysis Information SLIDE ‐ An Interactive Slope Stability Program Project Summary Robeson_Seismic_ SSA.slmd ‐ Group 1 ‐ SeismicFile Name: 7.022Slide Modeler Version: SLIDE ‐ An Interactive Slope Stability ProgramProject Title: 2/23/2017, 10:53:09 AMDate Created: General Settings Imperial UnitsUnits of Measurement: daysTime Units: feet/secondPermeability Units: Right to LeftFailure Direction: StandardData Output: 20Maximum Material Properties: 20Maximum Support Properties: Analysis Options VerticalSlices Type: Analysis Methods Used Bishop simplified Janbu simplified Spencer 50Number of slices: 0.005Tolerance: 75Maximum number of iterations: YesCheck malpha < 0.2: YesCreate Interslice boundaries at intersections with water tables and piezos: 1Initial trial value of FS: YesSteffensen Iteration: Groundwater Analysis Water SurfacesGroundwater Method: 62.4Pore Fluid Unit Weight [lbs/ft3]: YesUse negative pore pressure cutoff: 0Maximum negative pore pressure [psf]: NoneAdvanced Groundwater Method: Random Numbers 10116Pseudo‐random Seed: Park and Miller v.3Random Number Generation Method: Surface Options SLIDE - An Interactive Slope Stability Program: Page 1 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM CircularSurface Type: Grid SearchSearch Method: 10Radius Increment: DisabledComposite Surfaces: Invalid SurfacesReverse Curvature: Not DefinedMinimum Elevation: Not DefinedMinimum Depth: Not DefinedMinimum Area: Not DefinedMinimum Weight: Seismic NoAdvanced seismic analysis: NoStaged pseudostatic analysis: Loading 0.15Seismic Load Coefficient (Horizontal): Material Properties Foundation SoilCover SoilWasteProperty Color Mohr‐CoulombMohr‐CoulombMohr‐CoulombStrength Type 11570Unsaturated Unit Weight [lbs/ft3] 12075Saturated Unit Weight [lbs/ft3] 000Cohesion [psf] 302935Friction Angle [deg] Water TableNoneNoneWater Surface 1Hu Value 00Ru Value Global Minimums Method: bishop simplified 1.093200FS 60.860, 416.123Center: 413.985Radius: 181.754, 20.183Left Slip Surface Endpoint: 200.743, 26.486Right Slip Surface Endpoint: 36697.2 lb‐ftResisting Moment: 33568.7 lb‐ftDriving Moment: 1.61186 ft2Total Slice Area: 18.9888 ftSurface Horizontal Width: 0.0848847 ftSurface Average Height: Method: janbu simplified SLIDE - An Interactive Slope Stability Program: Page 2 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 1.092760FS 60.860, 416.123Center: 413.985Radius: 181.754, 20.183Left Slip Surface Endpoint: 200.743, 26.486Right Slip Surface Endpoint: 84.0663 lbResisting Horizontal Force: 76.9303 lbDriving Horizontal Force: 1.61186 ft2Total Slice Area: 18.9888 ftSurface Horizontal Width: 0.0848847 ftSurface Average Height: Method: spencer 1.093050FS 60.860, 416.123Center: 413.985Radius: 181.754, 20.183Left Slip Surface Endpoint: 200.743, 26.486Right Slip Surface Endpoint: 36692.4 lb‐ftResisting Moment: 33568.7 lb‐ftDriving Moment: 84.1203 lbResisting Horizontal Force: 76.9591 lbDriving Horizontal Force: 1.61186 ft2Total Slice Area: 18.9888 ftSurface Horizontal Width: 0.0848847 ftSurface Average Height: Valid / Invalid Surfaces Method: bishop simplified 4851Number of Valid Surfaces: 0Number of Invalid Surfaces: Method: janbu simplified 4851Number of Valid Surfaces: 0Number of Invalid Surfaces: Method: spencer 4851Number of Valid Surfaces: 0Number of Invalid Surfaces: Slice Data Global Minimum Query (bishop simplified) ‐ Safety Factor: 1.0932 Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 0.5451240.5451240.47193400.4719340.2615970.239295290Cover Soil17.00670.207020.3797761 1.613451.613451.3961801.396180.7739130.707934290Cover Soil17.06160.6127360.3797762 2.637912.637912.2816302.281631.264731.15691290Cover Soil17.11661.001790.3797763 3.618453.618453.128303.12831.734051.58621290Cover Soil17.17161.374180.3797764 4.555064.555063.9362203.936222.181891.99587290Cover Soil17.22661.729870.3797765 5.44775.44774.7054204.705422.608262.38589290Cover Soil17.28172.068870.3797766 SLIDE - An Interactive Slope Stability Program: Page 3 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 6.296326.296325.4358905.435893.013172.75628290Cover Soil17.33672.391140.3797767 7.100887.100886.1276806.127683.396623.10704290Cover Soil17.39182.696680.3797768 7.861327.861326.7807606.780763.758643.4382290Cover Soil17.44692.985480.3797769 8.577658.577657.3952107.395214.099233.74975290Cover Soil17.5023.257510.37977610 9.249789.249787.97107.9714.418394.0417290Cover Soil17.55713.512760.37977611 9.877689.877688.5081608.508164.716154.31408290Cover Soil17.61233.751230.37977612 10.461310.46139.0067209.006724.99254.56687290Cover Soil17.66743.972880.37977613 11.000711.00079.4666809.466685.247474.8001290Cover Soil17.72264.17770.37977614 11.495711.49579.8880909.888095.481055.01377290Cover Soil17.77784.365690.37977615 11.946311.946310.2709010.27095.693275.20789290Cover Soil17.8334.536820.37977616 12.352512.352510.6152010.61525.884125.38247290Cover Soil17.88824.691080.37977617 12.714212.714210.921010.9216.053625.53752290Cover Soil17.94344.828460.37977618 13.031513.031511.1883011.18836.201795.67306290Cover Soil17.99874.948930.37977619 13.304113.304111.4171011.41716.328615.78907290Cover Soil18.0545.052480.37977620 13.532213.532211.6075011.60756.434125.88558290Cover Soil18.10935.13910.37977621 13.715713.715711.7594011.75946.518315.9626290Cover Soil18.16465.208770.37977622 13.854413.854411.8728011.87286.581216.02013290Cover Soil18.21995.261470.37977623 13.948513.948511.9479011.94796.62286.05818290Cover Soil18.27525.297190.37977624 13.997813.997811.9845011.98456.643116.07676290Cover Soil18.33065.315910.37977625 14.002314.002311.9828011.98286.642156.07588290Cover Soil18.3865.317610.37977626 13.961913.961911.9427011.94276.619926.05554290Cover Soil18.44145.302280.37977627 13.876713.876711.8642011.86426.576436.01576290Cover Soil18.49685.269910.37977628 13.746513.746511.7474011.74746.51175.95655290Cover Soil18.55225.220470.37977629 13.571313.571311.5923011.59236.425735.87791290Cover Soil18.60775.153950.37977630 13.351113.351111.3989011.39896.318525.77984290Cover Soil18.66325.070330.37977631 13.085913.085911.1672011.16726.19015.66237290Cover Soil18.71864.96960.37977632 12.775512.775510.8973010.89736.040475.52549290Cover Soil18.77414.851730.37977633 12.4212.4210.5891010.58915.869635.36922290Cover Soil18.82974.716720.37977634 12.019312.019310.2426010.24265.67765.19356290Cover Soil18.88524.564540.37977635 11.573311.57339.8579909.857995.464384.99852290Cover Soil18.94084.395180.37977636 11.082111.08219.4351309.435135.229984.7841290Cover Soil18.99644.208620.37977637 10.545510.54558.9740908.974094.974424.55033290Cover Soil19.0524.004840.37977638 9.963549.963548.4748608.474864.69774.2972290Cover Soil19.10763.783830.37977639 9.336169.336167.937507.93754.399834.02473290Cover Soil19.16323.545570.37977640 SLIDE - An Interactive Slope Stability Program: Page 4 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 8.663298.663297.3619807.361984.080813.7329290Cover Soil19.21893.290040.37977641 7.944927.944926.7483406.748343.740673.42176290Cover Soil19.27453.017220.37977642 7.180987.180986.0965906.096593.379393.09128290Cover Soil19.33022.72710.37977643 6.371416.371415.4067405.406742.9972.74149290Cover Soil19.38592.419650.37977644 5.51625.51624.6788104.678812.59352.37239290Cover Soil19.44172.094870.37977645 4.615264.615263.912803.91282.16891.98399290Cover Soil19.49741.752730.37977646 3.668593.668593.1087503.108751.723211.5763290Cover Soil19.55321.393210.37977647 2.676122.676122.2666702.266671.256431.14931290Cover Soil19.6091.01630.37977648 1.63781.63781.3865601.386560.7685830.703058290Cover Soil19.66480.6219840.37977649 0.5535870.5535870.46844400.4684440.2596630.237526290Cover Soil19.72060.2102340.37977650 Global Minimum Query (janbu simplified) ‐ Safety Factor: 1.09276 Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 0.544790.544790.47161900.4716190.2614230.239232290Cover Soil17.00670.207020.3797761 1.612461.612461.3952501.395250.7733980.707747290Cover Soil17.06160.6127360.3797762 2.636292.636292.280102.28011.263881.15659290Cover Soil17.11661.001790.3797763 3.616233.616233.1262103.126211.732891.58579290Cover Soil17.17161.374180.3797764 4.552264.552263.9335803.933582.180431.99534290Cover Soil17.22661.729870.3797765 5.444335.444334.7022504.702252.60652.38524290Cover Soil17.28172.068870.3797766 6.292416.292415.4322205.432223.011132.75553290Cover Soil17.33672.391140.3797767 7.096477.096476.1235306.123533.394323.10619290Cover Soil17.39182.696680.3797768 7.856427.856426.7761606.776163.756093.43725290Cover Soil17.44692.985480.3797769 8.572278.572277.3901707.390174.096443.74871290Cover Soil17.5023.257510.37977610 9.243979.243977.9655507.965554.415384.04058290Cover Soil17.55713.512760.37977611 9.871479.871478.5023408.502344.712924.31286290Cover Soil17.61233.751230.37977612 10.454710.45479.0005209.000524.989074.56557290Cover Soil17.66743.972880.37977613 10.993710.99379.4601609.460165.243854.79872290Cover Soil17.72264.17770.37977614 11.488411.48849.8812409.881245.477275.01233290Cover Soil17.77784.365690.37977615 11.938711.938710.2638010.26385.689325.20638290Cover Soil17.8334.536820.37977616 12.344612.344610.6079010.60795.880035.3809290Cover Soil17.88824.691080.37977617 12.706112.706110.9134010.91346.049415.5359290Cover Soil17.94344.828460.37977618 13.023113.023111.1805011.18056.197455.67137290Cover Soil17.99874.948930.37977619 13.295613.295611.4091011.40916.324185.78735290Cover Soil18.0545.052480.37977620 13.523513.523511.5993011.59936.42965.88382290Cover Soil18.10935.13910.37977621 SLIDE - An Interactive Slope Stability Program: Page 5 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 13.706813.706811.7511011.75116.513725.9608290Cover Soil18.16465.208770.37977622 13.845513.845511.8644011.86446.576556.01829290Cover Soil18.21995.261470.37977623 13.939413.939411.9394011.93946.618116.05633290Cover Soil18.27525.297190.37977624 13.988713.988711.976011.9766.638396.07488290Cover Soil18.33065.315910.37977625 13.993113.993111.9742011.97426.637426.074290Cover Soil18.3865.317610.37977626 13.952813.952811.9341011.93416.615196.05365290Cover Soil18.44145.302280.37977627 13.867513.867511.8557011.85576.571726.01387290Cover Soil18.49685.269910.37977628 13.737413.737411.739011.7396.507025.95467290Cover Soil18.55225.220470.37977629 13.562313.562311.584011.5846.42115.87604290Cover Soil18.60775.153950.37977630 13.342313.342311.3907011.39076.313965.77799290Cover Soil18.66325.070330.37977631 13.077213.077211.1592011.15926.185625.66055290Cover Soil18.71864.96960.37977632 12.76712.76710.8894010.88946.036085.5237290Cover Soil18.77414.851730.37977633 12.411712.411710.5814010.58145.865355.36746290Cover Soil18.82974.716720.37977634 12.011212.011210.2352010.23525.673455.19185290Cover Soil18.88524.564540.37977635 11.565611.56569.8507909.850795.460384.99687290Cover Soil18.94084.395180.37977636 11.074611.07469.4282109.428215.226144.78251290Cover Soil18.99644.208620.37977637 10.538410.53848.967508.96754.970764.54881290Cover Soil19.0524.004840.37977638 9.956799.956798.4686208.468624.694234.29576290Cover Soil19.10763.783830.37977639 9.329829.329827.9316307.931634.396574.02336290Cover Soil19.16323.545570.37977640 8.657388.657387.3565107.356514.077783.73163290Cover Soil19.21893.290040.37977641 7.939497.939496.7433206.743323.737883.42059290Cover Soil19.27453.017220.37977642 7.176067.176066.0920506.092053.376873.09022290Cover Soil19.33022.72710.37977643 6.367036.367035.4026905.402692.994762.74055290Cover Soil19.38592.419650.37977644 5.512415.512414.675304.67532.591562.37157290Cover Soil19.44172.094870.37977645 4.612094.612093.9098703.909872.167271.9833290Cover Soil19.49741.752730.37977646 3.666063.666063.1064203.106421.721911.57574290Cover Soil19.55321.393210.37977647 2.674262.674262.2649502.264951.255481.14891290Cover Soil19.6091.01630.37977648 1.636661.636661.3855101.385510.7680.702808290Cover Soil19.66480.6219840.37977649 0.5532020.5532020.4680900.468090.2594660.237441290Cover Soil19.72060.2102340.37977650 Global Minimum Query (spencer) ‐ Safety Factor: 1.09305 Effective Vertical Stress [psf] Base Vertical Stress [psf] Effective Normal Stress [psf] Pore Pressure [psf] Base Normal Stress [psf] Shear Strength [psf] Shear Stress [psf] Base Friction Angle [degrees] Base Cohesion [psf] Base Material Angle of Slice Base [degrees] Weight [lbs] Width [ft] Slice Number 0.5469430.5469430.473500.47350.2624660.240123290Cover Soil17.00670.207020.3797761 1.618631.618631.4006401.400640.7763860.710293290Cover Soil17.06160.6127360.3797762 SLIDE - An Interactive Slope Stability Program: Page 6 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 2.646042.646042.2886202.288621.26861.16061290Cover Soil17.11661.001790.3797763 3.629173.629173.1375103.137511.739141.59109290Cover Soil17.17161.374180.3797764 4.567954.567953.9472903.947292.188022.00176290Cover Soil17.22661.729870.3797765 5.462425.462424.7180404.718042.615252.39262290Cover Soil17.28172.068870.3797766 6.31256.31255.4497705.449773.020852.76369290Cover Soil17.33672.391140.3797767 7.118227.118226.1425306.142533.404853.115290Cover Soil17.39182.696680.3797768 7.879527.879526.7963306.796333.767263.44656290Cover Soil17.44692.985480.3797769 8.596378.596377.4112107.411214.10813.75838290Cover Soil17.5023.257510.37977610 9.268789.268787.9872207.987224.427394.05049290Cover Soil17.55713.512760.37977611 9.896729.896728.524408.52444.725154.3229290Cover Soil17.61233.751230.37977612 10.480210.48029.0227509.022755.001394.57563290Cover Soil17.66743.972880.37977613 11.019111.01919.4823309.482335.256144.80869290Cover Soil17.72264.17770.37977614 11.513411.51349.9031309.903135.48945.02209290Cover Soil17.77784.365690.37977615 11.963211.963210.2853010.28535.701215.21587290Cover Soil17.8334.536820.37977616 12.368412.368410.6287010.62875.891575.39003290Cover Soil17.88824.691080.37977617 12.728912.728910.9334010.93346.060515.54459290Cover Soil17.94344.828460.37977618 13.044913.044911.1996011.19966.208045.67956290Cover Soil17.99874.948930.37977619 13.316113.316111.4272011.42726.334185.79496290Cover Soil18.0545.052480.37977620 13.542713.542711.6162011.61626.438965.89082290Cover Soil18.10935.13910.37977621 13.724513.724511.7667011.76676.522385.96714290Cover Soil18.16465.208770.37977622 13.861613.861611.8787011.87876.584466.02393290Cover Soil18.21995.261470.37977623 13.953913.953911.9522011.95226.625226.06122290Cover Soil18.27525.297190.37977624 14.001414.001411.9873011.98736.644696.07904290Cover Soil18.33065.315910.37977625 14.004114.004111.9841011.98416.642876.07737290Cover Soil18.3865.317610.37977626 13.961913.961911.9424011.94246.619796.05626290Cover Soil18.44145.302280.37977627 13.874913.874911.8624011.86246.575466.0157290Cover Soil18.49685.269910.37977628 13.74313.74311.7442011.74426.50995.95572290Cover Soil18.55225.220470.37977629 13.566113.566111.5876011.58766.423125.87633290Cover Soil18.60775.153950.37977630 13.344313.344311.3928011.39286.315155.77755290Cover Soil18.66325.070330.37977631 13.077513.077511.1598011.15986.1865.65939290Cover Soil18.71864.96960.37977632 12.765712.765710.8887010.88876.035685.52187290Cover Soil18.77414.851730.37977633 12.408812.408810.5793010.57935.864235.36502290Cover Soil18.82974.716720.37977634 12.006912.006910.2319010.23195.671645.18882290Cover Soil18.88524.564540.37977635 11.559911.55999.8463809.846385.457944.99331290Cover Soil18.94084.395180.37977636 SLIDE - An Interactive Slope Stability Program: Page 7 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM 11.067811.06789.4228109.422815.223154.77851290Cover Soil18.99644.208620.37977637 10.530610.53068.9612308.961234.967284.54442290Cover Soil19.0524.004840.37977638 9.948189.948188.4616308.461634.690364.29108290Cover Soil19.10763.783830.37977639 9.320569.320567.9240707.924074.392384.01846290Cover Soil19.16323.545570.37977640 8.64778.64777.3485807.348584.073383.72662290Cover Soil19.21893.290040.37977641 7.92967.92966.7351906.735193.733373.41555290Cover Soil19.27453.017220.37977642 7.16627.16626.0839206.083923.372373.08528290Cover Soil19.33022.72710.37977643 6.357496.357495.3948105.394812.990392.73582290Cover Soil19.38592.419650.37977644 5.503435.503434.6678804.667882.587442.36717290Cover Soil19.44172.094870.37977645 4.6044.6043.9031703.903172.163561.97938290Cover Soil19.49741.752730.37977646 3.659153.659153.1006903.100691.718741.57243290Cover Soil19.55321.393210.37977647 2.66892.66892.260502.26051.253021.14635290Cover Soil19.6091.01630.37977648 1.633171.633171.3826101.382610.7663920.70115290Cover Soil19.66480.6219840.37977649 0.4365330.4365330.36938500.3693850.2047530.187323290Cover Soil19.72060.2102340.37977650 Interslice Data Global Minimum Query (bishop simplified) ‐ Safety Factor: 1.0932 SLIDE - An Interactive Slope Stability Program: Page 8 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 00020.1829181.7541 000.004993120.299182.1332 000.01916620.4156182.5133 000.041347820.5325182.8934 000.070416920.6499183.2735 000.10530120.7677183.6536 000.14497620.8858184.0327 000.18846921.0044184.4128 000.23485421.1233184.7929 000.28325721.2427185.17210 000.33285121.3624185.55111 000.3828621.4826185.93112 000.43255721.6032186.31113 000.48126521.7241186.69114 000.52835621.8455187.07115 000.57325321.9673187.4516 000.61542622.0894187.8317 000.65439822.212188.2118 000.6897422.335188.5919 000.72107322.4584188.96920 000.7480722.5822189.34921 000.77045122.7064189.72922 000.78798822.831190.10923 000.80050422.956190.48924 000.80786923.0814190.86825 000.81000823.2072191.24826 000.80689123.3335191.62827 000.79854323.4601192.00828 000.78503823.5871192.38729 000.766523.7146192.76730 000.74310323.8425193.14731 000.71507423.9707193.52732 000.6826924.0994193.90733 000.64627724.2285194.28634 000.60621524.358194.66635 000.56293224.4879195.04636 000.5169124.6183195.42637 000.46867924.749195.80538 000.41882424.8802196.18539 000.36797825.0117196.56540 000.31682725.1437196.94541 000.26610925.2761197.32542 000.21661225.4089197.70443 000.16917725.5421198.08444 000.12469525.6758198.46445 000.084111625.8098198.84446 000.04842225.9443199.22347 000.018674326.0792199.60348 00‐0.0040315126.2145199.98349 00‐0.018543226.3502200.36350 00026.4863200.74351 Global Minimum Query (janbu simplified) ‐ Safety Factor: 1.09276 SLIDE - An Interactive Slope Stability Program: Page 9 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 00020.1829181.7541 000.005418220.299182.1332 000.020848920.4156182.5133 000.045086520.5325182.8934 000.076974620.6499183.2735 000.11540620.7677183.6536 000.15932220.8858184.0327 000.20771621.0044184.4128 000.25962621.1233184.7929 000.31414321.2427185.17210 000.37040621.3624185.55111 000.42760521.4826185.93112 000.48497821.6032186.31113 000.54181221.7241186.69114 000.59744621.8455187.07115 000.65126721.9673187.4516 000.70271122.0894187.8317 000.75126722.212188.2118 000.7964722.335188.5919 000.83790722.4584188.96920 000.87521622.5822189.34921 000.90808422.7064189.72922 000.93624622.831190.10923 000.95949122.956190.48924 000.97765523.0814190.86825 000.99062723.2072191.24826 000.99834523.3335191.62827 001.000823.4601192.00828 000.99802323.5871192.38729 000.99011223.7146192.76730 000.97720423.8425193.14731 000.95949123.9707193.52732 000.93721424.0994193.90733 000.91066724.2285194.28634 000.88019324.358194.66635 000.84618724.4879195.04636 000.80909424.6183195.42637 000.76941224.749195.80538 000.72768924.8802196.18539 000.68452425.0117196.56540 000.64056925.1437196.94541 000.59652625.2761197.32542 000.55314925.4089197.70443 000.51124425.5421198.08444 000.47166825.6758198.46445 000.43533125.8098198.84446 000.40319325.9443199.22347 000.37626826.0792199.60348 000.3556226.2145199.98349 000.34236826.3502200.36350 00026.4863200.74351 Global Minimum Query (spencer) ‐ Safety Factor: 1.09305 SLIDE - An Interactive Slope Stability Program: Page 10 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM Interslice Force Angle [degrees] Interslice Shear Force [lbs] Interslice Normal Force [lbs] Y coordinate ‐ Bottom [ft] X coordinate [ft] Slice Number 00020.1829181.7541 7.396270.0006702540.005163320.299182.1332 7.396270.00257340.019824220.4156182.5133 7.396280.005553120.042778420.5325182.8934 7.396280.009459660.072872420.6499183.2735 7.396320.01414990.10900320.7677183.6536 7.396260.01948710.15011920.8858184.0327 7.396280.02534150.19521821.0044184.4128 7.396280.03158960.2433521.1233184.7929 7.396270.03811450.29361521.2427185.17210 7.396270.04480610.34516421.3624185.55111 7.396280.05156090.39719921.4826185.93112 7.396290.05828170.44897221.6032186.31113 7.396270.06487820.49978921.7241186.69114 7.396270.07126660.54900221.8455187.07115 7.396270.07736990.59601921.9673187.4516 7.396280.08311750.64029522.0894187.8317 7.396270.08844540.68133922.212188.2118 7.396270.09329640.71870922.335188.5919 7.396280.097620.75201522.4584188.96920 7.396270.1013720.78091922.5822189.34921 7.396250.1045150.80513422.7064189.72922 7.396260.1070190.82442222.831190.10923 7.396250.1088590.83859822.956190.48924 7.396280.1100190.8475323.0814190.86825 7.396290.1104870.85113423.2072191.24826 7.396270.1102590.8493823.3335191.62827 7.396250.1093380.84228823.4601192.00828 7.396250.1077340.82993123.5871192.38729 7.39630.1054630.81243123.7146192.76730 7.396260.1025460.78996423.8425193.14731 7.396280.09901450.76275723.9707193.52732 7.396270.09490350.73108924.0994193.90733 7.396280.09025620.69528824.2285194.28634 7.396280.08512220.65573824.358194.66635 7.396270.07955770.61287324.4879195.04636 7.396270.07362590.56717724.6183195.42637 7.396280.06739650.51918824.749195.80538 7.396280.0609460.46949724.8802196.18539 7.396280.05435770.41874425.0117196.56540 7.396270.04772170.36762425.1437196.94541 7.396270.04113480.31688225.2761197.32542 7.396290.03470070.26731625.4089197.70443 7.39630.02852960.21977725.5421198.08444 7.396290.02273870.17516725.6758198.46445 7.396280.01745210.13444225.8098198.84446 7.396250.01280040.098608125.9443199.22347 7.396270.008921390.068725926.0792199.60348 7.396270.005959330.045907726.2145199.98349 7.396280.004065510.031318626.3502200.36350 00026.4863200.74351 List Of Coordinates Water Table SLIDE - An Interactive Slope Stability Program: Page 11 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM YX 1.370 1168 2.3391 3.20069675.793 External Boundary YX ‐177.9840 ‐177.984675.793 9675.793 127675.793 130675.793 130527 84389 84374 10.0037151.09 4133.004 4125 6119 60 Material Boundary YX 4133.004 10.2946161 81374 81389 127527 127675.793 Material Boundary YX 10.2946161 10161 8167 9675.793 Material Boundary YX 10.0037151.09 10.2946161 SLIDE - An Interactive Slope Stability Program: Page 12 of 12 SLIDEINTERPRET 7.022 Robeson_Seismic_ SSA.slmd 2/23/2017, 10:53:09 AM APPENDIX IV-3 EROSION AND SEDIMENT CONTROL CALCULATIONS Project Description C&D Landfill Expansion.SPF Project Options CFSElevationSCS TR-55 SCS TR-55 Kinematic Wave YES YES Analysis Options Oct 22, 2013 00:00:00Oct 26, 2013 00:00:00 Oct 22, 2013 00:00:00 0 days 0 01:00:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 0 00:05:00 days hh:mm:ss 30 seconds Number of Elements Qty 1 21 36 34 2 0 0 0 312110000000 Rainfall Details SN Rain Gage Data Data Source Rainfall Rain State County Return Rainfall RainfallIDSourceIDTypeUnitsPeriodDepthDistribution(years)(inches)1 Rain Gage-01 Time Series 25 Year Cumulative inches North Carolina Robeson 25 6.90 SCS Type II 24-hr Outlets .....................................................Pollutants .........................................................Land Uses ........................................................ Links.................................................................. Channels ................................................. Pipes ........................................................ Pumps ..................................................... Orifices .................................................... Weirs ....................................................... Nodes................................................................ Junctions ................................................. Outfalls .................................................... Flow Diversions ....................................... Inlets ........................................................ Storage Nodes ......................................... Runoff (Dry Weather) Time Step ..................... Runoff (Wet Weather) Time Step .................... Reporting Time Step ........................................ Routing Time Step ........................................... Rain Gages ...................................................... Subbasins......................................................... Enable Overflow Ponding at Nodes ................. Skip Steady State Analysis Time Periods ........ Start Analysis On .............................................End Analysis On ............................................... Start Reporting On ........................................... Antecedent Dry Days ....................................... File Name ......................................................... Flow Units ........................................................Elevation Type .................................................Hydrology Method ............................................ Time of Concentration (TOC) Method ............. Link Routing Method ........................................ Subbasin Summary SN Subbasin Area Weighted Total Total Total Peak Time ofIDCurveRainfallRunoffRunoffRunoffConcentrationNumberVolume(ac)(in)(in)(ac-in)(cfs)(days hh:mm:ss)1 DA-01 0.67 49.00 6.90 1.53 1.02 1.11 0 00:15:372DA-02 0.45 49.00 6.90 1.53 0.69 0.79 0 00:13:213DA-03 0.54 49.00 6.90 1.53 0.82 0.95 0 00:13:244DA-04 0.44 49.00 6.90 1.53 0.67 0.79 0 00:12:375DA-05 0.62 49.00 6.90 1.53 0.95 1.11 0 00:12:466DA-06 0.65 49.00 6.90 1.53 0.99 1.08 0 00:15:377DA-07 0.69 49.00 6.90 1.53 1.05 1.42 0 00:07:028DA-08 0.68 49.00 6.90 1.53 1.04 1.40 0 00:06:389DA-09 1.00 49.00 6.90 1.53 1.53 2.05 0 00:06:5410DA-10 0.52 49.00 6.90 1.53 0.79 0.97 0 00:11:2111DA-11 1.83 49.00 6.90 1.53 2.79 2.99 0 00:15:5712DA-12 1.69 49.00 6.90 1.53 2.58 2.86 0 00:14:4413DA-13 1.90 49.00 6.90 1.53 2.90 3.10 0 00:16:0014DA-14 1.93 49.00 6.90 1.53 2.94 3.13 0 00:16:0915DA-15 0.96 49.00 6.90 1.53 1.46 1.94 0 00:08:0816DA-16 1.77 49.00 6.90 1.53 2.70 4.39 0 00:01:2217DA-17 0.89 49.00 6.90 1.53 1.36 1.82 0 00:07:0618DA-18 2.23 49.00 6.90 1.53 3.40 3.78 0 00:14:39 19 DA-19 4.50 49.00 6.90 1.53 6.86 8.94 0 00:08:52 20 DA-20 2.70 49.00 6.90 1.53 4.12 5.46 0 00:07:58 21 DA-21 0.63 49.00 6.90 1.53 0.96 1.29 0 00:06:51 Node Summary SN Element Element Invert Ground/Rim Initial Surcharge Ponded Peak Max HGL Max Min Time of Total Total TimeIDTypeElevation(Max)Water Elevation Area Inflow Elevation Surcharge Freeboard Peak Flooded FloodedElevationElevationAttainedDepthAttainedFloodingVolumeAttainedOccurrence(ft)(ft)(ft)(ft)(ft²)(cfs)(ft)(ft)(ft)(days hh:mm)(ac-in)(min)1 Jun-31 Junction 133.00 137.00 133.00 0.00 0.00 34.23 134.23 0.00 2.77 0 00:00 0.00 0.002Jun-32 Junction 135.50 138.50 135.50 0.00 0.00 34.31 136.73 0.00 1.77 0 00:00 0.00 0.003Jun-33 Junction 180.00 182.00 180.00 0.00 0.00 3.79 180.37 0.00 1.63 0 00:00 0.00 0.004Jun-34 Junction 186.00 188.00 186.00 0.00 0.00 1.41 186.37 0.00 1.63 0 00:00 0.00 0.005Jun-35 Junction 214.00 216.00 214.00 0.00 0.00 1.96 214.39 0.00 1.61 0 00:00 0.00 0.006Jun-36 Junction 216.00 218.00 216.00 0.00 0.00 1.07 216.39 0.00 1.61 0 00:00 0.00 0.007Jun-37 Junction 216.00 218.00 216.00 0.00 0.00 0.92 216.36 0.00 1.64 0 00:00 0.00 0.008Jun-38 Junction 190.00 192.00 190.00 0.00 0.00 0.75 190.25 0.00 1.75 0 00:00 0.00 0.009Jun-39 Junction 180.00 182.00 180.00 0.00 0.00 8.03 180.41 0.00 1.59 0 00:00 0.00 0.0010Jun-40 Junction 133.50 2.79 0.00 1.07 0.00 8.02 133.92 0.00 1.58 0 00:00 0.00 0.0011Jun-41 Junction 186.00 188.00 186.00 0.00 0.00 1.92 186.42 0.00 1.58 0 00:00 0.00 0.0012Jun-42 Junction 214.00 216.00 214.00 0.00 0.00 5.91 214.79 0.00 1.21 0 00:00 0.00 0.0013Jun-43 Junction 186.00 188.00 186.00 0.00 0.00 1.29 186.34 0.00 1.66 0 00:00 0.00 0.0014Jun-44 Junction 216.00 218.00 216.00 0.00 0.00 3.13 216.63 0.00 1.37 0 00:00 0.00 0.0015Jun-45 Junction 216.00 218.00 216.00 0.00 0.00 3.10 216.80 0.00 1.20 0 00:00 0.00 0.0016Jun-46 Junction 141.00 143.00 141.00 0.00 0.00 27.14 142.07 0.00 1.93 0 00:00 0.00 0.0017Jun-47 Junction 180.00 182.00 180.00 0.00 0.00 3.87 180.35 0.00 1.65 0 00:00 0.00 0.00 18 Jun-48 Junction 190.00 192.00 190.00 0.00 0.00 1.06 190.30 0.00 1.70 0 00:00 0.00 0.00 19 Jun-49 Junction 188.00 190.00 188.00 0.00 0.00 1.39 188.35 0.00 1.65 0 00:00 0.00 0.00 20 Jun-50 Junction 214.00 216.00 214.00 0.00 0.00 1.82 214.41 0.00 1.59 0 00:00 0.00 0.00 21 Jun-51 Junction 216.00 218.00 216.00 0.00 0.00 1.10 216.42 0.00 1.58 0 00:00 0.00 0.00 22 Jun-52 Junction 216.00 218.00 216.00 0.00 0.00 0.77 216.33 0.00 1.67 0 00:00 0.00 0.00 23 Jun-53 Junction 0.00 6.00 0.00 6.00 0.00 0.00 0.00 0.00 6.00 0 00:00 0.00 0.00 24 Jun-54 Junction 146.00 148.00 146.00 0.00 0.00 16.17 146.81 0.00 2.19 0 00:00 0.00 0.00 25 Jun-55 Junction 0.00 6.00 0.00 6.00 0.00 0.00 0.00 0.00 6.00 0 00:00 0.00 0.00 26 Jun-56 Junction 0.00 6.00 0.00 6.00 0.00 0.00 0.00 0.00 6.00 0 00:00 0.00 0.0027Jun-59 Junction 150.00 152.00 150.00 0.00 0.00 12.72 150.53 0.00 1.47 0 00:00 0.00 0.0028Jun-60 Junction 182.00 184.00 182.00 0.00 0.00 7.87 182.44 0.00 1.56 0 00:00 0.00 0.0029Jun-61 Junction 184.00 186.00 184.00 0.00 0.00 0.91 184.43 0.00 1.57 0 00:00 0.00 0.0030Jun-62 Junction 188.00 190.00 188.00 0.00 0.00 2.05 188.44 0.00 1.56 0 00:00 0.00 0.0031Jun-63 Junction 214.00 216.00 214.00 0.00 0.00 5.66 214.62 0.00 1.38 0 00:00 0.00 0.0032Jun-64 Junction 216.00 214.00 214.00 0.00 0.00 2.83 216.62 0.00 1.38 0 00:00 0.00 0.0033Jun-65 Junction 216.00 214.00 214.00 0.00 0.00 2.99 216.62 0.00 1.38 0 00:00 0.00 0.0034Jun-66 Junction 155.00 157.00 155.00 0.00 0.00 3.96 155.32 0.00 1.68 0 00:00 0.00 0.0035Out-08 Outfall 130.00 34.24 130.9236Out-09 Outfall 128.00 8.01 128.42 Link Summary SN Element Element From To (Outlet)Length Inlet Outlet Average Diameter or Manning's Peak Design Flow Peak Flow/Peak Flow Peak Flow Peak Flow Total Time ReportedIDType(Inlet)Node Invert Invert Slope Height Roughness Flow Capacity Design Flow Velocity Depth Depth/Surcharged ConditionNodeElevationElevationRatioTotal DepthRatio(ft)(ft)(ft)(%)(in)(cfs)(cfs)(ft/sec)(ft)(min)1 Link-37 Pipe Jun-31 Out-08 35.00 133.00 130.00 8.5700 36.000 0.0150 34.24 169.24 0.20 18.75 0.91 0.31 0.00 Calculated2Link-42 Pipe Jun-35 Jun-33 147.00 214.00 180.00 23.1300 18.000 0.0150 1.96 43.78 0.04 12.56 0.21 0.14 0.00 Calculated3Link-47 Pipe Jun-40 Out-09 54.86 133.50 128.00 10.0300 24.000 0.0110 8.01 84.65 0.09 16.96 0.41 0.21 0.00 Calculated4Link-49 Pipe Jun-42 Jun-39 187.00 214.00 180.00 18.1800 18.000 0.0130 5.92 44.79 0.13 17.60 0.36 0.25 0.00 Calculated5Link-58 Pipe Jun-47 Jun-46 117.00 180.00 141.00 33.3300 18.000 0.0130 3.87 60.65 0.06 19.16 0.25 0.17 0.00 Calculated6Link-59 Pipe Jun-50 Jun-47 141.00 214.00 180.00 24.1100 18.000 0.0130 1.82 51.58 0.04 13.75 0.19 0.13 0.00 Calculated7Link-64 Pipe Jun-60 Jun-59 114.00 182.00 150.00 28.0700 18.000 0.0130 7.89 55.65 0.14 22.29 0.38 0.25 0.00 Calculated8Link-67 Pipe Jun-63 Jun-60 135.00 214.00 182.00 23.7000 18.000 0.0130 5.67 51.14 0.11 19.07 0.33 0.22 0.00 Calculated9SD-01 Pipe Jun-33 Jun-32 225.00 180.00 135.50 19.7800 18.000 0.0150 3.79 40.49 0.09 14.39 0.31 0.21 0.00 Calculated10SD-03 Pipe Jun-39 Jun-40 166.00 180.00 133.50 28.0100 18.000 0.0130 8.02 55.60 0.14 22.40 0.38 0.26 0.00 Calculated11Link-38 Channel Jun-32 Jun-31 448.00 135.00 133.00 0.4500 36.000 0.0180 34.23 275.31 0.12 4.97 1.22 0.41 0.0012Link-40 Channel Jun-34 Jun-33 359.00 186.00 180.00 1.6700 24.000 0.0180 1.39 123.65 0.01 3.44 0.37 0.19 0.0013Link-43 Channel Jun-36 Jun-35 260.00 216.00 214.00 0.7700 24.000 0.0180 1.05 83.89 0.01 2.38 0.39 0.19 0.0014Link-44 Channel Jun-37 Jun-35 219.00 216.00 214.00 0.9100 24.000 0.0180 0.91 91.40 0.01 2.45 0.35 0.18 0.0015Link-45 Channel Jun-38 Jun-33 270.00 190.00 180.00 3.7000 24.000 0.0180 0.75 184.07 0.00 3.94 0.25 0.13 0.0016Link-48 Channel Jun-41 Jun-39 344.00 186.00 180.00 1.7400 24.000 0.0180 1.88 126.32 0.01 3.73 0.41 0.21 0.0017Link-50 Channel Jun-43 Jun-39 273.00 186.00 180.00 2.2000 24.000 0.0180 1.27 141.80 0.01 3.70 0.34 0.17 0.00 18 Link-51 Channel Jun-44 Jun-42 393.00 216.00 214.00 0.5100 24.000 0.0180 3.04 68.23 0.04 2.66 0.62 0.31 0.00 19 Link-52 Channel Jun-45 Jun-42 467.00 216.00 214.00 0.4300 24.000 0.0320 2.91 35.21 0.08 1.67 0.77 0.39 0.00 20 Link-53 Channel Jun-46 Jun-32 872.00 141.00 135.50 0.6300 36.000 0.0180 26.86 292.69 0.09 5.01 1.06 0.35 0.00 21 Link-55 Channel Jun-48 Jun-47 350.00 190.00 180.00 2.8600 24.000 0.0180 1.06 161.67 0.01 3.91 0.30 0.15 0.00 22 Link-56 Channel Jun-49 Jun-47 345.00 188.00 180.00 2.3200 24.000 0.0180 1.38 145.65 0.01 3.87 0.35 0.17 0.00 23 Link-60 Channel Jun-52 Jun-50 200.00 216.00 214.00 1.0000 24.000 0.0180 0.76 95.65 0.01 2.42 0.33 0.16 0.00 24 Link-61 Channel Jun-51 Jun-50 359.00 216.00 214.00 0.5600 24.000 0.0180 1.07 71.39 0.02 2.13 0.41 0.21 0.00 25 Link-62 Channel Jun-54 Jun-46 688.00 146.00 141.00 0.7300 36.000 0.0180 15.91 314.18 0.05 4.56 0.80 0.27 0.00 26 Link-63 Channel Jun-59 Jun-54 280.00 150.00 146.00 1.4300 24.000 0.0180 12.69 194.98 0.07 5.24 0.51 0.27 0.0027Link-65 Channel Jun-61 Jun-60 180.00 184.00 182.00 1.1100 24.000 0.0320 0.90 56.71 0.02 1.72 0.42 0.21 0.0028Link-66 Channel Jun-62 Jun-60 426.00 188.00 182.00 1.4100 24.000 0.0180 2.01 113.51 0.02 3.56 0.44 0.22 0.0029Link-68 Channel Jun-64 Jun-63 448.00 216.00 214.00 0.4500 24.000 0.0180 2.76 63.91 0.04 2.50 0.61 0.31 0.0030Link-69 Channel Jun-65 Jun-63 401.00 216.00 214.00 0.5000 24.000 0.0180 2.91 67.55 0.04 2.62 0.61 0.31 0.0031Link-70 Channel Jun-66 Jun-59 588.00 155.00 150.00 0.8500 24.000 0.0180 4.04 150.43 0.03 3.55 0.32 0.16 0.00 Subbasin Hydrology Subbasin : DA-01 Input Data Area (ac) ........................................................................0.67Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.67 A 49.00Composite Area & Weighted CN 0.67 49.00 Time of Concentration TOC Method : SCS TR-55 Sheet Flow Equation : Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where : Tc = Time of Concentration (hr) n = Manning's roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation : V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hr) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation : V = (1.49 * (R^(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where : Tc = Time of Concentration (hr) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft²) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's roughness Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :287 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.33 0.00 0.00 Computed Flow Time (min) :14.68 0.00 0.00 Subarea Subarea SubareaChannel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :340 0.00 0.00 Channel Slope (%) :0.56 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :6.00 0.00 0.00 Computed Flow Time (min) :0.95 0.00 0.00 Total TOC (min) ..................15.62 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90 Total Runoff (in) .............................................................1.53 Peak Runoff (cfs) ...........................................................1.11 Weighted Curve Number ...............................................49.00 Time of Concentration (days hh:mm:ss) ........................0 00:15:37 Subbasin : DA-01 Subbasin : DA-02 Input Data Area (ac) ........................................................................0.45Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.45 A 49.00Composite Area & Weighted CN 0.45 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.40 0.00 0.00 Flow Length (ft) :245 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.32 0.00 0.00 Computed Flow Time (min) :12.93 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :200 0.00 0.00 Channel Slope (%) :1 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :8.01 0.00 0.00 Computed Flow Time (min) :0.42 0.00 0.00Total TOC (min) ..................13.35 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................0.79Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:13:21 Subbasin : DA-02 Subbasin : DA-03 Input Data Area (ac) ........................................................................0.54Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.54 A 49.00Composite Area & Weighted CN 0.54 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.40 0.00 0.00 Flow Length (ft) :245 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.32 0.00 0.00 Computed Flow Time (min) :12.93 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :219 0.00 0.00 Channel Slope (%) :0.91 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :7.64 0.00 0.00 Computed Flow Time (min) :0.48 0.00 0.00Total TOC (min) ..................13.41 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................0.95Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:13:25 Subbasin : DA-03 Subbasin : DA-04 Input Data Area (ac) ........................................................................0.44Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.44 A 49.00Composite Area & Weighted CN 0.44 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.40 0.00 0.00 Flow Length (ft) :231 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.31 0.00 0.00 Computed Flow Time (min) :12.34 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :270 0.00 0.00 Channel Slope (%) :3.7 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :15.41 0.00 0.00 Computed Flow Time (min) :0.29 0.00 0.00Total TOC (min) ..................12.63 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................0.79Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:12:38 Subbasin : DA-04 Subbasin : DA-05 Input Data Area (ac) ........................................................................0.62Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.62 A 49.00Composite Area & Weighted CN 0.62 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :231 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.31 0.00 0.00 Computed Flow Time (min) :12.34 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :350 0.00 0.00 Channel Slope (%) :2.9 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :13.65 0.00 0.00 Computed Flow Time (min) :0.43 0.00 0.00Total TOC (min) ..................12.77 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................1.11Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:12:46 Subbasin : DA-05 Subbasin : DA-06 Input Data Area (ac) ........................................................................0.65Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.65 A 49.00Composite Area & Weighted CN 0.65 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.40 0.00 0.00 Flow Length (ft) :295 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.33 0.00 0.00 Computed Flow Time (min) :15.01 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :260 0.00 0.00 Channel Slope (%) :0.77 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :7.03 0.00 0.00 Computed Flow Time (min) :0.62 0.00 0.00Total TOC (min) ..................15.62 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................1.08Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:15:37 Subbasin : DA-06 Subbasin : DA-07 Input Data Area (ac) ........................................................................0.69Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.69 A 49.00Composite Area & Weighted CN 0.69 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.40 0.00 0.00 Flow Length (ft) :103 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.27 0.00 0.00 Computed Flow Time (min) :6.47 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :359 0.00 0.00 Channel Slope (%) :1.7 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :10.45 0.00 0.00 Computed Flow Time (min) :0.57 0.00 0.00Total TOC (min) ..................7.04 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................1.42Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:07:02 Subbasin : DA-07 Subbasin : DA-08 Input Data Area (ac) ........................................................................0.68Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.68 A 49.00Composite Area & Weighted CN 0.68 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :97 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.26 0.00 0.00 Computed Flow Time (min) :6.16 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :345 0.00 0.00 Channel Slope (%) :2.3 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :12.15 0.00 0.00 Computed Flow Time (min) :0.47 0.00 0.00Total TOC (min) ..................6.64 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................1.40Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:06:38 Subbasin : DA-08 Subbasin : DA-09 Input Data Area (ac) ........................................................................1.00Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 1.00 A 49.00Composite Area & Weighted CN 1.00 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :97 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.26 0.00 0.00 Computed Flow Time (min) :6.16 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :426 0.00 0.00 Channel Slope (%) :1.41 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :9.51 0.00 0.00 Computed Flow Time (min) :0.75 0.00 0.00Total TOC (min) ..................6.91 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................2.05Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:06:55 Subbasin : DA-09 Subbasin : DA-10 Input Data Area (ac) ........................................................................0.52Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.52 A 49.00Composite Area & Weighted CN 0.52 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :200 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.30 0.00 0.00 Computed Flow Time (min) :11.00 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :180 0.00 0.00 Channel Slope (%) :1.11 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :8.44 0.00 0.00 Computed Flow Time (min) :0.36 0.00 0.00Total TOC (min) ..................11.35 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................0.97Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:11:21 Subbasin : DA-10 Subbasin : DA-11 Input Data Area (ac) ........................................................................1.83Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 1.83 A 49.00Composite Area & Weighted CN 1.83 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :286 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.33 0.00 0.00 Computed Flow Time (min) :14.64 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :449 0.00 0.00 Channel Slope (%) :0.5 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :5.67 0.00 0.00 Computed Flow Time (min) :1.32 0.00 0.00Total TOC (min) ..................15.96 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................2.99Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:15:58 Subbasin : DA-11 Subbasin : DA-12 Input Data Area (ac) ........................................................................1.69Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 1.69 A 49.00Composite Area & Weighted CN 1.69 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :255 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.32 0.00 0.00 Computed Flow Time (min) :13.35 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :448 0.00 0.00 Channel Slope (%) :0.45 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :5.38 0.00 0.00 Computed Flow Time (min) :1.39 0.00 0.00Total TOC (min) ..................14.74 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................2.86Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:14:44 Subbasin : DA-12 Subbasin : DA-13 Input Data Area (ac) ........................................................................1.90Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 1.90 A 49.00Composite Area & Weighted CN 1.90 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :282 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.32 0.00 0.00 Computed Flow Time (min) :14.47 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :467 0.00 0.00 Channel Slope (%) :0.4 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :5.07 0.00 0.00 Computed Flow Time (min) :1.54 0.00 0.00Total TOC (min) ..................16.01 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................3.10Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:16:01 Subbasin : DA-13 Subbasin : DA-14 Input Data Area (ac) ........................................................................1.93Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 1.93 A 49.00Composite Area & Weighted CN 1.93 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :295 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.33 0.00 0.00 Computed Flow Time (min) :15.01 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :393 0.00 0.00 Channel Slope (%) :0.5 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :5.67 0.00 0.00 Computed Flow Time (min) :1.16 0.00 0.00Total TOC (min) ..................16.16 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................3.13Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:16:10 Subbasin : DA-14 Subbasin : DA-15 Input Data Area (ac) ........................................................................0.96Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.96 A 49.00Composite Area & Weighted CN 0.96 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.40 0.00 0.00 Flow Length (ft) :126 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.28 0.00 0.00 Computed Flow Time (min) :7.60 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :344.3262 0.00 0.00 Channel Slope (%) :1.74 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :10.57 0.00 0.00 Computed Flow Time (min) :0.54 0.00 0.00Total TOC (min) ..................8.14 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................1.94Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:08:08 Subbasin : DA-15 Subbasin : DA-16 Input Data Area (ac) ........................................................................1.77Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 1.77 A 49.00Composite Area & Weighted CN 1.77 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :92 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :3.10 0.00 0.00 Computed Flow Time (min) :0.49 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :588 0.00 0.00 Channel Slope (%) :0.85 0.00 0.00 Cross Section Area (ft²) :33 0.00 0.00 Wetted Perimeter (ft) :18.97 0.00 0.00 Velocity (ft/sec) :11.04 0.00 0.00 Computed Flow Time (min) :0.89 0.00 0.00Total TOC (min) ..................1.38 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................4.39Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:01:23 Subbasin : DA-16 Subbasin : DA-17 Input Data Area (ac) ........................................................................0.89Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.89 A 49.00Composite Area & Weighted CN 0.89 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :109 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.27 0.00 0.00 Computed Flow Time (min) :6.77 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :280 0.00 0.00 Channel Slope (%) :1.4 0.00 0.00 Cross Section Area (ft²) :33 0.00 0.00 Wetted Perimeter (ft) :18.97 0.00 0.00 Velocity (ft/sec) :14.17 0.00 0.00 Computed Flow Time (min) :0.33 0.00 0.00Total TOC (min) ..................7.10 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................1.82Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:07:06 Subbasin : DA-17 Subbasin : DA-18 Input Data Area (ac) ........................................................................2.23Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 2.23 A 49.00Composite Area & Weighted CN 2.23 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :275 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.32 0.00 0.00 Computed Flow Time (min) :14.19 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :288 0.00 0.00 Channel Slope (%) :0.7 0.00 0.00 Cross Section Area (ft²) :33 0.00 0.00 Wetted Perimeter (ft) :18.6 0.00 0.00 Velocity (ft/sec) :10.15 0.00 0.00 Computed Flow Time (min) :0.47 0.00 0.00Total TOC (min) ..................14.66 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................3.78Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:14:40 Subbasin : DA-18 Subbasin : DA-19 Input Data Area (ac) ........................................................................4.50Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 4.50 A 49.00Composite Area & Weighted CN 4.50 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :120 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.27 0.00 0.00 Computed Flow Time (min) :7.31 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :872 0.00 0.00 Channel Slope (%) :0.6 0.00 0.00 Cross Section Area (ft²) :33 0.00 0.00 Wetted Perimeter (ft) :18.97 0.00 0.00 Velocity (ft/sec) :9.27 0.00 0.00 Computed Flow Time (min) :1.57 0.00 0.00Total TOC (min) ..................8.87 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................8.94Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:08:52 Subbasin : DA-19 Subbasin : DA-20 Input Data Area (ac) ........................................................................2.70Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 2.70 A 49.00Composite Area & Weighted CN 2.70 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :110 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.27 0.00 0.00 Computed Flow Time (min) :6.82 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :479 0.00 0.00 Channel Slope (%) :0.33 0.00 0.00 Cross Section Area (ft²) :33 0.00 0.00 Wetted Perimeter (ft) :18.97 0.00 0.00 Velocity (ft/sec) :6.88 0.00 0.00 Computed Flow Time (min) :1.16 0.00 0.00Total TOC (min) ..................7.98 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................5.46Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:07:59 Subbasin : DA-20 Subbasin : DA-21 Input Data Area (ac) ........................................................................0.63Weighted Curve Number ...............................................49.00Rain Gage ID .................................................................Rain Gage-01 Composite Curve Number Area Soil CurveSoil/Surface Description (acres)Group Number50 - 75% grass cover, Fair 0.63 A 49.00Composite Area & Weighted CN 0.63 49.00 Time of Concentration Subarea Subarea SubareaSheet Flow Computations A B C Manning's Roughness :0.4 0.00 0.00 Flow Length (ft) :103 0.00 0.00 Slope (%) :33.3 0.00 0.00 2 yr, 24 hr Rainfall (in) :3.90 0.00 0.00 Velocity (ft/sec) :0.27 0.00 0.00 Computed Flow Time (min) :6.47 0.00 0.00 Subarea Subarea Subarea Channel Flow Computations A B C Manning's Roughness :0.018 0.00 0.00 Flow Length (ft) :273 0.00 0.00 Channel Slope (%) :2.2 0.00 0.00 Cross Section Area (ft²) :12 0.00 0.00 Wetted Perimeter (ft) :12.6 0.00 0.00 Velocity (ft/sec) :11.88 0.00 0.00 Computed Flow Time (min) :0.38 0.00 0.00Total TOC (min) ..................6.85 Subbasin Runoff Results Total Rainfall (in) ............................................................6.90Total Runoff (in) .............................................................1.53Peak Runoff (cfs) ...........................................................1.29Weighted Curve Number ...............................................49.00Time of Concentration (days hh:mm:ss) ........................0 00:06:51 Subbasin : DA-21 Junction Input SN Element Invert Ground/Rim Ground/Rim Initial Initial Surcharge Surcharge Ponded MinimumIDElevation(Max)(Max)Water Water Elevation Depth Area PipeElevationOffsetElevationDepthCover(ft)(ft)(ft)(ft)(ft)(ft)(ft)(ft²)(in)1 Jun-31 133.00 137.00 4.00 133.00 0.00 0.00 -137.00 0.00 0.002Jun-32 135.50 138.50 3.00 135.50 0.00 0.00 -138.50 0.00 0.003Jun-33 180.00 182.00 2.00 180.00 0.00 0.00 -182.00 0.00 0.004Jun-34 186.00 188.00 2.00 186.00 0.00 0.00 -188.00 0.00 0.005Jun-35 214.00 216.00 2.00 214.00 0.00 0.00 -216.00 0.00 0.006Jun-36 216.00 218.00 2.00 216.00 0.00 0.00 -218.00 0.00 0.007Jun-37 216.00 218.00 2.00 216.00 0.00 0.00 -218.00 0.00 0.008Jun-38 190.00 192.00 2.00 190.00 0.00 0.00 -192.00 0.00 0.009Jun-39 180.00 182.00 2.00 180.00 0.00 0.00 -182.00 0.00 0.0010Jun-40 133.50 2.79 -130.71 0.00 -133.50 1.07 -1.72 0.00 0.0011Jun-41 186.00 188.00 2.00 186.00 0.00 0.00 -188.00 0.00 0.0012Jun-42 214.00 216.00 2.00 214.00 0.00 0.00 -216.00 0.00 0.0013Jun-43 186.00 188.00 2.00 186.00 0.00 0.00 -188.00 0.00 0.0014Jun-44 216.00 218.00 2.00 216.00 0.00 0.00 -218.00 0.00 0.0015Jun-45 216.00 218.00 2.00 216.00 0.00 0.00 -218.00 0.00 0.0016Jun-46 141.00 143.00 2.00 141.00 0.00 0.00 -143.00 0.00 0.0017Jun-47 180.00 182.00 2.00 180.00 0.00 0.00 -182.00 0.00 0.0018Jun-48 190.00 192.00 2.00 190.00 0.00 0.00 -192.00 0.00 0.00 19 Jun-49 188.00 190.00 2.00 188.00 0.00 0.00 -190.00 0.00 0.00 20 Jun-50 214.00 216.00 2.00 214.00 0.00 0.00 -216.00 0.00 0.00 21 Jun-51 216.00 218.00 2.00 216.00 0.00 0.00 -218.00 0.00 0.00 22 Jun-52 216.00 218.00 2.00 216.00 0.00 0.00 -218.00 0.00 0.00 23 Jun-53 0.00 6.00 6.00 0.00 0.00 6.00 0.00 0.00 0.00 24 Jun-54 146.00 148.00 2.00 146.00 0.00 0.00 -148.00 0.00 0.00 25 Jun-55 0.00 6.00 6.00 0.00 0.00 6.00 0.00 0.00 0.00 26 Jun-56 0.00 6.00 6.00 0.00 0.00 6.00 0.00 0.00 0.00 27 Jun-59 150.00 152.00 2.00 150.00 0.00 0.00 -152.00 0.00 0.0028Jun-60 182.00 184.00 2.00 182.00 0.00 0.00 -184.00 0.00 0.0029Jun-61 184.00 186.00 2.00 184.00 0.00 0.00 -186.00 0.00 0.0030Jun-62 188.00 190.00 2.00 188.00 0.00 0.00 -190.00 0.00 0.0031Jun-63 214.00 216.00 2.00 214.00 0.00 0.00 -216.00 0.00 0.0032Jun-64 216.00 214.00 -2.00 214.00 -2.00 0.00 -214.00 0.00 0.0033Jun-65 216.00 214.00 -2.00 214.00 -2.00 0.00 -214.00 0.00 0.0034Jun-66 155.00 157.00 2.00 155.00 0.00 0.00 -157.00 0.00 0.00 Junction Results SN Element Peak Peak Max HGL Max HGL Max Min Average HGL Average HGL Time of Time of Total Total TimeIDInflowLateralElevationDepthSurchargeFreeboardElevationDepthMax HGL Peak Flooded FloodedInflowAttainedAttainedDepthAttainedAttainedAttainedOccurrenceFloodingVolumeAttainedOccurrence(cfs)(cfs)(ft)(ft)(ft)(ft)(ft)(ft)(days hh:mm)(days hh:mm)(ac-in)(min)1 Jun-31 34.23 0.00 134.23 1.23 0.00 2.77 133.04 0.04 0 12:11 0 00:00 0.00 0.002Jun-32 34.31 5.43 136.73 1.23 0.00 1.77 135.54 0.04 0 12:10 0 00:00 0.00 0.003Jun-33 3.79 0.00 180.37 0.37 0.00 1.63 180.02 0.02 0 12:05 0 00:00 0.00 0.004Jun-34 1.41 1.41 186.37 0.37 0.00 1.63 186.01 0.01 0 12:05 0 00:00 0.00 0.005Jun-35 1.96 0.00 214.39 0.39 0.00 1.61 214.02 0.02 0 12:11 0 00:00 0.00 0.006Jun-36 1.07 1.07 216.39 0.39 0.00 1.61 216.02 0.02 0 12:10 0 00:00 0.00 0.007Jun-37 0.92 0.92 216.36 0.36 0.00 1.64 216.02 0.02 0 12:10 0 00:00 0.00 0.008Jun-38 0.75 0.75 190.25 0.25 0.00 1.75 190.01 0.01 0 12:10 0 00:00 0.00 0.009Jun-39 8.03 0.00 180.41 0.41 0.00 1.59 180.02 0.02 0 12:06 0 00:00 0.00 0.0010Jun-40 8.02 0.00 133.92 0.42 0.00 1.58 133.51 0.01 0 12:11 0 00:00 0.00 0.0011Jun-41 1.92 1.92 186.42 0.42 0.00 1.58 186.02 0.02 0 12:05 0 00:00 0.00 0.0012Jun-42 5.91 0.00 214.79 0.79 0.00 1.21 214.04 0.04 0 12:13 0 00:00 0.00 0.0013Jun-43 1.29 1.29 186.34 0.34 0.00 1.66 186.01 0.01 0 12:05 0 00:00 0.00 0.0014Jun-44 3.13 3.13 216.63 0.63 0.00 1.37 216.03 0.03 0 12:10 0 00:00 0.00 0.0015Jun-45 3.10 3.10 216.80 0.80 0.00 1.20 216.04 0.04 0 12:10 0 00:00 0.00 0.0016Jun-46 27.14 8.84 142.07 1.07 0.00 1.93 141.03 0.03 0 12:08 0 00:00 0.00 0.0017Jun-47 3.87 0.00 180.35 0.35 0.00 1.65 180.01 0.01 0 12:05 0 00:00 0.00 0.00 18 Jun-48 1.06 1.06 190.30 0.30 0.00 1.70 190.01 0.01 0 12:10 0 00:00 0.00 0.00 19 Jun-49 1.39 1.39 188.35 0.35 0.00 1.65 188.01 0.01 0 12:05 0 00:00 0.00 0.00 20 Jun-50 1.82 0.00 214.41 0.41 0.00 1.59 214.02 0.02 0 12:11 0 00:00 0.00 0.00 21 Jun-51 1.10 1.10 216.42 0.42 0.00 1.58 216.02 0.02 0 12:10 0 00:00 0.00 0.00 22 Jun-52 0.77 0.77 216.33 0.33 0.00 1.67 216.01 0.01 0 12:10 0 00:00 0.00 0.00 23 Jun-53 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00 24 Jun-54 16.17 3.74 146.81 0.81 0.00 2.19 146.02 0.02 0 12:07 0 00:00 0.00 0.00 25 Jun-55 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0 00:00 0 00:00 0.00 0.00 26 Jun-56 0.00 0.00 0.00 0.00 0.00 6.00 0.00 0.00 0 00:00 0 00:00 0.00 0.0027Jun-59 12.72 1.82 150.53 0.53 0.00 1.47 150.01 0.01 0 12:06 0 00:00 0.00 0.0028Jun-60 7.87 0.00 182.44 0.44 0.00 1.56 182.02 0.02 0 12:06 0 00:00 0.00 0.0029Jun-61 0.91 0.91 184.43 0.43 0.00 1.57 184.02 0.02 0 12:05 0 00:00 0.00 0.0030Jun-62 2.05 2.05 188.44 0.44 0.00 1.56 188.02 0.02 0 12:05 0 00:00 0.00 0.0031Jun-63 5.66 0.00 214.62 0.62 0.00 1.38 214.03 0.03 0 12:11 0 00:00 0.00 0.0032Jun-64 2.83 2.83 216.62 0.62 0.00 1.38 216.03 0.03 0 12:10 0 00:00 0.00 0.0033Jun-65 2.99 2.99 216.62 0.62 0.00 1.38 216.03 0.03 0 12:10 0 00:00 0.00 0.0034Jun-66 3.96 3.96 155.32 0.32 0.00 1.68 155.01 0.01 0 12:05 0 00:00 0.00 0.00 Channel Input SN Element Length Inlet Inlet Outlet Outlet Total Average Shape Height Width Manning's Entrance Exit/Bend Additional Initial FlapIDInvertInvertInvertInvertDropSlopeRoughnessLossesLossesLossesFlowGateElevationOffsetElevationOffset(ft)(ft)(ft)(ft)(ft)(ft)(%)(ft)(ft)(cfs)1 Link-38 448.00 135.00 -0.50 133.00 0.00 2.00 0.4500 Trapezoidal 3.000 20.000 0.0180 0.5000 0.5000 0.0000 0.00 No2Link-40 359.00 186.00 0.00 180.00 0.00 6.00 1.6700 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No3Link-43 260.00 216.00 0.00 214.00 0.00 2.00 0.7700 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No4Link-44 219.00 216.00 0.00 214.00 0.00 2.00 0.9100 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No5Link-45 270.00 190.00 0.00 180.00 0.00 10.00 3.7000 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No6Link-48 344.00 186.00 0.00 180.00 0.00 6.00 1.7400 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No7Link-50 273.00 186.00 0.00 180.00 0.00 6.00 2.2000 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No8Link-51 393.00 216.00 0.00 214.00 0.00 2.00 0.5100 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No9Link-52 467.00 216.00 0.00 214.00 0.00 2.00 0.4300 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No10Link-53 872.00 141.00 0.00 135.50 0.00 5.50 0.6300 Trapezoidal 3.000 20.000 0.0180 0.5000 0.5000 0.0000 0.00 No11Link-55 350.00 190.00 0.00 180.00 0.00 10.00 2.8600 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No12Link-56 345.00 188.00 0.00 180.00 0.00 8.00 2.3200 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No13Link-60 200.00 216.00 0.00 214.00 0.00 2.00 1.0000 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No14Link-61 359.00 216.00 0.00 214.00 0.00 2.00 0.5600 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No15Link-62 688.00 146.00 0.00 141.00 0.00 5.00 0.7300 Trapezoidal 3.000 20.000 0.0180 0.5000 0.5000 0.0000 0.00 No16Link-63 280.00 150.00 0.00 146.00 0.00 4.00 1.4300 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No17Link-65 180.00 184.00 0.00 182.00 0.00 2.00 1.1100 Triangular 2.000 12.000 0.0320 0.5000 0.5000 0.0000 0.00 No18Link-66 426.00 188.00 0.00 182.00 0.00 6.00 1.4100 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No 19 Link-68 448.00 216.00 0.00 214.00 0.00 2.00 0.4500 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No 20 Link-69 401.00 216.00 0.00 214.00 0.00 2.00 0.5000 Triangular 2.000 12.000 0.0180 0.5000 0.5000 0.0000 0.00 No 21 Link-70 588.00 155.00 0.00 150.00 0.00 5.00 0.8500 Trapezoidal 2.000 15.000 0.0180 0.5000 0.5000 0.0000 0.00 No Channel Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude ReportedIDFlowPeak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number ConditionOccurrenceRatioTotal DepthRatio(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)1 Link-38 34.23 0 12:11 275.31 0.12 4.97 1.50 1.22 0.41 0.002Link-40 1.39 0 12:05 123.65 0.01 3.44 1.74 0.37 0.19 0.003Link-43 1.05 0 12:11 83.89 0.01 2.38 1.82 0.39 0.19 0.004Link-44 0.91 0 12:10 91.40 0.01 2.45 1.49 0.35 0.18 0.005Link-45 0.75 0 12:10 184.07 0.00 3.94 1.14 0.25 0.13 0.006Link-48 1.88 0 12:06 126.32 0.01 3.73 1.54 0.41 0.21 0.007Link-50 1.27 0 12:05 141.80 0.01 3.70 1.23 0.34 0.17 0.008Link-51 3.04 0 12:11 68.23 0.04 2.66 2.46 0.62 0.31 0.009Link-52 2.91 0 12:13 35.21 0.08 1.67 4.66 0.77 0.39 0.0010Link-53 26.86 0 12:10 292.69 0.09 5.01 2.90 1.06 0.35 0.0011Link-55 1.06 0 12:10 161.67 0.01 3.91 1.49 0.30 0.15 0.0012Link-56 1.38 0 12:05 145.65 0.01 3.87 1.49 0.35 0.17 0.0013Link-60 0.76 0 12:10 95.65 0.01 2.42 1.38 0.33 0.16 0.0014Link-61 1.07 0 12:11 71.39 0.02 2.13 2.81 0.41 0.21 0.0015Link-62 15.91 0 12:09 314.18 0.05 4.56 2.51 0.80 0.27 0.0016Link-63 12.69 0 12:07 194.98 0.07 5.24 0.89 0.51 0.27 0.0017Link-65 0.90 0 12:07 56.71 0.02 1.72 1.74 0.42 0.21 0.00 18 Link-66 2.01 0 12:06 113.51 0.02 3.56 1.99 0.44 0.22 0.00 19 Link-68 2.76 0 12:11 63.91 0.04 2.50 2.99 0.61 0.31 0.00 20 Link-69 2.91 0 12:11 67.55 0.04 2.62 2.55 0.61 0.31 0.00 21 Link-70 4.04 0 12:05 150.43 0.03 3.55 2.76 0.32 0.16 0.00 Pipe Input SN Element Length Inlet Inlet Outlet Outlet Total Average Pipe Pipe Pipe Manning's Entrance Exit/Bend Additional Initial Flap No. ofIDInvertInvertInvertInvertDropSlopeShapeDiameter or Width Roughness Losses Losses Losses Flow Gate BarrelsElevationOffsetElevationOffsetHeight(ft)(ft)(ft)(ft)(ft)(ft)(%)(in)(in)(cfs)1 Link-37 35.00 133.00 0.00 130.00 0.00 3.00 8.5700 CIRCULAR 36.000 36.000 0.0150 0.5000 0.5000 0.0000 0.00 No 12Link-42 147.00 214.00 0.00 180.00 0.00 34.00 23.1300 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 13Link-47 54.86 133.50 0.00 128.00 0.00 5.50 10.0300 CIRCULAR 24.000 24.000 0.0110 0.5000 0.5000 0.0000 0.00 No 14Link-49 187.00 214.00 0.00 180.00 0.00 34.00 18.1800 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 15Link-58 117.00 180.00 0.00 141.00 0.00 39.00 33.3300 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 16Link-59 141.00 214.00 0.00 180.00 0.00 34.00 24.1100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 17Link-64 114.00 182.00 0.00 150.00 0.00 32.00 28.0700 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 18Link-67 135.00 214.00 0.00 182.00 0.00 32.00 23.7000 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 19SD-01 225.00 180.00 0.00 135.50 0.00 44.50 19.7800 CIRCULAR 18.000 18.000 0.0150 0.5000 0.5000 0.0000 0.00 No 110SD-03 166.00 180.00 0.00 133.50 0.00 46.50 28.0100 CIRCULAR 18.000 18.000 0.0130 0.5000 0.5000 0.0000 0.00 No 1 Pipe Results SN Element Peak Time of Design Flow Peak Flow/Peak Flow Travel Peak Flow Peak Flow Total Time Froude ReportedIDFlowPeak Flow Capacity Design Flow Velocity Time Depth Depth/Surcharged Number ConditionOccurrenceRatioTotal DepthRatio(cfs)(days hh:mm)(cfs)(ft/sec)(min)(ft)(min)1 Link-37 34.24 0 12:11 169.24 0.20 18.75 0.03 0.91 0.31 0.00 Calculated2Link-42 1.96 0 12:11 43.78 0.04 12.56 0.20 0.21 0.14 0.00 Calculated3Link-47 8.01 0 12:11 84.65 0.09 16.96 0.05 0.41 0.21 0.00 Calculated4Link-49 5.92 0 12:12 44.79 0.13 17.60 0.18 0.36 0.25 0.00 Calculated5Link-58 3.87 0 12:07 60.65 0.06 19.16 0.10 0.25 0.17 0.00 Calculated6Link-59 1.82 0 12:11 51.58 0.04 13.75 0.17 0.19 0.13 0.00 Calculated7Link-64 7.89 0 12:11 55.65 0.14 22.29 0.09 0.38 0.25 0.00 Calculated8Link-67 5.67 0 12:11 51.14 0.11 19.07 0.12 0.33 0.22 0.00 Calculated9SD-01 3.79 0 12:07 40.49 0.09 14.39 0.26 0.31 0.21 0.00 Calculated10SD-03 8.02 0 12:11 55.60 0.14 22.40 0.12 0.38 0.26 0.00 Calculated P H A S E 1 ( C L O S E D M S W ) AREA A C T I V E C & D P H A S E 2 S W - 2 S W - 1 140140140140150150 150150130 1 3 0 1 3 0 1 4 0 1 3 0 1 4 0 1 4 0 1 4 0 1 5 0 1 5 0 150 150 1 5 0 1 7 0 1 6 0 1 7 0 1 6 0 1 5 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 1 5 0 1 5 0 1 5 0 150 160 170 180 190 200 150 1 5 0 150150 150150 150 1 3 0 1 4 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 8 0 200 180 136 136136138138142144146 148 146146142134134PROPOSED ACCESS ROAD PROPOSED LIMITSOF WASTE (TYP)PROPERTY LINE(TYP) 2 2 0 2 3 0 2 4 0 2 5 0 2 5 0 2 4 0 2 3 0 2 2 0 260240220200180160260240220200180160140 260 240 220 200 180 160STORMWATER CONVEYANCECHANNEL (TYP)BEGIN SCC-1EXISTING SED BASIN EXISTING 36" RCP (2)EXISTING 24 " R C P E X I S T I N G 3 0 " R C P E X I S T I N G 3 6 " R C P ( 2 ) E X I S T I N G 2 4 " R C P ( 2 ) E X I S T I N G 1 8 " R C P ( 2 ) D A - 1 6 D A - 1 0 D A - 1 7 DA-18DA-08 D A - 0 9 DA-01 D A - 1 1 DA-14 D A - 1 3 D A - 1 2 D A - 1 5 D A - 2 1 DA-07DA-20 DA-19DA-04DA-06 DA-03 DA-05DA-02 0 ( F E E T ) G R A P H I C S C A L E 1 6 0 8 0 4 0 P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\DRAINAGE AREA MAP.dwg Layout=FINAL GRADING 9731-F SOUTHERN PINE BLVD. CHARLOTTE, NC 28273 PHONE: (704) 817-2037 NC CORP LIC: C-0782 8 2 0 . 1 7 0 3 . 1 1 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA 2017 D A - 1 A S S H O W N DRAINAGE AREA MAP MM RWH LB AD 04/01/17 APPENDIX IV-4 CONSTRUCTION QUALITY ASSURANCE PLAN AND TECHNICAL SPECIFICATIONS Robeson County, NC Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 TOC-1 TABLE OF CONTENTS Section Number Title Page DIVISION 1 – GENERAL 01410 Quality Assurance 01410-1 01500 Construction Facilities and Temporary Controls 01500-1 01720 Project Record Documents 01720-1 DIVISION 2 – SITE WORK 02100 Site Preparation and Restoration 02100-1 02200 Earthwork 02200-1 02210 Compacted Soil Liner/Cap 02210-1 02220 Trenching, Backfilling and Compacting 02220-1 02222 Excavation 02222-1 02274 Riprap 02274-1 02500 Stone Surfacing 02500-1 02720 Stormwater Pipe Systems 02720-1 02936 Seeding 02936-1 DIVISION 13 - SPECIAL CONSTRUCTION 13315 Geosynthetic Clay Liner (GCL) 13315-1 13400 Friction Angle Testing 13400-1 13910 Passive Landfill Gas Vent 13910-1 Robeson County, NC 01410-1 Joyce Engineering, Inc. C&D Lanfill Expansion – Permit to Construct Application April 2017 SECTION 01410 QUALITY ASSURANCE PART 1- GENERAL 1.01 SECTION INCLUDES A. Inspection and Testing Laboratory Services for Quality Assurance. 1.02 INSPECTION AND TESTING LABORATORY SERVICES FOR QUALITY ASSURANCE A. OWNER will appoint, employ, and pay for services of a CQA firm (CQA Consultant) to conduct inspection and testing for quality assurance purposes. B. Quality assurance refers to measures taken by the CQA Consultant on behalf of the OWNER to assess whether the Work is in compliance with the Contract Documents. C. On behalf of the OWNER, the CQA Consultant will conduct inspections, tests, and other services specified in individual specification subsections that address quality assurance requirements. No adjustments to the Contract Time will be granted for any quality assurance activities of the CQA Consultant, including testing. D. Reports will be submitted by the CQA firm to the ENGINEER, indicating observations and results of tests and indicating compliance or noncompliance with Contract Documents. E. Re-testing required because of non-conformance to specified requirements shall be conducted by the same CQA firm on instructions by the ENGINEER. PART 2- PRODUCTS Not Used PART 3- EXECUTION Not Used END OF SECTION 01410 Robeson County, NC 01720-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 01720 PROJECT RECORD DOCUMENTS PART 1- GENERAL 1.01 SECTION INCLUDES A. The purpose of the record documents is to provide factual information regarding all aspects of the Work, both concealed and visible, to enable future modifications to proceed without lengthy and expensive site investigation. B. Throughout progress of Work, maintain an accurate record of all revisions to the Work. Upon completion of Work, transfer the recorded changes to a set of record documents. This includes, but is not limited to, all modifications to piping, roads, utilities, grading, structures, limits of liner, and monitoring devices. C. Submit three (3) complete sets of record drawings, and one set of AutoCAD compatible files acceptable to the ENGINEER upon completion of the project. 1.02 SUBMITTALS A. Record documents shall be submitted to and deemed complete by the ENGINEER, for the OWNER, prior to the OWNER’S release of retainage and payment of final pay request. B. Accompany submittal with transmittal letter in duplicate, containing: 1. Date; 2. Project title and number; 3. CONTRACTOR’S name and address; 4. Title and number of each Record Document; and 5. Signature of CONTRACTOR or his authorized representative. PART 2- PRODUCTS Not Used PART 3- EXECUTION 3.01 SURVEYOR A. Employ the services of a surveyor licensed in the State in which the project work is conducted to determine actual locations and elevations of installed items and to prepare the record drawings. 3.02 DOCUMENTS REQUIRED A. Maintain at the site for the OWNER one record copy of: 1. Contract Drawings; 2. Contract Specifications; Robeson County, NC 01720-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 3. Contract Addenda; 4. Change Orders and other Modifications to the Contract; 5. ENGINEER’S Field Orders or written instructions; 6. Approved Shop Drawings, Product Data, and Samples; 7. Field Test Records; and 8. Construction photographs. 3.03 ACCURACY OF RECORDS A. Thoroughly coordinate all changes within the record documents, making adequate and proper entries on each page of the Specifications and each sheet of the Drawings and other documents where such entry is required to properly show the change. Record accuracy shall be such that future searches for the constructed features may reasonably rely on information obtained from record documents. 3.04 TIMING OF ENTRIES A. Make all entries within 24 hours after receipt of information. 3.05 SUBMITTAL A. The ENGINEER’S approval of the current record documents shall be a prerequisite to the ENGINEER’S approval of requests for progress payment and request for final payment under the Contract. 3.06 PROTECTION OF DOCUMENTS A. Maintain the job set of record documents completely protected from deterioration and from loss and damage until completion of Work and transfer of recorded data to the final record documents. 3.07 MAKING ENTRIES ON DOCUMENTS A. Use an erasable colored pencil (not ink or indelible pencil), or a digital layer clearly identified as surveyor notes, to clearly describe the change by note and by graphic line as required. Date all entries. Highlight the entry by drawing a “cloud” around the affected area or areas. 3.08 FORMAT OF FINAL RECORD DRAWINGS A. Prepare Record Drawings in an AutoCAD file format acceptable to the ENGINEER. Provide digital record drawing to ENGINEER only when no exceptions are taken by ENGINEER should paper copies be submitted. B. At a minimum, provide the following surveys showing spot elevations on a fifty-foot grid and two-foot contours for the layer of interest. The survey points shall include toe and top of slope, and all breaks in the slope. Spot elevations shall be measured to the nearest 0.01 foot. The required surveys shall be completed and stamped by a registered surveyor licensed in the State in which the project work is conducted. Prior to the placement of each layer of the work, the survey drawing shall be submitted to the ENGINEER for approval. Robeson County, NC 01720-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 BOTTOM 1. Top of subgrade COVER 1. Top of intermediate cover layer 2. Top of low permeability infiltration layer 3. Top of protective layer C. Submit a spreadsheet, in digital format, which identifies the coordinates of the grid points, the spot elevations of the points, and the differential thicknesses for each successive layer. D. Provide a final topographic survey, with two-foot contours, of all areas disturbed by all construction activities. Information shall include vertical and horizontal locations of all improvements, including but not limited to, structural fill, access roads, utilities, permanent erosion and sediment control structures, manholes, and location and invert elevations for all risers, piping, underdrains and stormwater channels. The surveyed area shall be merged with the existing topographic survey. These drawings should highlight any changes from design drawings as described in section 3.07 of this specification. Record drawings should also be maintained for construction details. The drawings should be kept up to date during construction and be provided digitally for the ENGINEER to review updates at progress meetings. END OF SECTION 01720 Robeson County, NC 02100-1 Joyce Engineering, Inc. C&D Landfil Expansion – Permit to Construct Application April 2017 SECTION 02100 SITE PREPARATION AND RESTORATION PART 1- GENERAL 1.01 SCOPE A. Provide personnel, equipment, materials, and supplies to clear and grub necessary areas of the project site. B. Provide protection as necessary to prevent damage to existing improvements not indicated to be removed, and improvements on adjoining properties. C. Restore all improvements damaged by this Work to their original condition, and acceptable to the OWNER or other parties or authorities having jurisdiction. PART 2- PRODUCTS Not Used PART 3- EXECUTION 3.01 UTILITIES A. Locate existing utilities, culverts, and structures above or below ground before any excavation starts. Coordinate Work with Owners of utilities. Protect, maintain service, and prevent damage to utilities not designated to be removed. When utilities are encountered and are not shown on the drawings, or when locations differ from those shown on the drawings, notify ENGINEER for instruction before proceeding. 3.02 SITE PROTECTION A. Protect benchmarks from damage or displacement. B. Protect OWNER'S property and adjoining properties from damage due to construction activities. Use barricades, coverings, and warning signs as appropriate. C. CONTRACTOR is responsible for correcting any damage caused by construction activities. Make repairs to the satisfaction of the OWNER or other parties having jurisdiction. All costs for repairs will be borne by the CONTRACTOR. D. The Contractor shall protect living trees designated to remain within the construction area and those outside the construction area. Cut or scarred surfaces of trees or shrubs shall be treated with a paint prepared especially for tree surgery. E. Conduct Work in accordance with the requirements of the project specifications. Robeson County, NC 02100-2 Joyce Engineering, Inc. C&D Landfil Expansion – Permit to Construct Application April 2017 3.03 CLEARING A. Clear and grade areas required for access to site and execution of Work. B. Remove from the site trees, brush, shrubs, downed timber, undergrowth, deadwood, rubbish, and other vegetation and incidental structures to allow for new construction. C. Remove all trees, stumps, and roots within 10 feet of any proposed structure or pipeline. D. Remove all stumps when such stumps will be less than five (5) feet below finished grade. Stumps of trees to be left in place shall be left no more than six 6 inches above original grade. E. Clearing shall be limited to areas within the limits of construction that need to be cleared in order to execute the Work. Clearing may be required to obtain suitable materials in the borrow area. CONTRACTOR shall keep clearing to the minimum required to complete the Work. Any clearing performed in the borrow area shall be at no additional cost to the OWNER. F. With the exception of areas that are disturbed in accordance with an erosion and sediment control permit obtained under the provisions of the project specifications; do not disturb other areas outside the limits of construction shown on the Contract Drawings. 3.04 GRUBBING A. Grub areas within a 10-foot zone bordering all proposed structures and pipelines. B. In areas to be cleared, remove all stumps, roots ½-inch or larger, organic material, and debris to a depth of approximately one foot below existing grade, or one foot below the proposed subgrade elevation, whichever is lower. C. Remove grassy vegetation in a manner that maximizes the separation of vegetative cover and topsoil or subsoil. Unless otherwise noted, grassy vegetation shall be removed from the site or disposed on-site as approved by landfill personnel. D. Use hand methods for grubbing inside the drip lines of trees which are to remain. E. Clean up debris resulting from site clearing operations continuously with the progress of the Work. F. Stockpile topsoil material on site in areas designated by the ENGINEER or the OWNER. G. Keep pavement and areas adjacent to site clean and free from mud, dirt, and debris. 3.05 REMOVAL AND DISPOSAL OF DEBRIS A. Unless otherwise noted, trees within the construction limits shall become the property of the CONTRACTOR and shall be removed from the site or disposed on-site as approved by landfill personnel. B. Remove other debris, rock, and extracted plant life from the site or dispose on-site as approved by the OWNER. Robeson County, NC 02100-3 Joyce Engineering, Inc. C&D Landfil Expansion – Permit to Construct Application April 2017 C. Removal and disposal of debris, rock and extracted plant life shall be accomplished at no additional cost to the OWNER. D. Open burning will be permitted if not in violation of local ordinance, or requirements of Rule .1626(5)(b) and after obtaining approvals from the Division of Air Quality and local fire department. No burning will be allowed within 100 feet of waste disposal areas or site access roads. E. CONTRACTOR shall obtain and comply with all required permits. 3.06 SITE RESTORATION A. At the end of the construction period, the CONTRACTOR shall restore to existing grade those areas disturbed by construction activities that lie beyond the limits of construction shown on the Drawings. CONTRACTOR is also responsible for restoration of the sections of the borrow area utilized for the construction at no addition cost to the Owner. Areas to be filled shall be nominally compacted as may be achieved with construction equipment, graded to prevent ponding, and permanently seeded in accordance with the requirements of the project specifications. END OF SECTION 02100 Robeson County, NC 02200-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 R:\Robeson County\Landfill\Permitting NC\2017 Permit to Construct - C&D Landfill\Permit to Construct Application\IV - Engineering Plan\Appendix IV - 4CQA Plan & Technical Specifications\02200 - Earthwork.doc SECTION 02200 EARTHWORK PART 1 -GENERAL 1.01 SCOPE A. The Work covered by this specification consists of furnishing all labor, equipment and materials to perform general grading; excavation; and placement and compaction of structural fill for foundations, perimeter berms, embankments and structures, as shown on the Drawings. B. All excavation shall be unclassified regardless of material encountered, except for Rock as defined in this specification. C. A layer is defined as a compacted stratum composed of several lifts constructed without joints. A lift is defined as a segment of a layer composed of the maximum thickness of soil permitted to be placed / compacted at one time. D. All fill materials shall be subject to the approval of the CQA Consultant. E. The CONTRACTOR is solely responsible for the placement of all fill material and shall not rely on the CQA Consultant for recommendations and directions. It is recommended the CONTRACTOR employs his own geotechnical consultant to provide construction assistance and recommendations. F. The CQA Consultant will perform field and laboratory testing as required and in accordance with the CQA Plan. G. The use of explosives is prohibited. 1.02 CONSTRUCTION QUALITY CONTROL (CQC) A. The CONTRACTOR will provide a testing program to perform the following minimum laboratory tests on soil materials being used for construction. All testing will be performed by an independent qualified geotechnical consultant and testing laboratory and under the direction of a Registered Professional Engineer licensed in the State in which the project work is conducted. B. Laboratory Testing - Soils: 1. Visual Classification Visual classification (ASTM D2487) shall be conducted at a frequency of one test for each soil type. 2. Gradation Analysis Gradation analysis (ASTM D422) shall be conducted at a frequency of one test for each soil type. 3. Atterberg Limits and Moisture Content Atterberg limits (ASTM D4318) and moisture content test (ASTM 2216) shall be conducted at a frequency of one test for each soil type. Robeson County, NC 02200-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 R:\Robeson County\Landfill\Permitting NC\2017 Permit to Construct - C&D Landfill\Permit to Construct Application\IV - Engineering Plan\Appendix IV - 4CQA Plan & Technical Specifications\02200 - Earthwork.doc 4. Standard Proctor Density Test Standard Proctor density test (ASTM D698) shall be conducted at a frequency of one test for each soil type. 5. Specific Gravity Specific gravity test (ASTM D854) shall be conducted at a frequency of one test for each soil type. 6. Triaxial Compression Testing Consolidated Undrained Triaxial with Pore Pressure Measurements Series (ASTM D4767), Three Point Series, Remolded, shall be conducted at a frequency of one test for each soil type. PART 2 - PRODUCTS 2.01 FILL MATERIAL All fill material used to establish necessary grades as shown on the Drawings shall be free of debris, roots, stumps, brush, vegetation, frozen material, organic matter, rock, or gravel larger than two inches in any dimension, or other harmful matter, unless allowed by the CQA Consultant. All fill materials shall be subject to the approval of the CQA Consultant. CONTRACTOR shall notify the CQA Consultant at least 10 working days in advance of intention to begin filling operations. Notification shall include designation of the proposed borrow source and all necessary laboratory testing data to demonstrate the adequacy of the material to perform its intended use. CONTRACTOR shall provide the CQA Consultant with 120 pounds of the proposed material in three, five-gallon, PVC, sample buckets with lids and handles at the time of notification. CONTRACTOR shall not initiate filling activities without the approval of the CQA Consultant to use the intended material for filling activities. Fill material shall have a minimum internal friction angle of 20 degrees, unless otherwise approved by engineer. 2.02 ROCK Rock shall be construed as solid mineral material with a volume in excess of two (2) cubic yards or solid material that cannot be fractured and/or removed with conventional earth moving equipment. Conventional earth moving equipment shall be defined as a Cat D8L or equivalent tractor with a single-shank ripper, or Cat 330 sized or equivalent hydraulic excavator. 2.03 UNSUITABLE MATERIAL Material such as clay mass, frozen materials, cinders, ashes, refuse, vegetation, organic material and muck shall be construed as unsuitable material for backfill. All unsuitable material under access roads, structural fills and berms shall be removed from the area to be filled. PART 3 - EXECUTION 3.01 GENERAL A. Strip topsoil to full depth, and stockpile separate from other excavated materials and pile free of roots, stones, and other undesirable materials. Follow local erosion and sediment control Robeson County, NC 02200-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 R:\Robeson County\Landfill\Permitting NC\2017 Permit to Construct - C&D Landfill\Permit to Construct Application\IV - Engineering Plan\Appendix IV - 4CQA Plan & Technical Specifications\02200 - Earthwork.doc guidelines to prevent erosion. Any depressions caused by removal of stumps of the clearing shall be excavated to firm subgrade. B. The CONTRACTOR shall perform all excavation described in whatever material encountered to dimensions and elevations shown on the Drawings. C. Existing utilities, structures, and fencing shall be protected during the construction period, and if damaged or removed by the CONTRACTOR in his operations, shall be repaired or replaced at the CONTRACTOR’S expense. D. Where unauthorized excavations have been carried below or beyond points required, restore these areas to the elevations and dimensions shown on the Drawings with material approved by CQA Consultant and compact as specified, at no additional cost to the OWNER. E. Material rendered not suitable for construction due to fault or negligence of the CONTRACTOR, shall be removed and replaced at no additional cost to the OWNER. 3.02 UTILITIES TO BE ABANDONED OR REMOVED A. When underground utilities are to be abandoned in place, plug, cap, or seal with concrete at the “Construction Limits” or at points designated by the CQA Consultant. B. Remove underground utilities indicated on the Drawings to be removed and backfill resulting excavation with suitable material, compacted as specified. Plug, cap or seal utilities with concrete at the construction limits or at points designated by the CQA Consultant. 3.03 PROOFROLLING A. Prior to the placement of any fill material, the subgrade, or bridge lift, shall be proofrolled. B. Prior to the placement of the liner system, the natural ground or excavated subgrade, shall be proofrolled. C. Prior to the placement of the liner system, the top of fill shall be proofrolled D. Proofrolling shall be performed using a rubber-tired device having a static weight of at least 10 tons (such as a loaded tandem axle dump truck). This shall be performed during dry weather conditions and under the direction of the CQA Consultant. Areas that “pump” or otherwise exhibit instability shall be repaired as directed by the CQA Consultant. 3.04 WETLANDS PROTECTION Prior to the placement of any fill material, the Best Management Practices (BMPs), such as stormwater conveyance channels, sediment basins, outlet protection, and silt fence, shown on the contract documents must be installed. In addition, the CONTRACTOR is responsible for flagging the maximum limits of disturbance prior to the start of on-site construction activities. At no time shall the CONTRACTOR impact any areas beyond the maximum limits of disturbance, without prior approval from the ENGINEER and CQA Consultant. 3.05 EXCAVATION Robeson County, NC 02200-4 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 R:\Robeson County\Landfill\Permitting NC\2017 Permit to Construct - C&D Landfill\Permit to Construct Application\IV - Engineering Plan\Appendix IV - 4CQA Plan & Technical Specifications\02200 - Earthwork.doc A. Areas that receive permanent seeding shall be graded below finished grades shown, leaving space for the vegetative support layer. B. Stockpile excavated soil material satisfactory for backfill or fill until required. Place, grade and shape stockpiles for proper drainage. Proper erosion and sediment control measures shall be installed in conjunction with stockpile development. C. Remove existing pavement as required. D. Dispose of materials unsatisfactory for backfill or fill continuously with the progress of work. E. Dispose of trash and debris, and all excess material continuously with the progress of the work. F. All excavation shall be dewatered as necessary to provide proper protection. The CQA Consultant may require excavation to be continuously dewatered 24 hours per day by adequate pumping or well-points satisfactory to the CQA Consultant until backfilling has been completed. G. Where underground streams or springs are found, provide temporary drainage and notify ENGINEER and CQA Consultant. H. Extreme caution shall be taken when excavating in the vicinity of existing facilities. Any damage to the facilities will be repaired to original condition at no additional cost to the OWNER. I. Excavate unsuitable soil materials encountered that extend below required elevations. The limits of the unsuitable material and depth of removal shall be determined by the CONTRACTOR, and agreed to by the ENGINEER and/or the CQA Consultant. J. Remove shoring and all form materials. K. Grade site to prevent surface water run-on into excavations. 3.06 EXCAVATION FOR STRUCTURES A. Conform to elevations and dimensions shown on the Drawings. Extend excavation sufficient distance from footings and foundations to permit placing and removal of concrete form work, installation of services, and for other required construction. Foundation concrete shall not be poured until the bearing stratum has been examined and found satisfactory for the design bearing capacity. B. Where rock is encountered, notify ENGINEER. When the entire structure will bear on rock, it shall be used to support the foundation. Where only a part of the foundation would bear on rock, excavate 12 inches below the entire structure and backfill with aggregate fill and thoroughly compact. C. Provide a 12-inch minimum clearance between rock excavation and walls of structure when forming is not used. Provide a two (2) feet clearance when forming is used. Robeson County, NC 02200-5 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 R:\Robeson County\Landfill\Permitting NC\2017 Permit to Construct - C&D Landfill\Permit to Construct Application\IV - Engineering Plan\Appendix IV - 4CQA Plan & Technical Specifications\02200 - Earthwork.doc 3.07 ROCK REMOVAL A. Rock removal will be by mechanical method only unless prior approval is received from the OWNER, ENGINEER, and CQA Consultant. B. If Rock is encountered as defined in this specification, The CONTRACTOR will before proceeding: 1. Demonstrate findings to the CQA Consultant; 2. Determine limits of the rock above the base grade; and 3. Quantify the rock and provide information, including limits, to the CQA Consultant for assessment. C. Remove rock at bottom of excavations to form level bearings. D. In utility trenches, excavate to 4 inches below invert elevation of pipe and to width indicated on Standard Details. E. Remove rock loosened by mechanical method. Over-excavation of six inches to one foot will be allowed. F. Correct unauthorized rock removal in accordance with backfilling and compaction requirements of the project specifications. G. Excavated rock will be removed from the site or segregated and stockpiled on-site as directed by the OWNER. 3.08 COMPACTION OF FILL A. Compaction of each layer shall be continuous over the entire area and the compaction equipment shall make sufficient trips to assure that the density has been obtained. Fill shall be placed and compacted in uniform lifts and shall not exceed 6 inches in compacted thickness. All fill shall be compacted to within 95 percent of maximum density (standard proctor) as determined by ASTM D698. This compaction method shall apply to all fills, berms, embankments, paved areas and for a distance of at least 25 feet beyond structures and at least five feet beyond fills, berms, embankments and paved areas. All other unpaved areas shall be compacted to within 90 percent of maximum density as determined by ASTM D698. B. Compaction equipment shall be of such design that it will be able to compact the fill to the specified density. Use power-driven hand tampers for compacting materials adjacent to structures. 3.09 COMPACTION TESTS Field tests of the compaction of fill will be made by the CQA Consultant. If a test fails to meet the required compaction level or moisture content, then the area represented by that test shall be reworked and retested, at no additional cost to the OWNER, until a passing test results. The CONTRACTOR may elect at his own expense to remove the failing material. 3.10 SURFACE WATER Robeson County, NC 02200-6 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 R:\Robeson County\Landfill\Permitting NC\2017 Permit to Construct - C&D Landfill\Permit to Construct Application\IV - Engineering Plan\Appendix IV - 4CQA Plan & Technical Specifications\02200 - Earthwork.doc All excavations and fill areas shall be kept free of standing water. Grade surfaces and ditches to drain. Pumping of water shall be required to remove water from areas that cannot drain naturally. 3.11 FILL AND BACKFILL A. Remove vegetation, debris, unsatisfactory materials prior to placement of fill. Plow, strip or break up sloped surfaces steeper than 4 to 1 so that fill material shall bond with existing surface. B. Obtain clean earth fill from excavation or other approved sources. The material shall be compacted in accordance with these Specifications. Rock fragments and stones up to 2 feet in its greatest dimension may be placed in an embankment fill to within 10 feet of the top of the earth fill. The remainder of the embankment to within 2 feet of the top of the earth fill shall not contain rock more than 6 inches in its greatest dimension. The top 2 feet of the embankment shall not contain rock more than 2 inches in its greatest dimension. Rock, fines, and earth shall be distributed throughout each lift so that voids are filled. Rock shall not be placed in the embankment where, piling, borings, monitoring wells or boundary probes are to be driven, drilled or constructed. Prevent nesting of large rocks and compact fill to prevent voids. Maximum rock size within 12 inches of footing elevations shall be 2 inch diameter. C. Provide borrow material when on-site excavation is not sufficient to grade site to contours and finished grade elevations shown on the Drawings. All necessary costs shall be included in Bid Price. D. Remove and replace, or scarify and air dry, soil material that is too wet to permit compaction to specified percentage of maximum density. E. Do not backfill with or compact over frozen soil material. F. Soil material that has been removed as too wet to permit compaction may be stockpiled or spread to dry. When moisture content is reduced to a satisfactory value, soil material may be used as fill or backfill. G. Place clean earth fill to obtain elevations shown on the Drawings. H. Excavate depression caused by removed stumps or other clearing operations to firm subgrade, fill with clean earth and compact as specified. I. When the existing ground surface has been disturbed and has a density of less than that specified for the particular area, scarify the ground surface, adjust moisture content and compact to required depth and percentage of maximum density. J. Place backfill and fill materials in layers which, when compacted, shall not exceed six inches in lift thickness at depths less than four feet below finished grade and 12 inches in lift thickness at depths greater than four feet below finished grade. Each layer shall be spread evenly and shall be thoroughly bladed and mixed during the spreading to ensure uniformity of material in each layer. If required, the fill material shall be dried by aerating with a scarifier, disc harrow, blade or other equipment or by such other means as may be necessary. If required, the fill material shall be wetted by the use of water trucks. Dried or wetted fill material shall be thoroughly mixed to provide optimum moisture content. Compact each layer to the required density. Robeson County, NC 02200-7 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 R:\Robeson County\Landfill\Permitting NC\2017 Permit to Construct - C&D Landfill\Permit to Construct Application\IV - Engineering Plan\Appendix IV - 4CQA Plan & Technical Specifications\02200 - Earthwork.doc K. Place backfill and fill materials evenly adjacent to structures. Prevent wedging of the backfill against structures by carrying the material uniformly around the structure to approximately the same elevation in each lift. L. Place aggregate fill material under all structures as shown on the Drawings. Compact to density required for fill under buildings and structures. 3.12 GRADING A. Uniformly grade all areas within the limits designated on the Drawings, including adjacent transition areas. Finish surfaces within specified tolerances with uniform levels or slopes between points where elevations are shown and existing grades. B. Finish all surfaces free from irregular changes and grade to drain as shown on the Drawings. C. Finish areas to receive geosynthetic liner to within 0.10 feet of required subgrade elevations, unless approved in writing by ENGINEER. D. Shape subgrade under unpaved areas to line, grade and cross-section to within 0.25 feet of required subgrade elevation. E. Shape subgrade under pavement to line, grade, and cross-section to within 0.05 feet of required subgrade elevations. F. Grade for structures to required elevation within tolerance of 0.05 feet. G. Protect newly graded areas from traffic, erosion, desiccation or other damage. Repair and re- establish grade in settled, eroded, or rutted areas to the specified tolerances. H. Where compacted areas are disturbed by subsequent construction or adverse weather, scarify the surface, reshape and compact to the required density. Use hand tamper for recompaction over underground utilities. Portions of the fill damaged due to exposure shall be reworked to meet the project specifications or, at the discretion of the CQA Consultant, removed and replaced with conforming material at no additional cost to the OWNER. I. Place vegetative support layer to a minimum depth of 6 inches. Where existing on-site supply of topsoil is inadequate to provide the required amount, supply additional topsoil, meeting the specification for Topsoil, from off-site sources. Source and quality of additional material shall be approved by ENGINEER. Cost of off-site material shall be at no additional cost to OWNER. Reference shall be made to the project specifications for requirements of topsoil testing and topsoil amendment options. 3.13 LANDFILL SUBGRADE The landfill subgrade shall be surveyed in accordance with Section 01720 to demonstrate that proper grades are achieved. The survey of the subgrade will be reviewed and approved by the engineer/CQA consultant prior to construction of the landfill liner. The CQA consultant will provide a visual inspection of the subgrade and will notify DENR if any unexpected conditions or deviations from the Robeson County, NC 02200-8 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 R:\Robeson County\Landfill\Permitting NC\2017 Permit to Construct - C&D Landfill\Permit to Construct Application\IV - Engineering Plan\Appendix IV - 4CQA Plan & Technical Specifications\02200 - Earthwork.doc Drawings are observed in the field or in review of the survey. Testing will be performed as outlined in the CQA Plan for “Fill” 3.14 SEASONAL LIMITS No fill material shall be placed, spread, or rolled while the ground is frozen or thawing, or during unfavorable weather conditions. When the work is interrupted by inclement weather, fill operations shall not be resumed until approved by the CQA Consultant. Repairs from inclement weather must be corrected by the CONTRACTOR to the satisfaction of the CQA Consultant at no additional cost to OWNER. END OF SECTION 02200 Robeson County, NC 02210-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 02210 COMPACTED SOIL LINER/CAP PART 1 - GENERAL 1.01 SCOPE A. The CONTRACTOR shall furnish all labor, materials, equipment, tools and appurtenances required to complete the work of furnishing, installing and compacting the low permeability soil layer of the liner/cap system (soil liner/cap) as shown, specified or required. B. The construction methods and the related material properties including, but not limited to: type of compaction equipment, method of operation, number of passes, operating frequency, moisture content of the material, compacted density. C. Acceptance by the CQA Consultant of the compacted soil liner/cap shall be dependent on the CONTRACTOR satisfying the requirements imposed by the CQA plan during the course of the work, and test results showing that all requirements of the project specifications and results obtained have been met. Such acceptance shall be based on the soil liner/cap meeting the required moisture content and density in combination with approval of all CONTRACTOR operations, based on visual observation and tests conducted by the CQA Consultant. D. The cost of all sampling and retesting associated with any reconstruction of the compacted soil liner/cap shall be borne by the CONTRACTOR. E. Field and laboratory testing conducted by the CQA Consultant under Paragraph 1.03 of this Section will be done at the OWNER’S expense. 1.02 SUBMITTALS The following submittals shall be furnished by the CONTRACTOR for the work of this Section as specified herein. A. All submittals as required by the project specification applicable to the work being performed, or as requested by the CQA Consultant. 1.03 CONSTRUCTION QUALITY ASSURANCE (CQA) A. The Construction Quality Assurance Plan will be administered by the CQA Consultant. CQA testing by the CQA Consultant shall include, but not necessarily be limited to the following: 1. In-place moisture content and density; 2. Standard proctor density test; and 3. Permeability testing. B. The CONTRACTOR shall provide time and space for the CQA tests to be conducted. The CONTRACTOR shall inform the CQA Consultant when an area is suitable for testing. The Robeson County, NC 02210-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 CQA Consultant reserves the right to test any area at any time at the CQA Consultants discretion. The CONTRACTOR shall prepare level areas on which testing or sampling shall be performed and shall repair any disturbances to the soil liner generated through testing and sampling. If ASTM D1556 (Sand-Cone Method) is used for density/moisture content tests, all sand shall be removed from the test hole prior to backfilling. All test and sample holes shall be backfilled with soil liner/cap material and recompacted by compaction equipment at the proper moisture content to achieve the minimum liner permeability. C. In all areas where permeability requirements are not achieved, as determined based on moisture content and density tests, and/or visual observations, the representative area, as determined by the CQA Consultant, shall be reconstructed by reworking and recompacting, or removal and replacement, at no additional cost to the OWNER, and retested until the quality requirements set forth in this Section are met. All additional CQA costs associated with any reconstruction, reworking or replacement of the compacted soil liner/cap and associated laboratory testing fees will be included in a Change Order and deducted from the Contract Price. D. The soil liner/cap construction shall proceed in orderly manner to allow for CQA field and laboratory testing results prior to continuing with subsequent lifts. No lift shall be covered by new material until laboratory test results have been reviewed and found to meet the permeability requirement for the soil liner/cap. E. The CONTRACTOR is solely responsible for the construction of the compacted soil liner/cap and shall not rely on the CQA Consultant for recommendations and directions. It is recommended the CONTRACTOR employs his own geotechnical consultant to provide construction assistance and recommendations. PART 2 - PRODUCTS 2.01 MATERIALS All fill material used to establish necessary grades as shown on the Drawings shall be free of debris, roots, stumps, brush, vegetation, frozen material, organic matter, rock, or gravel larger than two inches in any dimension, unless allowed by the CQA Consultant. All fill materials shall be subject to the approval of the CQA Consultant. CONTRACTOR shall notify the CQA Consultant at least 10 working days in advance of intention to begin filling operations. Notification shall include designation of the proposed borrow source and all necessary laboratory testing data to demonstrate the adequacy of the material to perform its intended use. CONTRACTOR shall provide the CQA Consultant with 120 pounds of the proposed material in three, five-gallon, PVC sample buckets with lids and handles at the time of notification. CONTRACTOR shall not initiate filling activities without the approval of the CQA Consultant to use the intended material for filling activities. PART 3 - EXECUTION 3.01 SUBGRADE PREPARATION Robeson County, NC 02210-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 Areas to receive soil liner/cap shall be cleared, grubbed, and stripped of topsoil in accordance with the requirements set forth in the project specifications. After stripping all topsoil and organic soil, any soft natural soil or soft existing fill shall be removed. Removed soils shall be replaced with compacted layers of fill. Any soil that softens due to precipitation, groundwater, disturbance, exposure, or any other cause shall be removed and replaced at no additional cost to the OWNER. The area shall then be observed and approved by the CQA Consultant before placement of the soil liner/cap. The surface shall be free from ruts, hummocks, or other uneven features which would tend to prevent uniform compaction. The CONTRACTOR shall employ a professional land surveyor licensed in the State in which the project work is conducted to obtain surveyed elevations, at 50-foot intervals on a grid pattern across the subgrade/intermediate cover prior to placement of the soil liner/cap. From this survey, a contour plan showing contours at no more than two-foot intervals shall be generated. This survey information and contour plan shall become part of the Record Drawings. 3.02 SITE DRAINAGE At all times, the CONTRACTOR shall maintain and operate proper and adequate surface and subsurface drainage to keep the construction site dry and in such condition that placement and compaction of the soil liner/cap may proceed unhindered by saturation of the area. Construction of the soil liner/cap material on a saturated subgrade is prohibited. After a rainfall the subgrade shall be given sufficient time to drain and dry to the design moisture content before placing soil. 3.03 INSTALLATION A. PLACEMENT OF SOIL LINER/CAP MATERIAL The soil shall be thoroughly mixed and spread immediately after dumping, by mechanical equipment above the approved subgrade, and shall be built up in even horizontal layers. Prior to compaction, the soil shall be mixed by disc-harrow or an equivalent method to a homogeneous consistency. Lift thickness shall be no greater than six compacted inches. The loose lift thickness shall not exceed the effective depth of compaction for the equipment utilized. The soil liner/cap shall be constructed in such a manner that bonding between lifts is achieved. The final grades of the soil liner/cap shall result in a smooth surface through fine finishing with a road grader and a smooth drum roller. The final grades of the soil liner/cap shall be true to grade and shall not allow the ponding of water, with deviations of no more than 0.1 foot for soil liners and 0.2 feet for soil caps, measured across any 10-foot section. The minimum thickness, measured perpendicularly to slope, as shown on the plans, shall be achieved. The CONTRACTOR shall employ a professional land surveyor licensed in the licensed in the State in which the project work is conducted to obtain surveyed elevations of the top of the Robeson County, NC 02210-4 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 compacted soil liner/cap, at the same 50-foot grid locations used to survey the subgrade/intermediate cover. From this survey, a contour plan showing contours at no more than two-foot intervals shall be generated. This survey information and contour plan shall become part of the Record Drawings. B. MOISTURE CONTROL Material that is too wet shall be spread and permitted to dry, assisted by discing or harrowing, if necessary, and the work shall be delayed until the moisture is reduced to the required limits. When the material is too dry, the CONTRACTOR shall add moisture to each layer. Water must be allowed to soak into the soil for a period of time sufficient to permit hydration of the soil. Harrowing, or other approved methods shall be required to work the moisture into the soil and break up any dry clods until a uniform distribution of moisture is obtained. The moisture content after compaction shall be uniform throughout any one layer. If it is impractical to obtain the required moisture/density by wetting or drying the soil at the site, the CONTRACTOR shall condition the material off the site. C. COMPACTION Compaction of each layer shall be continuous over the entire area and the compaction equipment shall make sufficient trips to assure that the density has been obtained. Fill shall be placed and compacted in uniform lifts and shall not exceed 6 inches in compacted thickness. All fill shall be compacted to within 95 percent of maximum density (standard proctor) as determined by ASTM D698. This compaction method shall apply to all fills, berms, embankments, paved areas and for a distance of at least 25 feet beyond structures and at least five feet beyond fills, berms, embankments and paved areas. All other unpaved areas shall be compacted to within 90 percent of maximum density as determined by ASTM D698. Compaction equipment shall be of such design that it will be able to compact the fill to the specified density. Use power-driven hand tampers for compacting materials adjacent to structures. The soil liner/cap shall be compacted to the moisture/density determined from the results of the preconstruction testing. The CONTRACTOR may be permitted to modify the compaction and moisture content to fit site conditions and material requirements if he can demonstrate that all design parameters can be satisfied as determined and approved by the CQA Consultant. The compaction procedures (e.g., equipment and methods, operating frequency, number of passes, etc.) shall be in accordance with the results determined by the preconstruction testing. Successive lifts of soil liner/cap shall not be placed until the previous lift is accepted by the CQA Consultant. To avoid damage to structures and pipes, hand-operated vibratory type plate compactor, jumping jack, or other suitable equipment shall be used in areas not accessible to larger roller or compactor. The compaction around penetrations shall be as specified and able to achieve the hydraulic conductivity requirements. Robeson County, NC 02210-5 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 3.04 FROST No soil liner/cap materials shall be placed when either the soil or the previous lift (or subgrade) on which it is to be placed is frozen. In the event that any installed soil liner/cap or subgrade becomes frozen, it shall be scarified, thawed and recompacted, or removed to the approval of the CQA Consultant before the next lift is placed. Any soft spots resulting from frost shall be removed or recompacted to the satisfaction of the CQA Consultant before new soil lift material is placed. No frozen material shall be used as soil liner/cap. 3.05 GEOSYNTHETIC AREA PREPARATION Surfaces to receive a geosynthetic material shall be kept smooth and free of debris, roots, sticks, bones and angular or sharp rocks larger than 3/8 inch in any dimension. The surface should provide a firm, unyielding foundation with no sudden, sharp, or abrupt changes or break in grade. No standing water or excessive moisture shall be allowed. Final compaction of any area to receive a geosynthetic shall be with smooth steel wheel roller. The CONTRACTOR shall certify in writing that the surface on which the material is to be installed is acceptable before commencing placement of geosynthetic materials. 3.06 PROTECTION OF WORK It is imperative that the CONTRACTOR schedule his work to prevent the soil liner/cap from drying and/or cracking due to exposure, or from softening due to precipitation. This applies to every layer of soil liner/cap material placed. The CONTRACTOR shall develop a construction contingency plan for responding to construction deficiencies resulting from circumstances including, but not limited to: inclement weather, sediment deposits run-on, defective materials, or construction inconsistent with the project specifications as demonstrated by quality assurance testing and observations by the CQA Consultant. The plan shall provide a methodology for selecting and implementing the corrective action. Any portion of the soil liner/cap damaged due to exposure shall be reworked, removed or replaced with conforming material to meet the project specifications. Payment for the soil liner/cap will not be made until it has been covered with the overlying material and protected from damage. 3.07 REMEDIAL MAINTENANCE The CONTRACTOR shall maintain all compacted soil liner/cap fill in an undisturbed and compacted state until covered and protected from damage. All work and materials required for remedial maintenance shall be performed at no additional cost to the OWNER. In the event of slides, sloughing, or erosion in any part of the work, the CONTRACTOR shall remove the disturbed material from the damaged area and shall rebuild such portion as directed by the CQA Consultant. The removal of material and the rebuilding of any slide area shall be performed at no additional cost to the OWNER. END OF SECTION 02210 Robeson County, NC 02220-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 02220 TRENCHING, BACKFILLING, AND COMPACTING PART 1- GENERAL 1.01 SECTION INCLUDES A. Excavating, backfilling, and compacting for installation of underground pipelines and related structures. B. Compacted Bedding 1.02 REFERENCES A. ASTM D 698 - Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) B. ANSI/ASTM D 1556 - Test Method for Density of Soil in Place by the Sand-Cone Method. C. ASTM D 2937 - Test Method for Density of Soil in Place by the Drive Cylinder Method D. ASTM D 2487 - Test Method for Clarification of Soils for Engineering Purposes E. ASTM D 2488 - Practice for Description and Identification of Soils (Visual-Manual Procedure) F. ASTM D 2922 - Test Method for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth) PART 2- PRODUCTS 2.01 BEDDING MATERIAL A. Material shall be NCDOT #57 stone. B. Provide NCDOT approved material test report. 2.02 BACKFILL MATERIAL A. Use clean earth fill, substantially free of lumps, debris, organic matter or other perishable matter, rock or gravel larger than one inch in any dimension, pavement material, frozen soil, snow, and topsoil. B. Soil excavated from the trench that meets the above criteria will be considered suitable for use as trench backfill only after approval by the CQA Consultant. Robeson County, NC 02220-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 PART 3- EXECUTION 3.01 GENERAL A. Conduct all construction operations in accordance with the U.S. “Occupational Safety and Health Act of 1970”, the Standards of the U.S. Department of Labor, Occupational Safety and Health Administration and the latest amendments thereto. B. Protect structures, utilities, and other facilities from damage caused by settlement, lateral movement, undermining, washout, and other hazards created by trenching operations. 3.02 PREPARATION A. Identify required lines and levels. B. Maintain benchmarks, other control points, existing structures, and paving. If disturbed or destroyed, re-establish at no additional cost to Owner. C. Locate existing utilities and structures above or below ground before excavation starts. D. Maintain and protect existing utilities not designated for removal. When utilities are encountered but are not shown on the Drawings, or when locations differ from those shown on the Drawings, notify Engineer for instructions before proceeding. 3.03 TRENCH EXCAVATION A. Remove topsoil or stone paving from trench lines and stockpile for later use over compacted backfill. B. Excavate trenches to the depth shown on the Drawings. C. Accurately grade the trench bottom to provide uniform bearing for the utility. D. Trim and shape trench bottom and leave free of irregularities, lumps, and projections. E. The trench walls above the top of the pipe may be sloped or the trench above the top of the pipe may be widened as necessary for bracing, sheeting, and shoring. Conduct all trenching, bracing, shoring, and sheeting in accordance with OSHA requirements. F. Excavate trenches to elevations shown on the Contract Drawings. G. The width of the trench at and below the top of the pipe shall not exceed the outside diameter of the pipe plus 18 inches except that for pipe 12 inches or less in diameter, the trench width shall not exceed 33 inches. Where this width is exceeded, provide for increased pipe loading as directed by the Engineer. H. If the subgrade is unsuitable for compaction as determined by the CQA Consultant, excavate and remove the unsuitable material and replace with pipe bedding material meeting the requirements of Paragraph 2.01 of this Section. Robeson County, NC 02220-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 I. Removal of materials beyond the indicated subgrade elevation without authorization by the Engineer shall be classified as unauthorized excavation and shall be backfilled and compacted at no additional cost to the Owner. J. Where rock is encountered at the bottom of the trench, excavate to approximately 6 inches below the depth shown on the Drawings. Place and compact pipe bedding material as specified in paragraphs 2.01 and 3.05 B. K. Remove water from the excavation continuously throughout the progress of the Work and keep the excavation dry until the pipe installation and backfilling are completed. L. Provide trench depth to maintain the minimum cover below finished grade as shown on the Drawings. M. Where rock is encountered so that a manhole, vault, or other structure will bear on rock, it shall be used to support the foundation. Where only a part of the foundation will be on rock, at least 8 inches of compacted granular material shall be provided below bottom of footings. N. Blasting for the excavation of trenches requires prior written approval by the Engineer. O. Provide a minimum of 8 inches between rock excavation and sides of structures. P. Where underground streams or springs are found, provide temporary drainage and notify Engineer. Q. Remove and dispose of excess material and material unsatisfactory for backfill as Work progresses. R. Remove shoring and all form materials prior to backfilling. 3.04 SHEETING A. Maintain trench walls in a safe condition at all times. Provide sheeting, shoring, and bracing as necessary to prevent cave-in of excavation or damage to existing structures on or adjoining the site. B. Comply with local codes and authorities having jurisdiction. C. All costs of providing sheeting and shoring shall be borne by the CONTRACTOR. 3.05 BEDDING A. Provide bedding (if required) in accordance with this Specification. B. Place bedding material in continuous layers not exceeding 6 inches compacted depth. Compact bedding material to prevent settlement. C. Compact bedding and haunching material (if required) for the leachate force main to achieve 100 percent maximum density at optimum moisture plus or minus 2 percent as determined by ASTM D 698. Robeson County, NC 02220-4 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 3.06 BACKFILLING AND COMPACTING A. Support pipe during placement and compaction of fill material. B. Do not backfill over porous, wet, frozen, or spongy subgrade surfaces. C. Backfill trench up to a compacted depth of one foot above the pipe with select backfill in accordance with the details shown on the Drawings. Place backfill material by hand, uniformly on each side of pipe and compact in layers not exceeding 6 inches compacted thickness. D. Backfill trench from one foot above the pipe to grade with clean earth fill free of stones not larger than 5 inches or one-half the layer thickness, whichever is smaller. Layers shall not exceed 12 inches compacted thickness, except that under road shoulders and under existing or future paved areas, layers shall not exceed 8 inches compacted thickness. E. Excavate depressions caused by the removal of stumps or other cleaning operations to firm subgrade. Backfill with clean earth fill and compact as specified. F. Place backfill material on both sides of the pipe at the same time and to approximately the same elevation. Each layer shall be thoroughly compacted by hand-tamping or mechanical means being careful not to damage the pipe. Any pipe that is damaged shall be replaced at the CONTRACTOR’S expense. G. Maintain optimum moisture content of backfill materials to attain required compaction density. H. Compact soil materials using equipment suitable for materials to be compacted and work area locations. Use power-driven hand tampers for compacting materials adjacent to structures. I. Backfill material shall be compacted to the minimum density of 95 % and as determined by pre-construction soil testing (ASTM D 698). J. Spread stockpiled topsoil material over disturbed areas and lightly compact. 3.07 TOLERANCES A. Top surface of backfilling: ± 1 inch from required elevations. 3.08 FIELD QUALITY CONTROL A. Testing of Trench Backfill Material 1. Compaction/Density tests: minimum of one test for every 100 feet of trench. B. Materials not meeting density specification requirement shall be scarified, recompacted, and retested at Contractor’s expense. Robeson County, NC 02220-5 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 C. The Engineer may require additional tests to establish gradation, maximum density, and in-place density as working conditions dictate, at the Contractor’s expense. 3.09 DISPOSAL OF MATERIAL A. Dispose excess and unsuitable materials on site at a location designated by the Engineer. END OF SECTION 02220 Robeson County, NC 02222-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 02222 EXCAVATION PART 1- GENERAL 1.01 SECTION INCLUDES A. Removal of topsoil material. B. Soil excavation for landfill cells and other project features. C. Undercutting and backfilling. D. Soil excavation for structures. E. Grading. F. Stockpiles. 1.02 BASIS OF PAYMENT A. Payment for excavation of anchor trenches shall be included in the contract price (lump sum) for Anchor Trench Excavation and Backfilling. B. Undercutting and backfilling shall be paid for at the contract unit price per cubic yard for Undercutting and Backfilling. The quantity shall be based on the volume of in-place backfilled material, calculated by the Method of Average End Areas between the excavated surface and the finished earthwork lines with no shrinkage or other factors applied. The contract price shall include the excavation and disposal of material removed, and furnishing and placing suitable backfill material to meet specified requirements. C. Excavation for the remaining work performed under this Section shall be paid for at the contract unit price per cubic yard for Unclassified Soil Excavation. The quantity shall be the volume of excavation in cubic yards, calculated by the Method of Average End Areas with no shrinkage or other factors applied. D. Payment will constitute full compensation for all labor, materials, equipment, and all other items necessary to the performance of the work, including hauling and stockpiling. PART 2- PRODUCTS Not Used PART 3- EXECUTION 3.01 GENERAL Robeson County, NC 02222-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 A. Identify required lines, levels, contours and datum. B. Locate existing utilities, culverts and structures, above or below ground, before excavation activities begin. Coordinate Work with Owners of utilities. Protect, maintain in service, and prevent damage to utilities not designated to be removed. When utilities are encountered and are not shown on the Contract Drawings, or when locations differ from those shown on the Contract Drawings, notify Engineer for instructions before proceeding. C. Unauthorized excavation consists of the removal of material below or beyond indicated subgrade elevations or sides without approval of the Engineer. Unauthorized excavation shall be replaced at Contractor’s expense. D. All fill materials used to restore unauthorized excavations shall be subject to the approval of the CQA Consultant. E. Depressions caused by the removal of stumps shall be excavated to firm subgrade. F. Existing utilities, structures, and fencing shall be protected during the construction period, and if damaged or removed by the Contractor, shall be repaired or replaced to the satisfaction of the Owner at the Contractor’s expense. G. Where excavations have been carried below or beyond points required, restore these areas to the elevations and dimensions shown on the Contract Drawings with material approved by the Engineer and compacted as specified. H. Where the removal of unsatisfactory material is due to the fault or negligence of the Contractor, by inadequate shoring or bracing, or other failure to meet specified requirements, work shall be conducted at no additional cost to the Owner. 3.02 REMOVAL OF TOPSOIL MATERIAL A. Excavate topsoil material from areas to be further excavated or regraded. B. Strip topsoil material to full depth, and stockpile separate from other excavated materials. Stockpile free of roots, stones, and other undesirable materials. Follow guidelines in the North Carolina Erosion and Sediment Control Planning and Design Manual to prevent erosion. C. Stockpile in area designated on-site. D. Stockpile topsoil material to depth not exceeding 8 feet. 3.03 EXCAVATION FOR LANDFILL CELLS AND OTHER PROJECT FEATURES A. Excavate to the lines and grades shown on the Drawings. B. Areas that receive permanent seeding shall be graded below finished grades shown, leaving space for topsoil material. C. Excavated soil not needed immediately for construction shall be stockpiled in an area designated by the Owner. Implement erosion control practices as shown on the Contract Drawings and as required by the North Carolina Erosion and Sediment Control Planning and Design Manual. Robeson County, NC 02222-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 D. Stockpile or dispose at the active landfill facility continuously with the progress of the work and as directed by facility personnel all excess material, trash and debris, and materials that are unsatisfactory for backfill or fill. E. All excavations shall be dewatered as necessary to provide proper protection. The Engineer may require excavation to be continuously dewatered 24 hours per day until backfilling has been completed. F. Where underground streams or springs are found, provide temporary drainage and notify the Engineer immediately. G. Excavate so that banks of excavation will not be undercut and stratum for foundations will not be disturbed. H. Excavate unsatisfactory soil materials encountered to the additional depth as directed by the Engineer. I. Grade site to prevent introduction of surface water into excavations. 3.04 ANCHOR TRENCH EXCAVATION AND BACKFILLING A. Excavate trenches to the depth and dimension shown on the Drawings, and trim and shape trench bottom and leave free of irregularities, lumps, and projections. B. Remove water from the excavation throughout the progress of the Work and keep the excavation dry until the geosynthetic materials installation and backfilling are completed. C. Place excavated soil as backfill evenly maintaining approximately the same elevation. Each layer shall be compacted by mechanical means being careful not to damage the geomembrane. Any damaged liner shall be replaced at the CONTRACTOR’S expense. D. Maintain optimum moisture content of backfill materials to attain required compaction density. E. Compact backfill using equipment suitable for materials to be compacted and work area locations. F. Backfill material shall be compacted to achieve at least 95 percent within ± 2 percent of optimum moisture content as determined by ASTM D 698. G. Anchor trench backfill material Compaction/Density test frequency minimum of one test for every 100 feet of trench. H. Materials not meeting density specification requirement shall be scarified, recompacted, and retested at Contractor’s expense. I. The Engineer may require additional tests to establish gradation, maximum density, and in-place density as working conditions dictate, at the Contractor’s expense. 3.05 UNDERCUTTING AND BACKFILLING Robeson County, NC 02222-4 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 A. Excavate muck or other unsuitable soils to a depth below grade as directed by CQA Consultant. B. Limit cut slopes to 1 vertical to 3 horizontal. C. Dispose excavated materials in the designated daily cover stockpile area. D. Backfill excavation with materials meeting the requirements of 02200. E. Prepare subgrade and backfill excavation in accordance with Section 02200. 3.06 EXCAVATION FOR STRUCTURES A. Conform to elevations and dimensions shown on the Contract Drawings. Extend the excavation a sufficient distance from footings and foundations to permit placement and removal of concrete forms and other construction required. Foundation concrete shall not be placed until the bearing stratum has been examined by Engineer and found satisfactory for the design bearing capacity. B. Where rock is encountered, notify the Engineer. When the entire structure will bear on rock, it shall be used to support the foundation. Where only a part of the foundation would bear on rock, excavate 8 inches below the entire structure and backfill with aggregate fill and thoroughly compact. C. Provide an 8-inch minimum clearance between rock excavation and walls of pipes and structures. 3.07 GRADING A. Uniformly grade all areas within the limits designated on the Drawings, including adjacent transition areas. Finish surfaces within specified tolerances with uniform slopes between points where elevations are shown and existing grades. B. Finish all surfaces free from irregular changes, and grade to drain as shown on the Drawings. C. Shape the subgrade under unpaved areas to the proposed line and grade so that the finished surface is within 0.20 feet of the required subgrade elevation. D. Protect newly graded areas from traffic and erosion. Repair and re-establish grade in settled, eroded, or rutted areas to the specified tolerances. E. Where compacted areas are disturbed by subsequent construction or adverse weather, scarify the surface, reshape and compact to the required density. Use hand tamper for recompaction over underground utilities. F. Grade borrow area and conduct borrow activities in accordance with the approved Erosion and Sediment Control Plan for the borrow area. 3.08 STOCKPILES A. Construct stockpile slopes no steeper than 2:1 (Horizontal: Vertical). B. Soil in stockpiles shall be compacted to a sufficient degree to minimize infiltration of rainfall. Compaction shall be to the satisfaction of the Engineer. Cover stockpile with plastic sheeting if Robeson County, NC 02222-5 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 necessary. C. Slopes of the stockpile shall be “tracked” by movement of a cleated dozer up and down the slope. D. Grass finished stockpile surfaces that will be exposed for more than 30 days. E. Maintain adequate temporary erosion control until grass is well established. END OF SECTION 02222 Robeson County, NC 02274-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 02274 RIPRAP PART 1- GENERAL 1.01 WORK INCLUDED A. Providing and placing riprap. 1.02 BASIS OF PAYMENT A. Payment for Work under this Section is included in the Contract unit price per cubic yard of Riprap. Such payment shall constitute full compensation for providing all materials, and furnishing all labor, equipment and other items necessary to construct the riprap features shown on the Drawings. PART 2- PRODUCTS 2.01 MATERIALS A. Subgrade lining: Non-woven geotextile mat equivalent to Mirafi 1100N or crusher run stone produced by secondary crushing of durable rock. B. Riprap 1. Provide stone that is sound, tough, dense, angular, resistant to the action of air and water, and suitable in all other respects for the purpose intended. 2. Provide stone meeting the criteria as shown on Erosion and Sediment Control drawings. 3. Grade stone so that the smaller stones are uniformly distributed throughout the mass. PART 3- EXECUTION 3.01 PROCEDURE A. Line prepared subgrade with 6 inches of crusher-run stone or geotextile mat. B. Reject mat material having defects, rips, holes, flaws, deterioration or damage during manufacture, transportation or storage. C. Lay mat material smooth and free from tension, stress, folds, wrinkles or creases. Overlaps shall be a minimum of 12 inches with the upper fabric overlapping the lower fabric. D. Remove fabric that is displaced during riprap placement and reposition at no additional cost to the Owner. Robeson County, NC 02274-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 E. Remove fabric that is damaged during riprap placement and replace at no additional cost to the Owner. F. Protect fabric from damage due to placement of riprap by limiting the height of drop of the material. G. No more than 72 hours shall elapse from the time the fabric is unwrapped to the time the fabric is covered with riprap. H. Place riprap stone to the dimensions indicated on the Drawings. I. Stone may be placed by mechanical methods, augmented by hand placing where necessary. J. The minimum thickness of the riprap shall be as indicated on the Drawings. The completed riprap layer shall be properly graded, dense and neat. END OF SECTION 02274 Robeson County, NC 02500-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 02500 STONE SURFACING PART 1- GENERAL 1.01 SECTION INCLUDES A. Providing aggregate base course for roadways. 1.02 REFERENCES A. ASTM D422 – Standard Test Method for Particle-Size Analysis of Soils. B. ASTM D698 – Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)) C. ASTM D3017 – Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth). D. North Carolina Department of Transportation Standard Specifications for Roads and Structures, latest edition. 1.03 SUBMITTALS A. Submit job mix formula of proposed material at least 40 days prior to placement of aggregate base course. B. Proposed job mix formula shall be approved by the ENGINEER prior to use. C. Testing of aggregate samples shall be paid for by CONTRACTOR. D. Identify proposed supplier with the job mix formula submission. 1.04 CONSTRUCTION QUALITY CONTROL AND CONSTRUCTION QUALITY ASSURANCE CQC/CQA) A. Acceptance by the ENGINEER of aggregate base course shall be dependent on the Soils CQA Consultant satisfying all requirements of the CQA Plan during the course of the work and the test results showing that all requirements of this Section have been met. B. Supporting data for CQA purposes shall be obtained by field and laboratory testing to be conducted by the soils CQA Consultant. C. Field and laboratory testing conducted by the CQA Consultant will be done at the OWNER’S expense. PART 2- PRODUCTS Robeson County, NC 02500-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 2.01 AGGREGATE BASE COURSE A. Aggregate shall be NCDOT Type ABC aggregate furnished in accordance with the latest edition of the NCDOT Standard Specifications for Roads and Structures. 2.02 GEOTEXTILE FABRIC A. Geotextile fabric shall be Mirafi 600X or approved alternate. PART 3- EXECUTION 3.01 SUBGRADE PREPARATION A. Prepare areas to receive aggregate base course in accordance with Section 02100, Site Preparation. B. Where subgrade requires undercutting, limit cut slopes to 1 vertical to 3 horizontal. C. Grade areas to receive aggregate base course to a uniform surface. Scarify surface if directed by the ENGINEER. D. Eliminate ruts, hummocks, or other uneven features. E. Proofroll the subgrade with a loaded tandem-axle dump truck having a minimum weight of 20 tons or other similar rubber-tired equipment. F. Make at least two passes in each direction with the proofrolling equipment. G. Remove and replace any soft, saturated or yielding areas indicated by pumping or rutting. H. Replace soil that has been removed with structural fill material in accordance with the requirements of Section 02200. I. Where unsuitable soil was removed, compact the structural fill material to at least 95% of the maximum dry density as determined by ASTM D698 to a depth of at least 12 inches. J. Dry or wet the subgrade at the discretion of the ENGINEER to establish a subgrade with acceptable moisture content. K. Place geotextile fabric as shown on the drawings. Place in strict accordance with manufacturer’s recommendations. L. Do not construct structural fill layer until the subgrade has been approved by the ENGINEER. 3.02 CONSTRUCTION A. Construct project features to the lines and grades shown on the Drawings. Robeson County, NC 02500-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 B. Place aggregate in lifts no greater than 6 inches compacted depth. C. Compact aggregate to a minimum dry density of 100% of the maximum dry density determined from the Standard Proctor Test (ASTM D698). D. In-place aggregate which does not meet the density requirements shall be recompacted or removed and reworked to meet density objectives. E. Do not place aggregate during sustained period of temperatures below 32° F. 3.03 PROTECTION OF WORK A. Protect the finished surface from erosion, desiccation, or other damage. B. Portions of the aggregate base course damaged due to exposure shall be reworked to meet the Specifications or, at the discretion of the ENGINEER, removed and replaced with conforming material at no additional cost to the OWNER. 3.04 QUALITY ASSURANCE A. Field inspection and testing will be performed under provisions of Section 01410. B. Prior to material placement, testing for moisture-density relationship will be performed on proposed aggregate base course material in accordance with ASTM D698. Frequency: A minimum of one test per 5000 cubic yards of aggregate base course. C. Testing of the in-place aggregate base course will include density/moisture content tests in accordance with ASTM D2922/D3017. Frequency: One test per 100 linear feet of roadbed per lift. D. If tests indicate Work does not meet specified requirements, remove Work, replace and retest at no cost to OWNER. E. The horizontal and vertical location of all test locations will be recorded. A drawing will be prepared showing all test locations. END OF SECTION 02500 Robeson County, NC 02720-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 02720 STORMWATER PIPE SYSTEMS PART 1- GENERAL 1.01 SECTION INCLUDES A. Construction of the storm water conveyance piping. 1.02 REFERENCES A. North Carolina Department of Transportation Standard Specifications for Roads and Structures, latest edition. 1.03 SUBMITTALS A. Submit shop drawings of prefabricated drainage structures. 1.04 PROJECT RECORD DOCUMENTS A. Submit documents under provisions of Section 01720. B. Accurately record location of pipe runs, connections, and invert elevations. PART 2- PRODUCTS 2.01 REINFORCED CONCRETE PIPE: All concrete pipe for the project shall be round reinforced concrete pipe conforming to AASHTO M 170, Class III. Joints shall be tongue and groove compression gasket joints complying with AASHTO M 198, type B flexible gaskets. 2.02 CORRUGATED METAL PIPE: A. Use asphalt-coated corrugated steel culvert pipe conforming to the requirements of North Carolina Department of Transportation Road and Bridge Specifications. The pipe shall be of galvanized steel, minimum 16 gauge, and may be of riveted or non-riveted type. B. Corrugations shall have a pitch of 2-2/3 inches and a depth of ½ inch. C. Special sections shall be of the same gauge as the conduit to which they are joined and shall conform to the applicable standards of AASHTO M36. D. All fittings, connecting bands, and special sections shall be from the same manufacturer as the pipe to which they are joined. E. If helically formed pipe is used, the ends shall be rerolled a minimum of two angular corrugations where connecting bands or flared end sections are required. Robeson County, NC 02720-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 F. All joints are to be constructed watertight. G. Coupling bands need not be coated unless required for water tightness. 2.03 BACKFILL MATERIAL FOR STORMWATER CONVEYANCE PIPE A. Use on-site or off-site borrow area natural soils. B. Use material free of topsoil, roots, stumps, brush, vegetation, and other deleterious material. C. Backfill material shall be in accordance with Section 02220. PART 3- EXECUTION 3.01 EXAMINATION A. Verify that the excavation base is ready to receive work and excavations, dimensions and elevations are as indicated on the Drawings. 3.02 PREPARATION A. Hand trim excavations to required elevations. Correct over-excavation with fill material of course aggregate. B. Remove stones or other hard matter that could impede consistent backfilling or compaction. 3.03 PIPE INSTALLATION A. Lay pipe true to line and grade as shown on the Drawings, and in such a manner as to form a close concentric joint with adjoining pipe and to prevent sudden offsets to flow line. B. Provide a continuous and uniform bedding for all buried pipe. C. Install pipe and pipe fittings in accordance with manufacturer’s instructions. All stormwater pipe systems are to be constructed watertight. D. Do not lay pipe when trench conditions or weather are unsuitable for such work. E. As work progresses, clear pipe of dirt and other superfluous materials. F. Backfilling of soil in pipe trenches shall be in accordance with 02220, Trenching and Backfilling. 3.04 FIELD QUALITY ASSURANCE A. Field inspection will be performed under provisions of Section 01410. 3.05 PROTECTION Robeson County, NC 02720-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 A. Protect finished installation under provisions of Section 01500. END OF SECTION 02720 Robeson County, NC 02936-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 02936 SEEDING PART 1- GENERAL 1.01 WORK INCLUDED A. Preparation of subsoil. B. Placing topsoil material. C. Fertilizing. D. Temporary seeding. E. Permanent seeding. F. Mulching. 1.02 RELATED SECTIONS A. 02200 - Earthwork 1.03 QUALITY ASSURANCE A. Provide seed mixture in containers showing percentage of seed mix, year of production, net weight, date of packaging, and location of packaging. 1.04 MAINTENANCE DATA A. Submit maintenance data for continuing Owner maintenance. B. Include maintenance instructions, cutting method and maximum grass height; types, application frequency, and recommended coverage of fertilizer. 1.05 DELIVERY, STORAGE AND HANDLING A. Transport and handle products in accordance with manufacturer’s instructions. B. Deliver grass seed mixture in sealed containers. Seed in damaged packaging will not be acceptable. C. Deliver fertilizer in waterproof bags showing weight, chemical analysis, and name of manufacturer. D. Promptly inspect shipments to assure that products comply with requirements, quantities are correct, and products are undamaged. Robeson County, NC 02936-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 E. Store and protect products in accordance with manufacturer’s instructions, with seals and labels intact and legible. PART 2- PRODUCTS 2.01 SOIL MATERIALS A. Topsoil Material: Excavated from site and free of weeds. 2.02 ACCESSORIES A. Mulching material: Oat or wheat straw, dry, free from weeds and other foreign matter detrimental to plant life. B. Lime: Lime shall comply with applicable North Carolina state laws and shall be delivered in unopened bags or other convenient standard containers, each fully labeled with the manufacturer’s guaranteed analysis. Lime shall be ground limestone containing not less than 85 percent total carbonates, and shall be ground to such fineness that 90 percent by weight will pass through a No. 20 mesh sieve and 50 percent by weight will pass through a No. 100 mesh sieve. C. Fertilizer: Fertilizer shall comply with applicable North Carolina state laws and shall be delivered in unopened bags or other convenient standard container, each fully labeled with the manufacturer’s guaranteed analysis. Fertilizer shall contain not less than 10 percent nitrogen, 10 percent available phosphoric acid and 10 percent water soluble potash (N-P-K, 10-10-10). Any fertilizer which becomes caked or otherwise damaged, making it unsuitable for use, will not be acceptable and shall be immediately removed from the job site. PART 3- EXECUTION 3.01 GENERAL A. Areas where topsoil material is to be placed and areas to be seeded include all areas disturbed during construction beyond the limits of the proposed cell which are not to be paved. B. Verify that prepared soil base is ready to receive the work of this Section, and seed all areas disturbed as a result of construction activities. 3.02 PREPARATION OF SUBSOIL A. Prepare subsoil to eliminate uneven areas and low spots. Maintain lines, levels, profiles and contours. Make changes in grade gradual. Blend slopes into level areas. B. Remove deleterious materials, such as weeds, and undesirable plants and their roots. Remove contaminated subsoil. C. Scarify subsoil to a depth of 3 inches where topsoil material is to be placed. Repeat cultivation in areas where equipment used for hauling and spreading topsoil has compacted subsoil. Robeson County, NC 02936-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 3.03 PLACING TOPSOIL MATERIAL A. Place topsoil material during dry weather and on dry unfrozen subgrade 2 to 3 weeks prior to sowing seed. B. Spread topsoil material over area to be seeded. Finished thickness of topsoil material shall be 3 inches minimum after settling and nominal compaction caused by spreading equipment. C. Grade to eliminate rough, low, or soft areas, and to ensure positive drainage. D. Rake topsoil material and remove roots, vegetable matter, rocks, clods, and other non-organic material. 3.04 FERTILIZER AND LIME A. Apply lime and fertilizer according to soil tests, or apply lime at the rate of 90 lbs./1000 sq.ft. and fertilizer at the rate of 20 lbs./1000 sq.ft. B. Mix thoroughly into upper 4 inches of topsoil. C. Lightly water to aid the dissipation of fertilizer and lime. 3.05 SEEDBED PREPARATION A. Prepare seedbed to a depth of 4 to 6 inches. B. Remove loose rocks, roots and other obstructions so that they will not interfere with the establishment and maintenance of vegetation. 3.06 TEMPORARY SEEDING A. Provide temporary seeding on any cleared, unvegetated, or sparsely vegetated soil surface where vegetative cover is needed for less than one year or when seeding dates will prevent the establishment of vegetative cover if permanent seeding is attempted. B. Seed in accordance with the following schedule and application rates: Description Seeding Dates Seeding Mixture Rate (lbs/acre) Steep Slopes (3:1) April 15 – August 20 German Millet 40 October 25 – February 1 Rye Grain 120 Low Maintenance Areas October 25 – February 1 Rye Grain 120 Areas requiring cover less than 1 year February 1 – April 15 Rye Grain Kobe Lespedeza 120 50 April 15 – August 20 German Millet 40 August 20 – February 1 Rye Grain Kobe Lespedeza 120 50 Robeson County, NC 02936-4 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 C. To amend soil, follow recommendations of soil tests or apply 2000 lbs./acre ground agricultural limestone and 750 lbs./acre 10-10-10 fertilizer. D. Mulch in accordance with the following schedule and application rates 1. Steep Slopes (3:1): In mid-summer, late fall, or winter, apply 100 lb/1000 ft2 grain straw, cover with V netting and staple to the slope. In the spring or early fall, use 45 lb/1000 ft2 wood fiber in a hydroseeder slurry. 2. Low Maintenance areas and areas requiring cover less than 1 year: Apply 90 lb/1000 ft2 grain straw and tack with 11 gal/1000 ft2. E. Refertilize if growth is not fully adequate. F. Reseed, refertilize and mulch immediately following erosion or other damage. 3.08 PERMANENT SEEDING A. Seed in accordance with the following schedule and application rates: Description Seeding Dates Seeding Mixture Rate (lbs/acre) Steep Slopes (3:1) February 1 – April 15, August 20 – October 25 Tall Fescue Kobe Lespedeza Bahiagrass Rye Grain 100 10 25 40 Grassed Channels February 1 – April 15, August 20 – October 25 Tall Fescue Rye Grain 200 40 April 15 – August 20 Tall Fescue German Millet 200 10 Low Maintenance Areas February 1 – April 15, August 20 – October 25 Tall Fescue Kobe Lespedeza Bahiagrass Rye Grain 100 10 25 40 April 15 – August 20 Tall Fescue Kobe Lespedeza Bermuda Grass German Millet 100 10 15 10 B. Compact seeded areas by means of a roller or other approved equipment immediately after sowing. C. Mulch in accordance with the following schedule and application rates 1. Steep Slopes (3:1): In mid-summer, late fall, or winter, apply 100 lb/1000 ft2 grain straw, cover with V netting and staple to the slope. In the spring or early fall, use 45 lb/1000 ft2 Robeson County, NC 02936-5 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 wood fiber in a hydro seeder slurry. 2. Grassed Channels: Install excelsior mat in the channel to the top of the channel, and secure according to manufacturer’s specifications. 3. Low Maintenance areas: Apply 90 lb/1000 ft2 grain straw and tack with synthetic mulch binder. Apply binder at rate recommended by manufacturer. D. Refertilize in the second year unless growth is fully adequate. Reseed, refertilize, and mulch damaged areas immediately. END OF SECTION 02936 Robeson County, NC 13315-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application (GCL) April 2017 SECTION 13315 GEOSYNTHETIC CLAY LINER (GCL) PART 1- GENERAL 1.01 SCOPE A. This specification covers the technical requirements for the furnishing and installation of the geosynthetic clay liner described herein. All materials used shall meet the requirements of this specification, and all work shall be performed in accordance with the procedures provided herein and the contract drawings. 1.02 DEFINITIONS A. Geosynthetic Clay Liner (GCL): A manufactured hydraulic barrier consisting of clay bonded to a layer or layers of geosynthetics. The GCL may be reinforced or unreinforced as required by site conditions. Slopes steeper than 10H:1V typically require reinforced GCLs. B. Geomembrane: An essentially impermeable geosynthetic composed of one or more geosynthetic sheets. C. Geotextile: Any permeable textile used with foundation, soil, rock, earth, or any other geotechnical engineering-related material as an integral part of a human-made project, structure or system. D. Minimum Average Roll Value: The minimum average value of a particular physical property of a material for 95 percent of all of the material in the lot. E. Overlap: Where two adjacent GCL panels contact, the distance measuring perpendicular from the overlying edge of one panel to the underlying edge of the other. 1.03 REFERENCES A. American Society for Testing and Materials (ASTM) 1. D5890 Standard Test Method for Swell Index of Clay Mineral Component of Geosynthetic Clay Liners 2. D5891 Standard Test Method for Fluid Loss of Clay Component of Geosynthetic Clay Liners 3. D5993 Standard Test Method for Measuring Mass Per Unit of Geosynthetic Clay Liners 4. D5887 Test method for Measurement of Index Flux / Hydraulic Conductivity Through Saturated Geosynthetic Clay Liner Specimens Using a Flexible Wall Permeameter 5. D6496 Test method for Determining Average Bonding Peel Strength Between the Top and Bottom Layers of Needle-Punched Geosynthetic Clay Liners 6. D6243 Standard Test Method for Determining the Internal and Interface Shear Resistance of Geosynthetic Clay Liner by the Direct Shear Method Robeson County, NC 13315-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application (GCL) April 2017 1.04 UNIT PRICES A. Measurement will be made of the total surface area in square feet covered by the GCL as shown on the contract drawings. Final quantities will be based on as-built conditions. Allowance will be made for GCL in anchor and drainage trenches but no allowance will be made for waste, overlap, or materials used for the convenience of the CONTRACTOR. GCL installed and accepted will be paid for at the respective contract price in the bidding schedule. 1.05 SUBMITTALS A. Furnish with the bid the following information: 1. Conceptual description of the proposed plan for placement of the GCL panels over the area of installation. 2. GCL manufacturer’s MQC Plan for documenting compliance to Sections 2.1 and 2.2 of these specifications. B. Furnish at the ENGINEER’s or OWNER’s request the following information: 1. A representative sample of the GCLs. 2. A project reference list demonstrating the experience required in Section 1.06 of this specification. C. Upon shipment, the CONTRACTOR shall furnish the GCL manufacturer’s Quality Assurance/Quality Control (QA/QC) certifications to verify that the materials supplied for the project are in accordance with the requirements of this specification. The certifications shall be signed by a responsible party employed by the GCL manufacturer and shall include: 1. Manufacturer’s certification for the bentonite clay used in GCL production demonstrating compliance with the parameters swell index, fluid loss and bentonite mass unit/area as shown in GRI-GCL3 Table 1. 2. GCL lot and roll numbers supplied for the project (with corresponding shipping information). D. The installation CONTRACTOR shall observe the subgrade preparation procedures, inspect the entire subgrade and certify in writing that the subgrade on which the GCL is to be installed is acceptable before commencing GCL placement. This inspection shall be performed in the presence of the CQA Agency. The CONTRACTOR shall repair any defects noted in the subgrade prior to the installation of the GCL. 1.06 QUALIFICATIONS A. GCL Manufacturer shall have produced at least 10 million ft2. B. The GCL Installer shall either have installed on at least two projects, or must provide to the ENGINEER satisfactory evidence, through similar experience in the installation of other types of geosynthetics, that the GCL will be installed in a competent, professional manner. Robeson County, NC 13315-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application (GCL) April 2017 1.07 CONSTRUCTION QUALITY ASSURANCE (CQA) A. CQA shall be provided in accordance with the GCL CQA Manual provided by the ENGINEER. PART 2- PRODUCTS 2.01 GEOSYNTHETIC CLAY LINER A. The GCLs shall consist of a layer of natural sodium bentonite clay encapsulated between two geotextiles and shall comply with all of the criteria listed in this Section. Prior to using an alternate GCL, furnish independent test results demonstrating that the proposed alternate material meets all requirements of this specification. The CONTRACTOR also must obtain prior approval of the alternative GCL in writing by the ENGINEER. B. Use reinforced GCL (A) on 3H:1V slopes as designated by the ENGINEER. GCL (B) may be unreinforced and used on flat areas of the site not exceeding 10H:1V in steepness, or as approved by the ENGINEER. GCL products must satisfy the material requirements listed in Specification Section 13400. 2.02 MATERIALS A. The materials supplied under these Specifications shall be first quality industrial grade products designed and manufactured specifically for the purposes of this work, and which have been satisfactorily demonstrated by prior use to be suitable and durable for use in sanitary landfills accepting municipal waste. B. The geosynthetic clay liner (GCL) shall be uniform in thickness and texture. Material shall be chemically and temperature stable under the intended conditions, and shall contain no additives or filler that can leach out and cause deterioration over time. C. The GCL properties shall meet the roll requirements for GCL stated in Table 1 of GRI-GCL3 (latest version) Test Methods, Required Properties, and Testing Frequencies of Geosynthetic Clay Liners (GCLs). D. Manufacturer’s Quality Control (MQC) testing (test methods and frequencies) shall be conducted in accordance with the most recent version of Tables 1 of GRI Test Method GCL3, or the manufacturer quality control guide, whichever is more stringent. E. At least seven (7) days prior to the loading and shipment of any GCL material, the CONTRACTOR shall provide the CQA Consultant with the following information: 1. The origin (supplier's name and production plant), identification (brand name, number) and production date of the GCL; 2. A copy of the quality control certificates issued by the bentonite supplier; 3. The manufacturer’s data and samples of the GCL to be used, giving full details of the minimum physical properties and test methods, as specified in GRI - GCL3, certified test reports indicating the physical properties of the materials to be used, and roll numbers and identification. Robeson County, NC 13315-4 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application (GCL) April 2017 4. The manufacturer’s certificate shall state that the finished GCL meets the requirements of GRI Test Method GCL3 as evaluated under the manufacturer’s quality control program. A person having legal authority to bind the manufacturer shall attest the certificate. 2.03 LABELING A. Prior to shipment, the GCL manufacturer shall label each roll, identifying: 1. Product identification information (manufacturer’s name and address, brand name, product code). 2. Lot number and roll number. 3. Roll length, width and weight. 2.04 PACKAGING A. The GCL shall be wound around a rigid core whose diameter is sufficient to facilitate handling. The core is not necessarily intended to support the roll for lifting but should be sufficiently strong to prevent collapse during transit. B. All rolls shall be labeled and bagged in packaging that is resistant to photodegradation by ultraviolet (UV) light. 2.05 ACCESSORY BENTONITE A. The granular bentonite or bentonite sealing compound used for seaming, penetration sealing and repairs shall be made from the same natural sodium bentonite as used in the GCL and shall be as recommended by the GCL manufacturer. 2.06 CONFORMANCE TESTING A. Conformance testing sampling must be performed, prior to shipment to the site, at the manufacturer’s facility. The CONTRACTOR shall notify the CQA Consultant at least three (3) weeks prior to shipment in order to arrange for conformance sampling. No material shall be shipped to the site until conformance sampling has been performed and reports reviewed by the CQA Consultant. When completed, the particular approved lot should be marked for the particular site under investigation. The expressed purpose of in-plant Material Conformance Test Sampling is to verify that GCL material designated for the project is confirmed as meeting the project specifications prior to shipment to the site. The Manufacturer shall make available all necessary personnel and equipment to assist the CQA Consultant in retrieving conformance samples material. B. Procedures in the Event of a Conformance Test Failure The following procedure shall apply whenever a sample fails a conformance test conducted by the CQA Laboratory: 1. The Manufacturer shall replace the roll of GCL that is in nonconformance with the Specifications with a roll that meets Specifications. Robeson County, NC 13315-5 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application (GCL) April 2017 2. The CONTRACTOR shall remove conformance samples for testing by the CQA Laboratory from the next numbered rolls on each side of the failed roll. These two samples must both conform to Specifications. If either or both of these samples fail, the immediately adjacent rolls to the failed rolls must also be tested, and so on until a roll(s) that pass the test are found. Any roll that fails a test must be replaced with a roll that meets Specifications. This additional conformance testing shall be at the expense of the CONTRACTOR. C. Interface friction testing shall be conducted by the CONTRACTOR in accordance of testing parameters outlined in Specification Section 13400. PART 3- EXECUTION 3.01 SHIPPING AND HANDLING A. The manufacturer assumes responsibility for initial loading the GCL. Unloading, on-site handling and storage of the GCL are the responsibility of the CONTRACTOR, Installer or other designated party. B. Visually inspect each roll during unloading to identify any packaging that has been damaged. Mark rolls with damaged packaging and set aside for further inspection. Repair packaging prior to placing in storage. C. The party responsible for unloading the GCL shall contact the Manufacturer prior to shipment to ascertain the appropriateness of the proposed unloading methods and equipment. 3.02 STORAGE A. Storage of the GCL rolls shall be the responsibility of the Installer. Select a dedicated storage area at the job site that is away from high traffic areas and is level, dry and well-drained. B. Store rolls in a manner that prevents sliding or rolling from the stacks and may be accomplished by the use of chock blocks or by use of the dunnage shipped between rolls. Stack rolls at a height the lifting apparatus can safely handle (typically no higher than four). C. Cover all stored GCL materials and the accessory bentonite with a plastic sheet or tarpaulin until their installation. D. Preserve the integrity and legibility of the labels during storage. 3.03 EARTHWORK A. Immediately prior to GCL deployment, prepare the subgrade to fill in all voids or cracks and then smooth-roll to provide the best practical surface for the GCL. At completion of this activity, no wheel ruts, footprints or other irregularities shall exist in the subgrade. Remove, crush, or push all protrusions extending more than one-half inch from the surface into the surface with a smooth-drum compactor. The rolled surface shall be free of vegetation, construction debris, sticks, ice, standing water, and rocks in excess of 0.75 inches prior to placement of the overlying GCL. Robeson County, NC 13315-6 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application (GCL) April 2017 B. The GCL shall be installed on directly on a controlled subgrade with a minimum thickness of 12 inches. C. The controlled subgrade shall consist of soils having a Unified Soil Classification of SC, ML, CL, MH, or CH and shall be compacted to a minimum of 95% of maximum dry density, as determined by ASTM D698 (Standard Proctor). D. The project CQA inspector shall certify acceptance of the subgrade before GCL placement. E. It shall be the Installer’s responsibility thereafter to indicate to the ENGINEER any change in the condition of the subgrade that could cause the subgrade to be out of compliance with any of the requirements listed in this Section. F. Excavate an anchor trench for the GCL at the top of sloped areas of the job site, in accordance with the project plans and accepted panel placement plan prepared by the installation CONTRACTOR. The trench shall be excavated and approved by the CQA Inspector prior to GCL placement. No loose soil shall be allowed at the bottom of the trench and no sharp corners or protrusions shall exist anywhere within the trench. 3.04 GCL PLACEMENT A. Place reinforced GCL on all sloped areas in accordance with project specifications. B. Deliver GCL rolls to the working area of the site in their original packaging. Immediately prior to deployment, carefully remove the packaging without damaging the GCL. Orient the GCL (i.e., which side faces up) shall be in accordance with the ENGINEER's or Manufacturer's recommendations. Unless otherwise specified, install the GCL such that the manufacturers name printed on one side of the GCL faces up. C. Do not allow equipment which could damage the GCL to travel directly on it. If the installation equipment causes rutting of the subgrade, restore the subgrade to its originally accepted condition before placement continues. D. Minimize the extent to which the GCL is dragged across the subgrade in order to avoid damage to the bottom surface of the GCL. Use a temporary geosynthetic subgrade covering commonly known as a slip sheet or rub sheet may be used to reduce friction damage during placement. E. Place the GCL so that seams are parallel to the direction of the slope. Locate seams at most 3 feet from the toe of slopes steeper than 4H:1V. F. All GCL panels shall lie flat on the underlying surface, with no wrinkles or fold, especially at the exposed edges of the panels. Protect the edge of the GCL each day to prevent hydration, G. Deploy only as much GCL as can be covered at the end of the working day with soil, a geomembrane, or a temporary waterproof tarpaulin. Do not leave the GCL uncovered overnight. If the GCL is hydrated when no confining stress is present, it may be necessary to remove and replace the hydrated material. Consult the project ENGINEER, CQA inspector, and GCL supplier for specific guidance if premature hydration occurs. Robeson County, NC 13315-7 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application (GCL) April 2017 3.05 ANCHORAGE A. Place the end of the GCL roll in an anchor trench at the top of the slope. Round the front edge of the trench, so as to eliminate any sharp corners. Remove loose soil from the floor of the trench. The GCL shall cover the entire trench floor but not the rear trench wall. 3.06 SEAMING A. Construct the GCL seams by overlapping their adjacent edges. Do not contaminate the overlap zone with loose soil or other debris. Supplemental bentonite is required for all GCL unless specified otherwise by the manufacturer. B. The minimum dimension of the longitudinal overlap shall be 6 inches. End-of-roll overlapped seams shall be similarly constructed. The minimum overlap shall measure 24 inches. C. Construct seams at the ends of the panels such that they are shingled in the direction of the grade to prevent the potential for runoff flow to enter the overlap zone. D. Construct bentonite-enhanced seams between the overlapping adjacent panels described above. Expose the underlying edge of the longitudinal overlap. Apply a continuous bead of granular sodium bentonite along a zone defined by the edge of the underlying panel and the 6-inch line. Apply a similar bead of granular sodium bentonite at the end-of-roll overlap. Apply the bentonite at a minimum application rate of one quarter pound per lineal foot. 3.07 DETAIL WORK A. Seal the GCL around any penetrations and embedded structures in accordance with manufacturer’s recommendations. 3.08 DAMAGE REPAIR A. If the GCL is damaged (torn, punctured, perforated, etc.) during installation, it may be possible to repair it by cutting a patch to fit over the damaged area. Obtain the patch from a new GCL roll and cut to size such that a minimum overlap of 12 inches is achieved around all of the damaged area. Apply dry bentonite or bentonite mastic around the damaged area prior to placement of the patch. It may be desirable to use an adhesive to affix the patch in place so that it is not displaced during cover placement. 3.09 COVER PLACEMENT A. Cover soils, if used, shall be free of angular stones or other matter that could damage the GCL. Cover soils should be approved the project ENGINEER with respect to particle size, uniformity and chemical compatibility. Cover soils with high concentrations of calcium (e.g., limestone, dolomite) are not acceptable. B. Cover soils placed over the GCL using construction equipment that minimizes stresses on the GCL. Maintain a minimum thickness of 1-foot of cover between the equipment tires/tracks and the GCL at all times during the covering process. This thickness recommendation does not apply to frequently trafficked areas or roadways, for which a minimum thickness of 2 feet is required. Robeson County, NC 13315-8 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application (GCL) April 2017 C. Cover soils shall be placed in a manner that prevents the soil from entering the GCL overlap zones. Push the cover soil up slopes, not down slopes, to minimize tensile forces on the GCL. D. Although direct vehicular contact with the GCL is to be avoided, lightweight, low ground pressure vehicles (such as 4-wheel all-terrain vehicles) may be used to facilitate the installation of any geosynthetic material placed over the GCL. The GCL Supplier or CQA Engineer shall be contacted with specific recommendations on the appropriate procedures in this situation. E. When a textured geomembrane is installed over the GCL, a temporary geosynthetic covering known as a slip sheet or rub sheet shall be used to minimize friction during placement and to allow the textured geomembrane to be more easily moved into its final position. END OF SECTION 13315 Robeson County, NC 13400-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 13400 INTERFACE FRICTION AND SOIL STRENGTH TESTING PART 1- GENERAL 1.01 REQUIREMENTS INCLUDE A. Provide personnel, equipment and materials to test materials proposed for use in constructing the facility to ensure the proposed materials are in accordance with applicable design parameters. The cost of all tests required under this Section shall be the responsibility of the CONTRACTOR. 1.02 REFERENCES A. American Society for Testing and Materials (ASTM ) 1. D5321-92 (1998) Standard Test Method for Determining the Coefficient of Soil and Geosynthetic or Geosynthetic and Geosynthetic Friction by the Direct Shear Method. 2. D3080-98 Standard Test Method Direct Shear Test of Soils Under Consolidated Drained Conditions. 1.03 TESTING LABORARTORY A. The testing laboratory shall be accredited to conduct ASTM D5321 in accordance with the Geosynthetic Accreditation Institute Laboratory Accreditation Program (GAI – LAP) at the time of testing. Verification of the accreditation shall be provided to the ENGINEER prior to testing. PART 2- PRODUCTS 2.01 TEST SAMPLES A. Soil Materials - Soils used for interface friction and/or soil strength testing shall be representative of those that will be used for construction. If a variation is anticipated in soil characteristics that cannot be appropriately modeled as a composite sample, individual samples of each specific soil material shall be obtained. Obtain a minimum of 75 lbs of each soil for each test. B. Geosynthetic Materials - Geosynthetics used for interface friction testing shall be representative of those that will be used for construction. Samples shall be obtained from same manufacturer and preferably off of the same rolls anticipated for use in the construction. Obtain a minimum of four samples of each geosynthetic for each test. Take the longest dimension of the samples in the machine direction of the geosynthetic roll. PART 3- EXECUTION 3.01 SAMPLE PREPARATION Robeson County, NC 13400-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 A. Samples to be used for interface friction and soil strength testing shall be collected, transported, stored, and prepared in accordance with all applicable ASTM standards. B. Prior to shear testing, all soil samples shall undergo index testing in accordance with the following: TEST NAME TEST METHOD Moisture/density relationship ASTM D698 Atterberg Limits ASTM D4318 Gradation ASTM D422 and D1140 USCS Classification ASTM D2487 C. Prepare samples to appropriately model anticipated field conditions of moisture content and density at which the samples are to be tested. 3.02 LOADING A. Testing for each interface shall include a minimum of three (3) points corresponding to three (3) compressive loadings. The loadings shall be as specified for each in paragraph 3.03.A below. 3.03 REQUIRED TESTING A. The following tests are required for this project. Additional testing may be required by the ENGINEER based on material variability and unanticipated conditions. 1. FINAL COVER SYSTEM (ASTM D5321) a. Intermediate Cover soil vs. Geosynthetic clay liner (GCL) with high end of moisture range and proper compaction. Normal loads: 250 psf, 1000 psf, and 2000 psf. And a shear rate of 0.04 in/min. b. Protective Cover Soil vs. Geosynthetic clay liner (GCL) with high end of moisture range and proper compaction. Normal loads: 250 psf, 1000 psf, and 2000 psf. And a shear rate of 0.04 in/min. 3.04 MATERIAL REQUIREMENTS A. The peak interface friction angle shall be greater than 26.4 degrees for each interface of the soils and GCL for the cover materials to be considered as having acceptable friction characteristics unless otherwise allowed by the ENGINEER. 3.05 TEST RESULTS A. All test results shall be submitted to the ENGINEER prior to the delivery of the materials to the project. B. Test reports shall conform to all reporting requirements of ASTM D5321, including, but not limited to: data and results for peak and large-displacement friction angles, a plot of the failure Robeson County, NC 13400-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 envelopes showing friction angles and adhesion values, and notification of any departure from the test procedures of ASTM D5321. C. The ENGINEER shall review the test data for conformance with the specifications. D. The ENGINEER will either accept the test results or require additional testing. The ENGINEER may request up to 5 points per test to define a material property. E. Acceptance by the ENGINEER shall not relieve the CONTRACTOR from the responsibility of providing material and constructing it in such a way that the required frictional characteristics are obtained. END OF SECTION 13400 Robeson County, NC 13910-1 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 SECTION 13910 LANDFILL GAS VENTS PART 1- GENERAL 1.01 SCOPE OF APPLICATION A. Supply all equipment, materials and labor needed to install the landfill gas (LFG) vents as specified herein and as indicated on the Drawings. 1.02 REFERENCES A. American Society for Testing and Materials (ASTM): 1. ASTM C136 - Standard Method for Sieve Analysis of Fine and Coarse Aggregates. 2. ASTM C702 - Standard Practice for Reducing Field Samples of Aggregate to Testing Size. 3. ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3)). 4. ASTM D2487 - Standard Test Method for Classification of Soils for Engineering Purposes. 5. ASTM D2488 - Standard Practice for Description of Soils (Visual-Manual Procedure). 6. ASTM D2922 - Standard Test Methods for Density of Soil and Soil-Aggregate In-Place by Nuclear Methods (Shallow Depth). 7. ASTM D4318 - Standard Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils. 8. ASTM D4373 – Standard Test Method for Calcium Carbonate Content of Soils. 1.03 SUBMITTALS A. Submit to the ENGINEER Certificates of Compliance on materials furnished, and manufacturer’s brochures containing complete information and instructions pertaining to the storage, handling, installation, and inspection of pipe and appurtenances furnished. B. The CONTRACTOR shall submit to the ENGINEER samples of all well backfill materials furnished. C. The CONTRACTOR shall keep detailed well logs and construction diagrams for all wells drilled, including the total depth of the well, the static water level, depth, thickness, and description of soil or waste strata, (including dates from any readable material), and the occurrence of any water bearing zones. Well logs shall be submitted to the ENGINEER. Robeson County, NC 13910-2 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 1.04 SITE CONDITIONS A. Obstructions and saturated conditions are sometimes encountered when drilling in a landfill, many of which can be drilled through. The CONTRACTOR is expected to make reasonable effort to drill through obstructions and saturated conditions and will be paid for offset re-drilling and boring abandonment only if prior approval is granted in writing by OWNER. CONTRACTOR will be paid for abandonment of abandoned hole and for well installation at new location. 1.05 BASIS OF PAYMENT A. All work performed under this Section shall be paid for at the contract price (linear foot) for gas well installation and shall include any required boots and surface completions. PART 2- PRODUCTS 2.01 AGGREGATE A. Gravel pack shall be No. 57 stone, (non-calcareous rock, quarry certificate required). 2.02 BENTONITE A. Bentonite shall be pelletized sodium bentonite. 2.03 SOLID WALL PIPE A. All pipe and fittings shall be rigid PVC (Schedule 80) pipe. 2.04 PERFORATED/SLOTTED PIPE A. Perforations in vent piping shall be 1/2-inch diameter spaced 90 degrees around the circumference of the pipe, and 3-inches on center along the pipe. PART 3- EXECUTION 3.01 DRILLING A. LFG vents must be installed prior deployment of any geosynthetic materials or construction of a low-permeable soil layer. LFG wells are to be 30-inch diameter. CONTRACTOR must use dry drilling equipment; wet rotary drilling equipment may not be used. All borings shall be made with bucket type augers. B. The locations and depths of borings will be provided by the ENGINEER. The ENGINEER will use available record drawings to establish the appropriate depths of boring. The ENGINEER will be onsite during well drilling to ensure the proper depth of drilling. The boring depths may be adjusted in the field by the ENGINEER. Two reasons limiting depth might be as follows: 1. If water is encountered in a boring, the CONTRACTOR may be directed to drill beyond Robeson County, NC 13910-3 Joyce Engineering, Inc. C&D Landfill Expansion – Permit to Construct Application April 2017 the point at which it was encountered. If wet conditions remain, the boring may be terminated and the length of perforated pipe adjusted by the ENGINEER, or the well may be relocated. If wet conditions cease (e.g. due to trapped water layer), then drilling will continue to the design depth. 2. Unsuitable Drilling is defined as drilling that must be abandoned (as approved by onsite ENGINEER) due to physical limitations before 75% of the specified depth is reached. 3. Each extraction well location and elevation shall be established and staked based on pre-construction survey of the closure area. Final well locations should be surveyed by a licensed surveyor with a record drawing provided under the provisions of Specification 01720. C. As soon as drilling is completed, a safety screen shall be placed over the top of the bore. This screen shall stay in place until backfilling is within 4 feet of the surface. Safety screen size should be large enough to accommodate all backfill materials and any tools used during backfill yet not large enough for any human to accidentally fall through. D. The bore for the well shall be straight and the well pipe shall be installed in the center of the bore hole. The CONTRACTOR will take all tension off of the pipe by mechanical means and center the pipe in the middle of the borehole before starting to backfill. E. PVC well pipe shall be solvent cemented and lag bolted. 3.02 BACKFILLING A. Backfilling of the well shall commence immediately after well drilling is completed and the well piping has been installed in the borehole. Backfill materials shall be installed as indicated on the Drawings and as approved by the ENGINEER. B. Gravel pack shall be poured or scooped through the screen at a rate that will not endanger the integrity of the well casing. C. The bentonite seal shall be hydrated with 5 gallons of potable water. D. Soil backfill shall be rodded in the boring to provide even distribution and compaction. 3.03 DISPOSAL A. Refuse from well drilling operations shall be the CONTRACTOR’S responsibility to dispose of at the on-site landfill working face. No tipping fee will apply. 3.04 HEALTH AND SAFETY A. The Contractor shall be responsible of job site safety, and have a Health and Safety Plan for the proposed work to comply with State and Federal regulations. END OF SECTION 13910 Prepared for: ROBESON COUNTY SOLID WASTE MANAGEMENT 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 PERMIT NO. 7803-CDLF-1997 ROBESON COUNTY LANDFILL C&D LANDFILL EXPANSION CQA PLAN APRIL 2017 PREPARED BY: 9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: 704.817.2037 FAX: 704.837.2010 JOYCE PROJECT NO: 820.1703.11 TASK 1 Construction Quality Assurance Plan 1 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina CONSTRUCTION QUALITY ASSURANCE PLAN (CQA) TABLE OF CONTENTS 1.0 INTRODUCTION ........................................................................................................................................... 1 1.1 PURPOSE ...................................................................................................................................................... 1 1.2 DEFINITIONS .............................................................................................................................................. 1 1.2.1 Quality Control ...................................................................................................................................... 1 1.2.2 Quality Assurance .................................................................................................................................. 1 1.3 PARTIES ....................................................................................................................................................... 2 1.3.1 OWNER ................................................................................................................................................. 2 1.3.2 ENGINEER ............................................................................................................................................ 2 1.3.3 CQA Consultant ..................................................................................................................................... 2 1.3.4 Soils CQA Laboratory ........................................................................................................................... 3 1.3.5 Geosynthetic CQA Laboratory .............................................................................................................. 3 1.3.6 CONTRACTOR ...................................................................................................................................... 3 1.3.7 Geomembrane Manufacturer(s) ............................................................................................................. 3 1.3.8 Geomembrane Installer(s) ..................................................................................................................... 3 1.3.9 Surveyor ................................................................................................................................................. 3 1.4 COMMUNICATIONS AND MEETINGS .................................................................................................... 4 2.0 EARTH MATERIALS .................................................................................................................................... 4 2.1 INTRODUCTION ......................................................................................................................................... 4 2.2 SCOPE ........................................................................................................................................................... 4 2.2.1 General .................................................................................................................................................. 4 2.3 EARTH MATERIALS CQA TESTING ........................................................................................................ 5 2.3.1 General .................................................................................................................................................. 5 2.3.2 Construction Quality Evaluation Testing .............................................................................................. 5 2.4 DOCUMENTATION/CERTIFICATION ..................................................................................................... 6 2.4.1 General .................................................................................................................................................. 6 2.4.2 Construction Monitoring ....................................................................................................................... 6 2.4.3 Certification ........................................................................................................................................... 7 3.0 GEOSYNTHETICS ......................................................................................................................................... 7 3.1 INTRODUCTION ......................................................................................................................................... 7 3.2 SCOPE ........................................................................................................................................................... 7 3.2.1 General .................................................................................................................................................. 7 3.2.2 Installation ............................................................................................................................................. 8 3.3 GEOMEMBRANE MANUFACTURE, FABRICATION, AND DELIVERY ............................................. 8 3.3.1 Geomembrane Manufacturing ............................................................................................................... 8 3.3.2 Manufacturing ....................................................................................................................................... 8 3.3.2.1 Submittals .......................................................................................................................................... 8 3.3.2.2 Rolls ................................................................................................................................................... 8 3.3.2.3 Conformance Testing ......................................................................................................................... 8 Test Procedures .................................................................................................................................................. 9 3.3.2.4 Test Results ........................................................................................................................................ 9 3.3.3 Delivery ............................................................................................................................................... 10 3.3.3.1 Transportation and Handling ........................................................................................................... 10 3.3.3.2 Storage ............................................................................................................................................. 10 Construction Quality Assurance Plan 2 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.4 GEOMEMBRANE INSTALLATION ........................................................................................................ 10 3.4.1 Earthwork ............................................................................................................................................ 10 3.4.1.1 Surface Preparation .......................................................................................................................... 10 3.4.2 Geomembrane Placement .................................................................................................................... 11 3.4.2.1 Field Panel Identification ................................................................................................................. 11 3.4.2.2 Field Panel Placement ...................................................................................................................... 11 3.4.3 Field Seaming ...................................................................................................................................... 13 3.4.3.1 General Seaming Procedure ............................................................................................................. 13 3.4.3.2 Seam Preparation ............................................................................................................................. 13 3.4.3.3 Weather Conditions for Seaming ..................................................................................................... 13 3.4.3.4 Overlapping and Temporary Bonding ............................................................................................. 13 3.4.4 Nondestructive Seam Continuity Testing ............................................................................................. 14 3.4.5 Destructive Testing .............................................................................................................................. 14 3.4.5.1 Sampling Procedure ......................................................................................................................... 14 3.4.5.2 Field Testing .................................................................................................................................... 14 3.4.5.3 Construction Quality Assurance Laboratory Testing ....................................................................... 15 3.4.5.4 Destructive Sample Pass/Fail Criteria.............................................................................................. 15 3.4.5.5 Procedures for Destructive Test Failure ........................................................................................... 15 3.4.6 Defects and Repairs ............................................................................................................................. 15 3.4.6.1 Verification of Repairs ..................................................................................................................... 15 3.4.6.2 Large Wrinkles ................................................................................................................................ 15 3.4.7 Backfilling of Anchor Trench ............................................................................................................... 15 3.4.8 Lining System Acceptance ................................................................................................................... 15 3.4.9 Materials in Contact with the HDPE Geomembrane .......................................................................... 16 3.4.9.1 Soils ................................................................................................................................................. 16 3.4.10 Sumps and Appurtenances ................................................................................................................... 16 3.5 GEOTEXTILES .......................................................................................................................................... 17 3.5.1 Manufacturing ..................................................................................................................................... 17 3.5.2 Labeling ............................................................................................................................................... 17 3.5.3 Shipment and Storage .......................................................................................................................... 17 3.5.4 Conformance Testing ........................................................................................................................... 17 3.5.4.1 Tests ................................................................................................................................................. 17 3.5.4.2 Sampling Procedures ....................................................................................................................... 17 3.5.4.3 Test Procedures ................................................................................................................................ 18 3.5.4.4 Test Results ...................................................................................................................................... 18 3.5.4.5 Conformance Test Failure................................................................................................................ 18 3.5.5 Handling and Placement ..................................................................................................................... 18 3.5.6 Seams and Overlaps............................................................................................................................. 18 3.5.7 Repair .................................................................................................................................................. 18 3.5.8 Placement of Soil Materials ................................................................................................................. 19 3.6 GEOCOMPOSITE ...................................................................................................................................... 19 3.6.1 Manufacturing ..................................................................................................................................... 19 3.6.2 Labeling ............................................................................................................................................... 19 3.6.3 Shipment and Storage .......................................................................................................................... 19 3.6.4 Conformance Testing ........................................................................................................................... 19 3.6.4.1 Tests ................................................................................................................................................. 19 3.6.4.2 Sampling Procedures ....................................................................................................................... 20 3.6.4.3 Test Results ...................................................................................................................................... 20 3.6.4.4 Conformance Test Failure................................................................................................................ 20 3.6.5 Handling and Placement ..................................................................................................................... 20 3.6.6 Repair .................................................................................................................................................. 20 3.6.7 Placement of Soil Materials ................................................................................................................. 20 3.7 GEOSYNTHETIC CLAY LINER (GCL) ................................................................................................... 21 3.7.1 Storage ................................................................................................................................................. 21 Construction Quality Assurance Plan 3 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.7.2 Handling & Placement ........................................................................................................................ 21 3.7.3 Repairs ................................................................................................................................................. 21 3.8 COMPOSITE GEOSYNTHETIC CLAY –FLEXIBLE MEMBRANE LINERS ........................................ 21 3.8.1 Manufacturing ..................................................................................................................................... 21 3.8.2 Labeling ............................................................................................................................................... 22 3.8.3 Shipment and Storage .......................................................................................................................... 22 3.8.4 Handling and Placement ..................................................................................................................... 22 3.8.5 Joining ................................................................................................................................................. 22 3.8.6 Repair .................................................................................................................................................. 22 3.8.7 Cover Placement .................................................................................................................................. 23 3.9 DOCUMENTATION ................................................................................................................................. 23 3.9.1 Daily Reports ....................................................................................................................................... 23 3.9.2 Record Drawings ................................................................................................................................. 23 3.9.3 Final Certification Report ................................................................................................................... 23 4.0 LEACHATE COLLECTION PIPING ........................................................................................................ 24 4.1 INTRODUCTION ....................................................................................................................................... 24 4.2 SCOPE ......................................................................................................................................................... 24 4.2.1 General ................................................................................................................................................ 24 4.3 MANUFACTURING AND DELIVERY OF MATERIALS ....................................................................... 24 4.3.1 Pipe, Fittings, and Manholes ............................................................................................................... 24 4.3.2 Delivery ............................................................................................................................................... 25 4.4 INSTALLATION OF PIPES AND MANHOLES ....................................................................................... 25 4.4.1 Testing ................................................................................................................................................. 25 4.4.1.1 Examination of Materials ................................................................................................................ 25 4.4.1.2 Alignment and Gradient .................................................................................................................. 25 4.4.1.3 Leak Testing of Leachate Transmission Lines ................................................................................ 25 4.4.1.4 Pipe Bedding and Backfill ............................................................................................................... 27 TABLES Table 1 - Soil Testing Methods and Frequencies Construction Quality Assurance Plan 1 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 1.0 INTRODUCTION 1.1 PURPOSE This plan addresses the construction quality assurance (CQA) procedures and requirements to be employed during construction of the project. The plan is intended to supplement, but not supersede, the Contract Drawings and Specifications; where a conflict arises, the Contract Documents or approved Contract Drawings and Specifications shall govern. All parties involved in the project should obtain a copy of this plan from the OWNER or ENGINEER. They should also obtain copies of any supplemental CQA documents prepared specifically for the project. The overall goals of the CQA program are to ensure that proper construction techniques and procedures are employed, and to verify that the materials used meet the approved Contract Specifications. Additionally, the program shall identify and define problems that may occur during construction, allowing corrective activities to be implemented in a timely manner. At the completion of the work, the program requires the certifying CQA Consultant(s) to prepare certification reports indicating that the facility has been constructed in accordance with the approved design standards and Contract Specifications. 1.2 DEFINITIONS The following definitions are applicable to this plan: 1.2.1 Quality Control Definition (ASTM D3740): - a planned system of activities, or the use of such a system, whose purpose is to provide a level of quality that meets the needs of users. The objective of quality control is to provide quality that is safe, adequate, dependable, and economical. The overall system involves integrating the quality factors of several related steps including: the proper specification of what is wanted, production to meet the full intent of the specification, inspection to determine whether the resulting material, product, service, etc… is in accordance with the Specifications, and review of usage to determine necessary revisions of Specifications. In practice, Quality Control refers to those procedures, criteria, and tests employed and paid for by the CONTRACTOR(s) to confirm that the work satisfies the CONTRACTOR’s standards, and is in compliance with the Contract Drawings and Specifications. This plan does not address Quality Control procedures, criteria, and/or tests employed by the CONTRACTOR. 1.2.2 Quality Assurance Definition (ASTM D3740): - a planned system of activities whose purpose is to provide assurance that the overall quality control program is in fact being effectively implemented. Construction Quality Assurance Plan 2 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina The system involves a continuing evaluation of the adequacy and effectiveness of the overall quality control program with the ability to have corrective measures initiated where necessary. For a specific material, product, service, etc…, this involves verifications, audits, and the evaluation of the quality factors that affect the specification, production, inspection, and use of the product, service, system, or environment. In practice, Quality Assurance refers to those procedures, criteria, and tests required and paid for by the OWNER to confirm that the work performed by the CONTRACTOR(s) is in compliance with the approved Contract Drawings and Specifications and any additional requirements of this plan. 1.2.3 Layer A layer is defined as a compacted stratum composed of several lifts constructed without joints. 1.2.4 Lift A lift is defined as a segment of a layer composed of the maximum thickness of soil permitted to be placed / compacted at one time. 1.3 PARTIES 1.3.1 OWNER The OWNER is the owner of the solid waste permit, and bears the ultimate responsibility for the facility; the OWNER may or may not also be the Operator of the facility. The OWNER shall contract and manage the CONTRACTOR(s), and the CQA consultant(s) and laboratories. For this project, the Coastal Regional Solid Waste Management Authority is the OWNER. 1.3.2 ENGINEER The ENGINEER is the official representative of the OWNER, and is responsible for the preparation of the Contract Drawings, Technical Specifications, and CQA Plan. The ENGINEER is also responsible for the interpretation of those documents and for the resolution of technical matters that may arise during construction. For this project, the ENGINEER is Joyce Engineering, Inc. 1.3.3 CQA Consultant The CQA Consultant is independent from the CONTRACTOR(s), Manufacturer, and Installer, that is responsible for observing, testing, and documenting activities related to the Quality Assurance of the earthwork and geosynthetic components at the site. The CQA Construction Quality Assurance Plan 3 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina Consultant corresponds with the ENGINEER throughout the project and shall report deviations from the Work and items of non-compliance. The CQA Consultant is also responsible for issuing a certification report, sealed by a registered Professional Engineer, licensed in the State in which the project work is conducted. 1.3.4 Soils CQA Laboratory The Soils CQA Laboratory is independent from the CONTRACTOR(s), and Supplier, responsible for performing the required laboratory testing of the project earthwork components. 1.3.5 Geosynthetic CQA Laboratory The Geosynthetic CQA Laboratory is independent from the CONTRACTOR(s), Manufacturer, and Installer, responsible for performing the required laboratory testing of the project geosynthetic materials. 1.3.6 CONTRACTOR The CONTRACTOR has the primary responsibility for ensuring that the work is performed in accordance with the Contract Drawings and Specifications developed by the ENGINEER and approved by the permitting agency. Other responsibilities include the performance of all construction activities at the site including site facilities, administration, material purchasing, procurement, supervision, Construction Quality Control, installation, and subcontracting. The CONTRACTOR is responsible for the protection of completed work until it is accepted by the OWNER. The CONTRACTOR is also responsible for informing the OWNER and CQA Consultants of the scheduling and occurrence of all construction activities. 1.3.7 Geomembrane Manufacturer(s) The geomembrane manufacturer is responsible for the production of geomembrane rolls from resin. 1.3.8 Geomembrane Installer(s) The Geomembrane Installer is responsible for the handling, sorting, placing, seaming, loading and other construction-related aspects of the project geosynthetics. The Installer is also responsible for transportation of the materials to the site, and the protection of the materials once they arrive on site, until the work is accepted by the CONTRACTOR. 1.3.9 Surveyor The Surveyor is responsible for establishing and maintaining lines and grades and temporary benchmarks throughout all relevant areas of the construction site. The Surveyor shall issue a Construction Quality Assurance Plan 4 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina complete set of Record Drawings certified by a Professional Land Surveyor, licensed in the State in which the project work is conducted. 1.4 COMMUNICATIONS AND MEETINGS Frequent and open communications are a necessary and essential component of this plan in order to achieve a high degree of coordination, cooperation, and quality in the finished product, and to minimize or avoid delays. It is one goal of this plan to resolve problems at the lowest possible level of authority while maintaining thorough documentation, informing all responsible parties, and obtaining approvals as necessary or appropriate. The documentation requirements of CQA activities are addressed in various sections of this plan. A series of meetings shall be held before, during, and after construction to facilitate planning, progress reports and problem resolution. Minutes are to be kept of all meetings as directed by the ENGINEER. The meetings shall be as follows unless otherwise directed by the OWNER: • Preconstruction Meeting to be held as directed by the ENGINEER and to be attended by the OWNER or Owner’s Representative, CQA Consultant, CONTRACTOR, significant subcontractors and suppliers as designated by the ENGINEER. • Progress Meetings to be held as directed by the ENGINEER and to be attended by the OWNER or Owner’s Representative, CQA Consultant, CONTRACTOR, and representatives of parties actively involved in the construction as designated by the ENGINEER. • Post-Construction Resolution Meeting to be attended by the OWNER or Owner’s Representative, CQA Consultant, CONTRACTOR, significant subcontractors and suppliers as directed by the ENGINEER. 2.0 EARTH MATERIALS 2.1 INTRODUCTION This section of the plan describes Construction Quality Assurance (CQA) procedures for the installation of the earth material components of the project. 2.2 SCOPE 2.2.1 General The work addressed under this section shall facilitate proper construction of all earth material components of the project. All work shall be constructed to the lines, grades, and dimensions indicated on the approved Contract Drawings, in accordance with the Contract Specifications, or as required by the OWNER or OWNER’s Representative. Construction Quality Assurance Plan 5 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 2.3 EARTH MATERIALS CQA TESTING 2.3.1 General Assurance that construction of the earth material components of the project has been performed in accordance with the approved Contract Drawings and Specifications shall be accomplished by use of CQA testing and visual observations. CQA testing shall consist of the following: • Construction Quality Evaluation; and • Special Testing. 2.3.2 Construction Quality Evaluation Testing Construction quality evaluation shall be performed on all components of earthwork construction at the frequencies shown in Table 1. Criteria to be used for determination of acceptability of the work shall be as identified in the Contract Specifications and as detailed in this plan. Construction evaluation testing shall consist of visual observations of the work, in-place density/moisture content verification, investigations into the adequacy of layer bonding and clod destruction, elevation and thickness monitoring, and special testing. Evaluation of the construction work shall include the following: • Observations and documentation of the water content, clod size and other physical properties of the soil during processing, placement and compaction; • Observation and documentation of each compacted lift’s ability to accept and bond to subsequent lifts; • Observation and documentation of the thickness of compacted and loosely placed lifts; • Observation and documentation of the performance of the compaction and heavy hauling equipment on the construction surface (sheepsfoot penetration, pumping, cracking, etc…); and • Observation and documentation of the effectiveness of the procedures used to prevent desiccation and/or freezing of completed lifts and layers. The in-place density test methods shall cause minimal delay to the placement of subsequent lifts; therefore, the nuclear method is preferred unless construction sequencing is such that fill placement is not interrupted by sand cone or drive cylinder testing. An acceptable test for soils used in structural or “controlled fill” applications (i.e. embankments, berms, backfill, soil liner, subgrade, etc.) shall be defined as one, which meets or exceeds the specified minimum density within the specified moisture range. If there is any question as to the classification of the tested soil, and hence the appropriateness of a given moisture-density plot, a “one-point” Standard Proctor compaction Construction Quality Assurance Plan 6 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina test shall be performed for comparison with the available plots. The optimum moisture content and maximum dry density extrapolated from the one-point test result must fall on or near the plotted line of optimums for the classification of a soil to be confirmed. For controlled fill, the reference maximum dry density can be adjusted to accommodate the one-point data. Questions concerning the accuracy of any single test shall be addressed by retesting in that or another representative location. Periodic sand cone or drive cylinder testing shall be performed to verify the adequacy of the nuclear gauge testing at the frequencies designated in Table 1. If a conflict exists between the sand cone or drive cylinder testing and the corresponding nuclear density test results, then the sand cone and/or drive cylinder results shall control. It is important to bond lifts together to the greatest extent possible. Bonding of lifts is enhanced by: • Ensuring that the surface of the previously compacted lift (or subgrade) is rough before placing the new lift of soil; • Adding moisture to the previously compacted lift (or subgrade); and • Using a fully penetrating footed roller. Evaluation of lift bonding in soil liner and similar applications shall be done by using test pits or auger holes to visually observe the lift interfaces. Alternatively, Shelby tubes pushed through the lift interfaces can be visually inspected for proper lift bonding. 2.4 DOCUMENTATION/CERTIFICATION 2.4.1 General The CQA Consultant shall document the activities associated with the construction of the earth material components of the project. Such documentation shall include, as a minimum, daily reports of construction activities and a summary technical report on the construction project. Documentation and reporting shall meet all requirements of the Contract Specifications and this CQA Plan. 2.4.2 Construction Monitoring Construction of earth material components of the project shall be monitored and documented by a CQA Consultant. Soils laboratory testing shall be performed and documented by an independent testing laboratory working under the direction of the CQA Consultant. Written daily documents shall include a record of observations, test data sheets, identification of problems encountered during construction, corrective measures taken, weather conditions, and personnel and equipment on site. Construction Quality Assurance Plan 7 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 2.4.3 Certification The CQA Consultant(s) shall prepare a certification report addressing each major item identified above for each phase of construction under their areas of responsibility. Certification reports required by regulatory agencies shall also be prepared and submitted as required. Certification shall include assessments of compliance with the Contract Drawings and Specifications and the results of the physical sampling and testing. At a minimum, the certification report shall include: • Copies of all daily CQA field reports; • Results of all field testing including drawings depicting the locations of construction testing when appropriate; • Results of all laboratory testing; • Photographic record of the project including representative photographs of each major construction activity; and • Certification statement assessing compliance with the Contract Drawings and Specifications, sealed by a professional engineer, licensed in the State in which the project work is conducted. 3.0 GEOSYNTHETICS 3.1 INTRODUCTION This section of the plan describes Construction Quality Assurance (CQA) procedures for the installation of all geosynthetic components of the project. This section is devoted to Quality Assurance, not to Quality Control. A separate geosynthetic Quality Control manual shall be submitted by the CONTRACTOR in accordance with the Shop Drawings Submittals of the project. 3.2 SCOPE 3.2.1 General The work addressed under this section shall facilitate proper construction of all geosynthetic components for the project. All work shall be constructed to the lines, grades, and dimensions indicated on the Contract Drawings, in accordance with the Contract Specifications, and as required by the ENGINEER, OWNER, or the CQA Consultant. The CQA Consultant shall issue a written daily report of activities. These reports shall include observations and test results as well as problems encountered and solutions achieved. Construction Quality Assurance Plan 8 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina Construction reports summarizing significant events, as well as addressing problems and their solutions, shall be submitted to the CQA Consultant. 3.2.2 Installation The CQA Consultant shall verify that the geosynthetics are installed in accordance with the Contract Drawings and Specifications. 3.3 GEOMEMBRANE MANUFACTURE, FABRICATION, AND DELIVERY 3.3.1 Geomembrane Manufacturing The geomembrane shall be manufactured from a first quality resin. Only one type of resin (one manufacturer, one resin classification) shall be used to manufacture the geomembrane for this project. In addition, all geomembrane used for this project shall be from the same batch unless otherwise approved in writing by the CQA Consultant and the installer or manufacturer agree to pay for any additional conformance testing required. 3.3.2 Manufacturing 3.3.2.1 Submittals The CQA Consultant shall verify that: • The property values certified by the Manufacturer meet all of the Specifications; and • The measurements of properties by the Manufacturer are properly documented, the test methods used are acceptable, and the geomembrane meets the Manufacturer’s and project specifications 3.3.2.2 Rolls The CQA Consultant shall verify that the manufacturer’s quality control certificates have been provided at the specified frequency for all rolls, and that each certificate identifies the rolls related to it, and review the manufacturer’s quality control certificates and verify that the certified roll properties meet the Specifications. 3.3.2.3 Conformance Testing 3.3.2.3.1 In-Plant Material Conformance Test Sampling The CQA Consultant shall arrange for the CQA Laboratory to sample the geomembrane material in-plant and ship these samples to their laboratory for conformance testing as outlined in the project specifications. Construction Quality Assurance Plan 9 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina The CQA Consultant shall report any nonconformance of sampling procedures as outlined in the project specifications to the ENGINEER. The expressed purpose of in-plant Material Conformance Test Sampling is to verify that geomembrane material designated for the OWNER’S project is confirmed as meeting the project Specifications prior to shipment to the site. The Manufacturer shall make available all necessary personnel and equipment to assist the CQA Consultant in retrieving conformance samples of the geomembrane material. Sampling Procedures The samples will be taken from selected rolls and cutting full-width, 3 feet long, samples from the outer wrap of the selected roll(s). The outer revolution of geomembrane shall be discarded before the test sample is taken. The sample rolls must be relabeled for future identification. The CQA Consultant shall mark the roll direction on the samples with an arrow. Unless otherwise specified, samples shall be taken at a rate of one per batch or one per 100,000 ft2, whichever is the most frequent. Test Procedures Conformance testing shall be conducted in accordance with the test methods stated in Tables 1 and 2 of GRI Test Method GM13 (latest version) for HDPE geomembranes and Tables 1 and 2 of GRI Test Method GM17 (latest version) for LLDPE geomembranes and include the following properties: • Density; • Carbon black content; • Carbon black dispersion; • Melt index; • Thickness; • Tensile strength; and • Tear resistance. 3.3.2.4 Test Results The CQA Consultant shall examine all results from laboratory conformance testing and shall report any nonconformance to the ENGINEER. Construction Quality Assurance Plan 10 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.3.2.4.1 Procedures in Event of a Conformance Test Failure The procedures described in the project specifications shall be followed. The CQA Consultant shall document actions taken in conjunction with conformance test failures. 3.3.3 Delivery 3.3.3.1 Transportation and Handling The CQA Consultant shall verify that: • Handling equipment used on the site does not damage the geomembrane; and • The Installer’s personnel handle the geomembrane with care. Upon delivery at the site, the Installer and the CQA Consultant shall conduct a surface observation of all rolls for defects and for damage. This examination shall be conducted without unrolling rolls unless defects or damages are found or suspected. • Rolls, or portions thereof, which should be rejected and removed from the site because they have severe flaws; and • Rolls which include minor repairable flaws. 3.3.3.2 Storage The CQA Consultant shall verify that the geosynthetic materials staging area is well draining, that the materials are covered, protected and stay dry during storage. 3.4 GEOMEMBRANE INSTALLATION 3.4.1 Earthwork 3.4.1.1 Surface Preparation The CONTRACTOR shall be responsible for preparing the supporting soil according to the Specifications. The CQA Consultant shall verify that: • A qualified land surveyor, licensed in the State in which the project work is conducted, has verified all lines and grades; • That the supporting soils meet the density specification and provide a firm foundation; Construction Quality Assurance Plan 11 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina • Surface of the subgrade has been prepared and has been certified as acceptable to the Installer; and • The surface is generally free of irregularities, rocks, sticks, roots, loose soil, and abrupt changes in grade which may cause damage to the geomembrane and require its repair after deployment; In general, at any time before and during the geomembrane installation, the CQA Consultant shall indicate to the CONTRACTOR locations, which may not provide adequate support to the geomembrane. 3.4.2 Geomembrane Placement 3.4.2.1 Field Panel Identification It shall be the responsibility of the CQA Consultant to ensure that each field panel shall be given an “identification code” (number or letter-number) consistent with the layout plan. This field panel identification code should be as simple and logical (manufacturing roll numbers are usually cumbersome and are not related to location in the field). 3.4.2.2 Field Panel Placement 3.4.2.2.1 Location The CQA Consultant shall verify that field panel installation follows the Installer’s layout plan, as approved or modified. 3.4.2.2.2 Installation Schedule The CQA Consultant shall: • Evaluate every change in the schedule proposed by the Installer. • Verify that the condition of the supporting soil has not changed detrimentally during installation. • Record the identification code, location, and date of installation of each field panel. 3.4.2.2.3 Weather Conditions Geomembrane placement shall not proceed: • At ambient temperatures below 40°F or above 104 °F unless authorized by the CQA Consultant. • During any precipitation, in an area of ponded water, or during excessive winds. The CQA Consultant shall verify that the above conditions are fulfilled. Additionally, the CQA Consultant shall verify that the supporting soil has not been damaged by weather conditions. Construction Quality Assurance Plan 12 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.4.2.2.4 Method of Placement The CQA Consultant shall verify that: • Any equipment used does not damage the geomembrane by handling, trafficking, heat, leakage of hydrocarbons or other means; • The prepared surface underlying the geomembrane has not deteriorated since previous acceptance, and is still acceptable immediately prior to geomembrane placement; any geosynthetic elements immediately underlying the geomembrane are of acceptable cleanliness and are free of debris; • All personnel working on the geomembrane do not smoke, wear shoes which may damage the geomembrane, or engage in other activities which could damage the geomembrane; • The method used to unroll the panels does not cause scratches or crimps in the geomembrane and does not damage the supporting soil; • The method used to place the panels minimizes wrinkles (especially differential wrinkles between adjacent panels); • Adequate temporary loading and/or anchoring using sand bags has been placed to prevent uplift by wind. The loading should be continuous along the edges of panels to minimize the risk of wind flow under the panels; • All field seaming and installation of appurtenances (sumps, etc.) are done in accordance with the plans and Specifications; and • Direct contact of equipment with the geomembrane is minimized; i.e., the geomembrane is protected by geotextile, extra geomembrane, or other suitable materials, in areas where heavy traffic may be expected. 3.4.2.2.5 Damage The CQA Consultant shall visually examine each panel, after placement and prior to seaming, for damage. Damaged panels or portions of damaged panels, which have been rejected, shall be marked, and their removal from the work area recorded by the CQA Consultant. Repairs shall be made according to procedures described in the project specifications. As a minimum, The CQA Consultant shall ensure that each panel is placed in such a manner that it is unlikely to be damaged, and any tears, punctures, holes, thin spots, etc., are marked for repair or the panel is rejected. Construction Quality Assurance Plan 13 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.4.3 Field Seaming 3.4.3.1 General Seaming Procedure The CQA Consultant shall verify that the seaming procedures listed in the project specifications are followed. • The CQA Consultant shall log all appropriate temperatures and conditions, and shall log and report any non-compliance. • The CQA Consultant shall observe all trial seam procedures and log the date, hour, ambient temperature, number of seaming unit, name of seamer, and pass or fail description. Additional samples may be cut from the remainder of the trial seam to be archived by the OWNER, and/or tested by the CQA Laboratory or CQA Consultant. 3.4.3.2 Seam Preparation The CQA Consultant shall verify that: • Prior to seaming, the seam area is clean and free of moisture, dust, dirt, debris of any kind, and foreign material; • If seam overlap grinding is required, the process is completed according to the Manufacturer’s Specification, and in a way that does not damage the geomembrane; the depth of the abrasion must not exceed 10 percent of the nominal material thickness; • Seams are aligned without wrinkles and “fishmouths”. 3.4.3.3 Weather Conditions for Seaming The CQA Consultant shall verify that the weather conditions are suitable for seaming or determine if the installation should be stopped or postponed. 3.4.3.4 Overlapping and Temporary Bonding The CQA Consultant shall verify that: • The panels of geomembrane have a finished overlap, sufficient to allow peel tests to be performed on the seam; Construction Quality Assurance Plan 14 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina • No solvent or adhesive is used unless the product is approved in writing by the ENGINEER (samples shall be submitted to the ENGINEER for testing and evaluation); and • The procedure used to temporarily bond adjacent panels together does not damage the geomembrane (in particular, the temperature of hot air at the nozzle of any spot seaming apparatus is controlled such that the geomembrane is not damaged. “Damage” includes a loss in durability). 3.4.4 Nondestructive Seam Continuity Testing The CQA Consultant shall: • Observe continuity testing; • Record location, date, time, name of tester, and outcome of all testing; and • Inform the Installer of any required repairs. The Installer shall complete any required repairs in accordance with the project specifications. The CQA Consultant shall: • Observe the repair and re-testing of the repair; • Mark on the geomembrane that the repair has been made; and • Record location, date, time, name of tester, and outcome of all testing. 3.4.5 Destructive Testing 3.4.5.1 Sampling Procedure The CQA Consultant shall: • Observe sample cutting; • Assign a number to each sample, and mark it accordingly; record the reason for taking the sample at this location (e.g., statistical routine, suspicious feature of the geomembrane). 3.4.5.2 Field Testing The CQA Consultant shall witness field tests and mark samples and portions with their number. The CQA Consultant shall also log the date and time, number of seaming unit, name of technician, seaming apparatus temperatures and speeds, pass or fail description. Construction Quality Assurance Plan 15 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.4.5.3 Construction Quality Assurance Laboratory Testing Destructive test samples shall be packaged and shipped by the CQA Consultant to the CQA Laboratory. The CQA Consultant shall be responsible for storing the archive samples. Test samples shall be tested by CQA Laboratory. Testing shall follow GRI Test Method GM19. The minimum acceptable values to be obtained in these tests are those indicated in GRI Test Method GM19 The CQA Laboratory shall provide test results within 24 hours after they receive the samples. The CQA Consultant shall review laboratory test results as they become available. 3.4.5.4 Destructive Sample Pass/Fail Criteria The CQA Consultant shall document all laboratory results for destructive samples to assure that they meet the requirements set forth in the project specifications and GRI Test Method GM19. 3.4.5.5 Procedures for Destructive Test Failure The CQA Consultant shall document all actions taken in conjunction with destructive test failures to verify that they meet the requirements set forth in the project specifications. 3.4.6 Defects and Repairs 3.4.6.1 Verification of Repairs The CQA Consultant should observe nondestructive testing of repairs and record the date of the repair and test outcome. 3.4.6.2 Large Wrinkles The CQA Consultant shall indicate which wrinkles should be cut and repaired by the Installer. The repair thus produced shall be tested like any other repair. 3.4.7 Backfilling of Anchor Trench The CQA Consultant shall observe the backfilling operation. 3.4.8 Lining System Acceptance The CQA Consultant shall verify that installation has proceeded in accordance with the CQA Plan for the project. Construction Quality Assurance Plan 16 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.4.9 Materials in Contact with the HDPE Geomembrane 3.4.9.1 Soils The CQA Consultant shall verify that the Specifications are consistent with the state of practice such as: • Placement of soils on the geomembrane shall not proceed at an ambient temperature below 40°F nor above 104°F unless otherwise specified; • A geotextile or other cushion approved by the ENGINEER may be installed between a drainage layer and the geomembrane; • Equipment used for placing soil shall not be driven directly on the geomembrane; • A minimum thickness of 1 foot of drainage material is specified between a light dozer (such as a wide pad Caterpillar D-5 or lighter) and the geomembrane; • A minimum thickness of 4 feet of soil/stone is specified between rubber-tired vehicles and the geomembrane; and • In heavily trafficked areas such as access ramps, soil/stone thickness should be at least 4 feet. • Verify the required soil thickness; and that placement of soil is done in such a manner that geomembrane damage is unlikely. 3.4.10 Sumps and Appurtenances The CQA Consultant shall review the Specifications and verify the use of geosynthetic layers between structures and geomembrane. The CQA Consultant shall verify that: • Installation of the geomembrane in sump and appurtenance areas, and connection of geomembrane to sumps and appurtenances have been made according to Drawings and Specifications; • Welding around appurtenances is complete since neither non-destructive nor destructive testing may be feasible in these areas; and • The geomembrane has not been visibly damaged while making connections to sumps and appurtenances. Construction Quality Assurance Plan 17 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.5 GEOTEXTILE 3.5.1 Manufacturing The CQA Consultant shall examine all manufacturer certifications to ensure that the property values listed on the certifications meet or exceed those specified for the particular type of geotextile. 3.5.2 Labeling The CQA Consultant shall examine rolls upon delivery and note any deviation from the requirements listed in the project specifications. 3.5.3 Shipment and Storage The CQA Consultant shall observe rolls upon delivery at the site and note any deviation from the requirements listed in the project specifications. Any damaged rolls shall be rejected and replaced at no additional cost to the OWNER. 3.5.4 Conformance Testing 3.5.4.1 Tests In-Plant Material Conformance Test Sampling The CQA Consultant shall arrange for the CQA Laboratory to sample the geotextile material in-plant and ship these samples to their laboratory for conformance testing as outlined in the project specifications. The CQA Consultant shall report any nonconformance of sampling procedures as outlined in the project specifications. NOTE: All geotextiles used for this project shall be from the same lot unless otherwise approved by the CQA Consultant. The manufacturer or supplier shall perform additional conformance testing, at no additional cost to the OWNER. 3.5.4.2 Sampling Procedures The samples will be taken from selected rolls by removing the protective wrapping and cutting full-width, 1-m-long (3-ft-long) samples from the outer wrap of the selected roll(s). The outer revolution of geotextile is to be discarded before the test sample is taken. The sample rolls must be relabeled for future identification. Items to be considered are the following: Construction Quality Assurance Plan 18 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina • The conformance test samples shall be identified by type, style, or lot and roll numbers. The machine direction should be noted on the sample(s) with a waterproof marker. • A lot is defined as a unit of production, a group of other units, rolls having one or more common properties, and being readily separable from other similar units. • Unless otherwise stated, sampling should be based on one per lot or one per 100,000 sq ft, whichever is greater. 3.5.4.3 Test Procedures Conformance testing shall be shall be conducted in accordance with the most recent versions of GRI Test Method GT12(a) for geotextile cushions and GRI Test Method GT13(a) (moderate survivability) for geotextile separators, and include the following properties: Mass per unit area Grab tensile strength Trapezoidal tear strength Puncture strength Permittivity* Apparent opening size* *Only if geotextile is to be used as a filter/separator 3.5.4.4 Test Results The CQA Consultant shall examine all results from laboratory conformance testing. 3.5.4.5 Conformance Test Failure The CQA Consultant shall document actions taken in conjunction with conformance test failures as outlined in the project specifications. 3.5.5 Handling and Placement The CQA Consultant shall note any noncompliance to the project specifications. 3.5.6 Seams and Overlaps The CQA Consultant shall note any noncompliance to the project specifications. 3.5.7 Repair The CQA Consultant shall observe any repair, note any noncompliance with the requirements listed in the project specifications. Construction Quality Assurance Plan 19 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 3.5.8 Placement of Soil Materials The Installer shall place cover soil materials on top of a geotextile in such a manner as to ensure no damage to the geotextile such as slippage on underlying layers, and tensile stresses in the geotextile. 3.6 GEOCOMPOSITE 3.6.1 Manufacturing The CQA Consultant shall examine all manufacturer’s certifications to ensure that the property values listed on the certifications meet or exceed those specified. 3.6.2 Labeling The CQA Consultant shall examine rolls upon delivery and note any deviation from the requirements listed in the project specifications. 3.6.3 Shipment and Storage The CQA Consultant shall verify that geocomposite materials are free of soil and dust before installation and shall record the observation of this verification. Washing operations shall be observed by the CQA Consultant. 3.6.4 Conformance Testing 3.6.4.1 Tests In-Plant Material Conformance Test Sampling The CQA Consultant shall arrange for the CQA Laboratory to sample the geocomposite material in-plant and ship these samples to their laboratory for conformance testing as outlined in the project specifications. The CQA Consultant shall report any nonconformance of sampling procedures as outlined in the project specifications. NOTE: All geocomposite used for this project shall be from the same lot unless otherwise approved by the ENGINEER. The manufacturer or supplier shall perform additional conformance testing, at no additional cost to the OWNER. As a minimum, the following tests shall be performed on geocomposite: Construction Quality Assurance Plan 20 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina Geotextile apparent opening size Geotextile puncture strength Geocomposite transmissivity 3.6.4.2 Sampling Procedures The samples will be taken from selected rolls by removing the protective wrapping and cutting full-width, 1-m-long (3-ft-long) samples from the outer wrap of the selected roll(s). The outer revolution of geocomposite is to be discarded before the test sample is taken. The sample rolls must be relabeled for future identification. Items to be considered are the following: • The conformance test samples shall be identified by type, style, or lot and roll numbers. The machine direction should be noted on the sample(s) with a waterproof marker. • A lot is defined as a unit of production, a group of other units, rolls having one or more common properties, and being readily separable from other similar units. • Unless otherwise stated, sampling should be based on one per lot or one per 100,000 sq ft, whichever is greater. 3.6.4.3 Test Results The CQA Consultant shall examine all results from laboratory conformance testing. 3.6.4.4 Conformance Test Failure The CQA Consultant shall document actions taken in conjunction with conformance test failures as outlined in the project specifications. 3.6.5 Handling and Placement The CQA Consultant shall note any noncompliance to the project specifications. 3.6.6 Repair The CQA Consultant shall observe repairs, note any noncompliance to the project specifications. 3.6.7 Placement of Soil Materials Any noncompliance to the project specifications shall be noted by the CQA Consultant. Construction Quality Assurance Plan 21 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina If portions of the geocomposite are exposed, the CQA Consultant shall periodically place marks on the geocomposite and the underlying geomembrane and measure the elongation of the geocomposite during the placement of soil. 3.7 GEOSYNTHETIC CLAY LINER (GCL) 3.7.1 Storage Geosynthetic clay liner rolls must always be stored in a location where they shall not be exposed to moisture. 3.7.2 Handling & Placement On slopes, geosynthetic clay liner should be placed with overlap oriented parallel to the maximum slope (i.e. down the slope). Adjoining panels of geosynthetic clay liner should be overlapped a minimum of six inches (6”). Geosynthetic clay liner should never be installed in standing water or during rain. Geosynthetic clay liner should always be installed with appropriate side up. Rolls should be pulled tight to smooth out any creases or folding. Precautions should be taken to avoid damage to any underlying geosynthetic materials while placing the geosynthetic clay liner. Cover geosynthetic clay liner with geomembrane or other cover materials after placement to avoid damage from precipitation. 3.7.3 Repairs Repairs to cuts or tears in installed material should extend a minimum of six inches (6”) beyond the area in need of repair. Repair pieces should be held in place until cover material has been placed. 3.8 COMPOSITE GEOSYNTHETIC CLAY – FLEXIBLE MEMBRANE LINERS 3.8.1 Manufacturing The composite geosynthetic clay and polyethylene geomembrane liner (GCL-FML) manufacturer shall provide the Engineer and the CQA Consultant with a list of guaranteed properties for the GCL to be supplied. The GCL-FML manufacturer shall provide the ENGINEER and the CQA Consultant with a written certification signed by an officer or the MQC Manager that the GCL-FML delivered has properties that meet or exceed the guaranteed properties. Construction Quality Assurance Plan 22 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina The CQA Consultant shall examine all manufacturers’ certifications to ensure that the property values listed on the certifications meet or exceed those specified. 3.8.2 Labeling The GCL-FML manufacturer shall identify all rolls with the following: • Manufacturer's name; • Product identification; • Lot number; • Roll number; and • Roll dimensions. The CQA Consultant shall examine rolls upon delivery and verify the above. 3.8.3 Shipment and Storage The GCL-FML should be wrapped in packaging resistant to photodegradation by ultraviolet (UV) light and protected against exposure to excessive moisture during shipping and storage. The wrapping should be removed less than one hour before placement. 3.8.4 Handling and Placement The Installer shall handle the GCL-FML in a manner such that it is not damaged in any way. On slopes, the GCL-FML shall be secured in the anchor trench and rolled down the slope in such a manner as to continually keep the GCL-FML in tension. If necessary, the GCL-FML shall be positioned by hand after being unrolled to minimize wrinkles. The CQA Consultant shall verify the above. 3.8.5 Joining A. Adjacent GCL-FML panels shall be joined according to the Manufacturer’s recommendations, the Manufacturer’s Installation Guide, construction drawings and Specifications. Supplemental bentonite, if required, will be applied per the Manufacturer’s recommendations and the Manufacturer’s Installation Guide. As a minimum, the following requirements shall be met: • Adjacent panels shall be overlapped. • Along panel edges, laps shall be a minimum of 6 in., and end of roll laps shall be a minimum of 24 in.; • Seams should be shingled in the direction of the grade to prevent runoff from entering the overlap; The CQA Consultant shall verify the above. 3.8.6 Repair Construction Quality Assurance Plan 23 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina Any holes or tears in the GCL-FML shall be repaired by placing a patch extending 2 ft. beyond the edges of the hole or tear. The patch shall be lapped over the original GCL-FML a minimum of 2 ft and shall have a beaded bentonite seam at the exterior edge of the patch. The CQA Consultant shall observe repairs. 3.8.7 Cover Placement Cover placed over the GCL-FML is to be placed such that: • The GCL-FML and underlying lining materials are not damaged; • Minimal slippage of the GCL-FML on underlying layers occurs; and • No excess tensile stresses occur in the GCL-FML. 3.9 DOCUMENTATION 3.9.1 Daily Reports The CQA Consultant shall complete a daily report and logs on prescribed forms, outlining all of the monitoring activities for that day. The area, panel numbers, and seams completed, and measures taken to protect unfinished areas overnight should be identified. Failed seams or other panel areas requiring remedial action must be identified with regard to nature of action, required repair, and location. Repairs completed must also be identified. Any problems or concerns with regard to operations on site should also be noted. 3.9.2 Record Drawings Record Drawing shall be prepared by the Geomembrane Installer. The Record Drawing shall include the following information for geomembrane: • Scaled drawing of the completed installation; • Panels shown and labeled in their relative locations; • Location of all destructive test samples; and • Location of all repairs The Project Record Drawings shall address each layer of soil liner, geomembrane and drainage layer for landfill liner expansion, or intermediate cover, geomembrane, and final cover soil for landfill closure; and if necessary, another drawing that identifies problems or unusual conditions of the geotextile or geocomposite layers. In addition, applicable cross-sections shall show layouts of geocomposite and geotextile that are unusual or different from the design drawings. 3.9.3 Final Certification Report A Final Certification Report shall be prepared by the CQA Consultant and submitted upon completion of the work. This report shall include all reports prepared by the CQA Consultant personnel, summarize the activities of the project, and document all aspects of the Construction Quality Assurance Plan 24 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina quality assurance program performed. The Final Certification Report shall include as a minimum the following information: • Personnel involved with the project; • Scope of work and outline of project; • Quality assurance methods; • Test results (destructive and non-destructive, including laboratory tests); • Certification sealed and signed by a registered Professional Engineer licensed in the State in which the project work is conducted. • Record Drawings, sealed and signed by a registered Surveyor or Professional Engineer, licensed in the State in which the project work is conducted. 4.0 LEACHATE COLLECTION PIPING 4.1 INTRODUCTION This section of the plan addresses the quality assurance of the installation of all pipes and manholes used on the project in the leachate collection and removal system (LCRS) including, leachate collection pipes and leachate transmission pipes. 4.2 SCOPE 4.2.1 General The work addressed under this section shall facilitate proper construction of all LCRS piping installed in or outside the disposal cells on the project. All work shall be constructed to the lines, grades, and dimensions indicated on the project plans, in accordance with the project specifications, or as required by the OWNER and ENGINEER. The CQA Consultant shall issue a written daily report of activities. These reports shall include, as a minimum, observations and test results as well as problems encountered and solutions achieved. Construction reports summarizing significant events, as well as addressing all problems encountered and their solutions, shall be issued weekly to the OWNER and ENGINEER. The format of these reports shall be established at the pre-construction meeting. 4.3 MANUFACTURING AND DELIVERY OF MATERIALS 4.3.1 Pipe, Fittings, and Manholes It is a requirement of the contract that prior to delivery of materials, the CONTRACTOR shall submit detailed or shop drawings and manufacturer’s specifications of all materials to be furnished for the project. These drawings and specifications shall be reviewed by the ENGINEER to determine if the materials meet the requirements of the contract specifications. The submittals shall be either approved or rejected. Rejection shall require a resubmission of the information. Construction Quality Assurance Plan 25 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina 4.3.2 Delivery Upon delivery, the CQA Consultant shall inspect all pipes, fittings, and other appurtenances for conformity with the specifications and proper storage. The CQA Consultant may prescribe corrective repairs or may reject the material as deemed necessary. 4.4 INSTALLATION OF PIPES AND MANHOLES 4.4.1 Testing Testing shall be done on sections of pipeline as determined ready for testing by the CQA Consultant. 4.4.1.1 Examination of Materials All pipes, fittings, manholes, and other appurtenances shall be examined carefully for damage and other defects immediately before installation. Defective materials shall be marked and the deficiency shall be corrected or the material shall be rejected and replaced as deemed necessary by the CQA Consultant. 4.4.1.2 Alignment and Gradient The alignment of the pipe shall be surveyed by a surveyor licensed in the State in which the project work is conducted. Alignment and gradient of gravity leachate pipes between manholes shall also be checked by the CQA Consultant by sighting from one manhole to a brigh light held at the next manhole. Should alignment vary horizontally more than 1/4 the diameter of the pipe, that is, sags and rises be found in the grade, the CONTRACTOR shall locate and correct the defective joints to the satisfaction of the CQA Consultant. 4.4.1.3 Leak Testing of Leachate Transmission Lines 4.4.1.3.1 Infiltration Test Infiltration test shall be performed only when the line is below the water table to provide a minimum of four feet of head above the top of the pipe at the highest elevation being tested. A weir shall be installed in the lower end of the section being tested and measurement of the depth of flow over the weir recorded at 15-minute intervals for one hour. 4.4.1.3.2 Exfiltration Test Construction Quality Assurance Plan 26 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina Exfiltration test shall be performed after replacement of broken or cracked pipe, repair of defective joints, and verification of the pipe installation for line and grade, and after cleaning and conditioning the pipe free from deposits, joint drippings, extrusions, or from foreign matter of any kind. Each section of line between manholes, or for longer distances if allowed before backfilling, shall be maintained completely full of water for a period of not less than 30 minutes to allow for absorption of water by the sewer. By use of pre-installed riser sections of pipes at manholes if necessary, or by plumbers plugs and riser, a column of water shall then be maintained at least four feet above the uppermost top section of pipe under test for lines with grades of one percent or less, and to one inch above the crown of the upper end of the pipe, for grade between one to five percent, and as the CQA Consultant directs, for greater grades. In case the water table in the trench at the time of the test is above the highest invert of the sewer section under test, the column of water above specified shall be accordingly increased. 4.4.1.3.3 Air Test Air test shall be performed on all leachate transmission lines with grade greater than five percent as outlined below. Conduct air test when pipe is clean. Plug line at each manhole with pneumatic balls. Introduce low pressure air into plugged line until internal air pressure reaches 4.0 psig greater than average back pressure of any groundwater pressure that may submerge the pipe. Allow at least two minutes for air temperature to stabilize before readings are taken and timing started. Portion being tested shall pass if it does not lose air at a rate to cause pressure to drop from 3.6 to 3.0 psig (greater than average back pressure of any groundwater that may submerge the pipe) in less time than listed below: Pipe Diameter in Inches Minimum Allowable Minutes 3.6 - 3.0 psig Pressure 8 or less 4.0 In lieu of standard exfiltration test, CONTRACTOR may make air tests on lines. 4.4.1.3.4 Infiltration - Exfiltration Test Infiltration - exfiltration test shall be made by the CONTRACTOR immediately upon completion of the first run of pipe between two manholes, under the direction of the CQA Representative. The remainder of the sewer installation may be tested Construction Quality Assurance Plan 27 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina as the work progresses or upon completion of the project at the option of the CONTRACTOR. 4.4.1.3.5 Leakage Leakage shall not exceed 200 gallons per day per mile of pipe per inch of pipe diameter. Acceptance of line shall not be made until test requirements have been met. CONTRACTOR shall locate and repair defects until leakage is within permitted allowance. 4.4.1.4 Pipe Bedding and Backfill The gradation and compaction of pipe bedding shall be tested by the contractor to verify compliance with contract specifications. END OF CONSTRUCTION QUALITY ASSURANCE PLAN Test Method Fill Soil Liner/Cap Drainage Layer Pre- Construction Construction Construction Pre- Construction Construction Particle Size Analysis of Soils ASTM D422 One/Material One/Material(1) NA NA 1/10,000 CY(2) Unified Soil Classification System ASTM D2487 One/Material One/Material(1) NA NA NA Moisture Content of Soil Lab Method ASTM D2216 One/Material One/Material(1) NA NA NA Atterberg Limits ASTM D4318 One/Material One/Material(1) NA NA NA Specific Gravity ASTM D854 One/Material One/Material(1) NA NA NA Standard Proctor ASTM D698 One/Material One/Material(1) NA NA NA In-place Density by Sand Cone ASTM D1556 or Drive Cylinder ASTM D2937 NA 1/Acre 1/Lift/Acre NA NA In-place Density and Water Content by Nuclear Method ASTM D6398 NA 5/Acre 5/Lift/Acre NA NA Soil Moisture By Direct Heating ASTM D4959 NA 1/Acre 1/Lift/Acre NA NA NA – Not Applicable (1) required only if material changes (2) for each material provided PREPARED FOR: ROBESON COUNTY SOLID WASTE MANAGEMENT 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 PERMIT NO. 7803-CDLF-1997 ROBESON COUNTY LANDFILL C&D LANDFILL EXPANSION VOLUME 2, SECTION V OPERATIONS PLAN JULY 2009 REVISED APRIL 2017 PREPARED BY: 9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: 704.817.2037 FAX: 704.837.2010 JOYCE PROJECT NO: 820.1703.11 TASK 1 Operations Plan i Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 VOLUME 2, SECTION V OPERATIONS PLAN TABLE OF CONTENTS 1.0 GENERAL FACILITY OPERATIONS .............................................................................. 1 1.1 OVERVIEW ................................................................................................................... 1 1.2 CONTACT INFORMATION ...................................................................................... 1 1.2.1 Robeson County ..................................................................................................... 1 1.2.2 North Carolina Department of Environmental Quality (NCDEQ) ................. 2 1.3 ACCESS CONTROL (15A NCAC 13B .0542 (j)) .................................................. 2 1.3.1 Physical Restraints ................................................................................................... 2 1.3.2 Security .................................................................................................................... 2 1.4 SIGNAGE ....................................................................................................................... 2 1.5 COMMUNICATIONS ................................................................................................. 3 1.6 FIRE AND SAFETY .................................................................................................... 3 1.6.1 Fire Control ............................................................................................................. 3 1.6.2 Safety ........................................................................................................................ 4 1.7 SEVERE WEATHER CONDITIONS ....................................................................... 4 1.7.1 Ice Storms ................................................................................................................. 4 1.7.2 Heavy Rains ............................................................................................................. 4 1.7.3 Electrical Storms ..................................................................................................... 4 1.7.4 Windy Conditions .................................................................................................... 4 1.7.5 Violent Storms ......................................................................................................... 5 1.8 EQUIPMENT REQUIREMENTS ............................................................................. 5 1.9 PERSONNEL REQUIREMENTS ............................................................................. 5 1.10 UTILITIES ..................................................................................................................... 6 1.11 RECORD KEEPING PROGRAM (15A NCAC 13B .0542(n)) ............................ 6 2.0 WASTE HANDLING OPERATIONS ................................................................................ 6 2.1 OVERVIEW ................................................................................................................... 6 2.2 ACCEPTABLE WASTES ............................................................................................. 7 2.2.1 MSW Landfill Units ............................................................................................... 7 2.2.2 C&D Landfill Unit (15A NCAC 13B .0542 (c)) .................................................. 7 2.2.3 Yard Waste Storage and Processing Area ............................................................. 7 2.3 PROHIBITED WASTES ............................................................................................. 8 2.3.1 MSW Landfill Units .............................................................................................. 8 2.3.2 C&D Landfill Unit (15A NCAC 13B .0542(e)) ................................................... 8 2.3.3 Yard Waste Storage and Processing Area ......................................................... 8 2.4 WASTE SCREENING PROGRAMS ........................................................................ 8 2.4.1 Waste Receiving and Inspection ......................................................................... 9 2.4.2 Hazardous Waste Contingency Plan ................................................................... 9 2.5 WASTE DISPOSAL ................................................................................................... 10 2.5.1 Access ..................................................................................................................... 10 2.5.2 General Procedures ................................................................................................. 10 2.5.3 MSW Landfill Units ............................................................................................... 11 2.5.4 Special Waste Management .................................................................................... 12 Operations Plan ii Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 2.5.5 Daily or Periodic Cover ....................................................................................... 14 2.5.6 Intermediate Cover ................................................................................................ 14 2.5.7 Height Monitoring .................................................................................................. 14 2.6 DECONSTRUCTION OF MOBILE HOMES ....................................................... 14 2.7 USED TIRE STORAGE AREA ................................................................................ 14 2.8 WHITE GOODS HANDLING AREA ..................................................................... 14 2.9 YARD WASTE STORAGE AND PROCESSING AREA ........................................ 15 3.0 ENVIRONMENTAL MANAGEMENT ........................................................................... 15 3.1 OVERVIEW................................................................................................................... 15 3.2 SURFACE WATER CONTROL .................................................................................. 15 3.2.1 Surface Water Run-On Control ............................................................................. 15 3.2.2 Active Face Run-Off Control - MSW Landfill Units ......................................... 16 3.2.3 Erosion Control (15A NCAC 13B .0542 (k)) ..................................................... 16 3.2.4 Sedimentation Control .......................................................................................... 16 3.2.3 Separation of Stormwater/Leachate - MSW Landfill Units .............................. 16 3.3 LEACHATE MANAGEMENT - MSW LANDFILL UNITS ............................... 16 3.3.1 Leachate Collection System (LCS) .................................................................... 17 3.3.2 Leachate Quality Sampling ................................................................................ 18 3.3.3 Record Keeping ..................................................................................................... 18 3.3.4 Leachate Contingency Plan ................................................................................. 18 3.4 WATER QUALITY MONITORING ......................................................................... 18 3.5 LANDFILL GAS (LFG) MANAGEMENT - MSW LANDFILL UNITS ................ 19 3.5.1 Methane Monitoring Program ............................................................................. 19 3.5.2 Record Keeping ..................................................................................................... 19 3.5.3 LFG Contingency Plan ......................................................................................... 19 3.6 LANDFILL GAS (LFG) MANAGEMENT - C&D LANDFILL UNIT .............. 20 3.6 Litter Control (15A NCAC 13B .0542 (f)) .................................................................... 20 3.9 Dust, Odor, Fire and Vector Control 15A NCAC 13B.0542 (h,i) ................................. 21 3.6 VECTOR CONTROL ................................................................................................ 21 3.6.1 MSW Landfill Units ............................................................................................ 21 3.6.2 C&D Landfill Unit ............................................................................................... 21 3.7 ODOR CONTROL ...................................................................................................... 21 3.7.1 MSW Landfill Units ............................................................................................ 21 3.7.2 C&D Landfill Unit ............................................................................................... 21 3.8 DUST CONTROL ....................................................................................................... 21 3.9 LEACHATE SEEPS ................................................................................................... 21 3.10 AIR QUALITY (15A NCAC 13B. 0542 (i) .................................................................. 22 Drawings Drawing No. OP-T Title Sheet Drawing No. OP-L Legend and General Notes Drawing No. OP-01 Existing Conditions Drawing No. OP-02 Site Development Map Drawing No. OP-03 Phasing Plan Operations Plan iii Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 Appendices Appendix V-1 EPA Method 9095 – Paint Filter Liquids Test Appendix V-2 Waste Screening Form Appendix V-3 Cell Activation Forms Appendix V-4 Mobile Home Destruction Appendix V-5 Air Permit Appendix V-6 Leachate Agreement Operations Plan 1 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 1.0 GENERAL FACILITY OPERATIONS 1.1 OVERVIEW This Operations Manual was prepared for operations of the Robeson County Landfill facility (Permit No. 78-03) located off of Highway 20 on Landfill Road near St. Pauls. This document discusses the operation of the following landfill units and other solid waste management activities: • Lined Subtitle D MSW landfill unit (Phases 2 - 12); • Leachate pre-treatment and storage facility (for lined MSW landfill); • C&D Landfill Expansion (lateral expansion over current mobile home destruction area); • Mobile home deconstruction area (to be relocated see section 2.6); • Used tire storage area; • White goods handling area; and • Yard waste storage and processing area. Refer to Drawing No. OP-01 for the location of existing and proposed C&D landfill unit and other solid waste management activities. Site Development Map for the C&D Landfill Expansion is showing on Drawing No. OP-02. Phasing plans were also prepared for the C&D Landfill Expansion (refer to Drawings No. OP-03). The information contained herein was prepared to provide landfill personnel with a clear understanding of how the Design Engineer assumed that the completed facility would be operated. While deviations from the operations outlined here may be acceptable, they should be reviewed and approved by the Design Engineer. Please refer to the appropriate permit application for a detailed discussion and calculations for the individual components of each landfill unit, including phasing plans. Note that this document does not purport to cover the health and safety requirements of the operations of this facility. 1.2 CONTACT INFORMATION All correspondence and questions concerning the operation of the Robeson County Landfill should be directed to the appropriate County and State personnel listed below. For fire or police emergencies dial 911. 1.2.1 Robeson County Robeson County Solid Waste Management Department 246 Landfill Road St. Pauls, NC 28384 Phone: (910) 865-3348 Solid Waste Director: Gene Walters Operations Plan 2 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 1.2.2 North Carolina Department of Environmental Quality (NCDEQ) NCDEQ - Raleigh Central Office (RCO) 217 West Jones Street Raleigh, NC 27603 Phone: (919) 707-8200 NCDEQ - Fayetteville Regional Office (FRO) 225 Green Street, Suite 714 Fayetteville, NC 28301 Phone: (910) 486-1541 1.3 ACCESS CONTROL (15A NCAC 13B .0542 (j)) Limiting access to the landfill facility is important for the following reasons: • Unauthorized and illegal dumping of waste materials is prevented. • Trespassing, and injury resulting therefrom, is discouraged. • The risk of vandalism is greatly reduced. Access to active areas of the landfill will be controlled by a combination of fences and natural barriers, and strictly enforced operating hours. A landfill attendant will be on duty at all times when the facility is open for public use to enforce access restrictions (see also Section 1.9). 1.3.1 Physical Restraints The site will be accessed by the existing entrance on Landfill Road. Scales and an office/scale house are provided at the entrance. All waste will have been weighed prior to being placed in the landfill. The entrance has a gate which will be securely locked during non-operating hours. 1.3.2 Security Frequent inspections of gates and fences will be performed by landfill personnel. The County will arrange for a random security patrol of the main gate to further discourage trespassing. Evidence of trespassing, vandalism, or illegal operation will be reported to the County Solid Waste Director. 1.4 SIGNAGE A prominent sign(s) containing the information required by the Division of Waste Management – Solid Waste Section will be placed at the main landfill entrance. This sign(s) will provide information on operating hours, operating procedures, and acceptable wastes. Additional signage will be provided as necessary within the landfill complex to distinctly distinguish the roadway to the active landfill unit(s). Service and maintenance roads for use by operations personnel will be clearly marked and barriers (e.g., traffic cones, barrels, etc.) will be provided as required. Operations Plan 3 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 1.5 COMMUNICATIONS Two-way radio communication will be maintained between the active landfill unit(s) and the landfill scale house and office. The office/scale house has telephones in case of emergency and for the conduct of day-to-day business. Emergency telephone numbers are displayed in the office/scale house. 1.6 FIRE AND SAFETY 1.6.1 Fire Control Although no open burning of waste is allowed at the facility, the possibility of fire within the landfill or a piece of equipment must be anticipated in the daily operation of the landfill. A combination of factory installed fire suppression systems and/or portable fire extinguishers will be operational on all heavy pieces of equipment at all times. For larger or more serious outbreaks, the local fire department will respond. Fires within the landfill will be limited by the use of daily and intermediate cover as a fire break and control of "hot" loads entering the landfill. Landfill personnel at the scale house will turn away all trucks containing waste that is suspected to be hot. If a hot load is placed on the working face, then the load will be spread as thin as possible and daily cover soil will be immediately placed on the waste to extinguish the fire. In general, fires that break out close to the surface of the disposal area should be excavated and smothered with cover material. Deep fires should be smothered out by placing moist soil on the surface and by constructing soil barriers around the fire. Where the smothering technique fails, the burning material must be excavated and smothered or quenched with water once the burning material is brought to the surface. Water is usually not effective unless it can be directly applied to the burning material. For the lined landfill unit( s), in the event a fire occurs in the first lift of waste immediately above the protective cover layer, the possibility of damage to geosynthetics and collection piping exists. Once the fire is extinguished, the residue must be removed to allow limited inspection of the geosynthetics and piping. Damaged sections of geosynthetics, piping, etc. must be removed and replaced with new items of the same or equal material. The new materials must be placed in accordance with the technical specifications and construction quality assurance (CQA) documents prepared for this facility. The County will verbally notify NCDEQ Solid Waste Section (see Section 1.2.2) within 24 hours of discovery of a fire within any landfill disposal area. In addition, written documentation describing the fire, the actions carried out to extinguish the fire, and a strategy for preventing future occurrences will be provided to NCDEQ Solid Waste Section within 15 days following any such occurrence. Operations Plan 4 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 1.6.2 Safety All aspects of the operation of the landfill facility were developed with the health and safety of the landfill's operating staff, customers, and neighbors in mind. Prior to commencement of operations in the new landfill phase/area, a member of the landfill operating staff will be designated site safety officer. This individual, together with the facility's management will modify the site safety and emergency response program to remain consistent with National Solid Waste Management Association and Occupational Safety and Health Administration (OSHA) guidance. Safety equipment provided includes equipment rollover protective cabs, seat belts, audible reverse warning devices, hard hats, safety shoes, and first aid kits. Landfill personnel will be encouraged to complete the American Red Cross Basic First Aid Course. Other safety requirements as designated by the County will also be implemented. 1.7 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. 1.7.1 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. 1.7.2 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. 1.7.3 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. 1.7.4 Windy Conditions Landfill operations during a particularly windy period may require that the working face be Operations Plan 5 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 temporarily shifted to a more sheltered area. When this is done, the previously exposed face will be immediately covered with daily cover. 1.7.5 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. 1.8 EQUIPMENT REQUIREMENTS The County will maintain on-site equipment required to perform the necessary landfill activities. Periodic maintenance of all landfilling equipment, and minor and major repair work will be performed at designated maintenance zones outside of the landfill. The following equipment (Table 1) is used at the landfill. In general, the type and number of pieces of equipment listed here is expected to be suitable for handling the anticipated waste stream for the duration of C&D Landfill Expansion operations. Equipment needs will be reviewed annually, and additional equipment will be purchased or leased as needed. New equipment will be phased in as older equipment is retired. Table 1. List of Equipments. Type Status Quantity Compactor Active 2 Compactor Reserve 1 Dozer Active 1 Dozer Reserve 1 Excavator Active 1 Articulated Dumps Trucks Active 2 Wheel Loader Active 1 1.9 PERSONNEL REQUIREMENTS At least one member of the landfill supervisory staff will be certified as a Manager of Landfill Operations (MOLO) by the Solid Waste Association of North America (SWANA). Each landfill employee will go through an annual training course (led by supervisory staff) and is certified by SWANA as Landfill Operations personnel. As part of this training, personnel learn to recognize loads which may contain prohibited wastes. At least one trained individual will 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. Operations Plan 6 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 1.10 UTILITIES Electrical power, water, telephone, and restrooms are provided at the landfill office/scale house. 1.11 RECORD KEEPING PROGRAM (15A NCAC 13B .0542(n)) The County will maintain the following records in an operating record at the landfill: A. Current permit(s); B. Inspection reports; C. Audit and compliance records; D. Annual landfill reports; E. Waste inspection records (see Section 2.4); F. Daily tonnage records - including source of generation; G. Waste determination records; H. Quantity, location of disposal, generator, and special handling procedures for all special wastes disposed of at the site; I. List of generators and haulers that have attempted to dispose of restricted wastes; J. Employee training procedures and records of training completed; K. All groundwater monitoring and surface water quality information (See the current Water Quality Monitoring Plan) including: 1. Monitoring well construction records; 2. Sampling dates and results; 3. Statistical analyses; and 4. Results of inspections, repairs, etc. L. Gas monitoring results and remediation measures as required (see Section 3.5.2); All closure and post-closure information, where applicable, including: 1. Notification of intent to close; 2. Testing; 3. Certification; and 4. Recording. N. Cost estimates or financial assurance documentation. 0. A notation of the date and time of cover placement. P. Leachate Records for MSW units only. Q. Documentation of cell activation (see Section 2.5.3.2). Documentation of mobile home deconstruction (see Appendix V-4) The operating record will be kept up to date by the Solid Waste Director or his designee. It will be presented upon request to the Solid Waste Section for inspection. A copy of this Operations Manual will be kept at the landfill and will be available for use at all times. 2.0 WASTE HANDLING OPERATIONS 2.1 OVERVIEW This section describes the required waste handling operations for the Robeson County Landfill Operations Plan 7 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 facility. In addition to the MSW and C&D waste disposed of at this facility, the County also processes used tires and white goods and accepts lead-acid batteries and waste oil. These materials are stored at the landfill facility until there are sufficient quantities for pick up by various recycling contractors. The County also operates a mobile home deconstruction area (see Section 2.6) and a yard waste storage and processing area (see Section 2.9). 2.2 ACCEPTABLE WASTES 2.2.1 MSW Landfill Units Only the waste as defined by NCGS 130A-290(a)(l 8a) generated within the approved service area may be disposed of in the MSW landfill units. In addition, the special wastes described in Section 2.5.4 may also be disposed of in the MSW landfill units. 2.2.2 C&D Landfill Unit (15A NCAC 13B .0542 (c)) Only the following wastes generated within the approved service area may be disposed of in the C&D landfill unit (Note list is in accordance with existing permit): • Land Clearing and Inert Debris Landfill: as defined in 15A NCAC 13B.0101(54) means a facility for the disposal of land-clearing waste, concrete, brick, concrete block, uncontaminated soil, gravel and rock, untreated and unpainted wood, and yard trash. • Land Clearing Waste: as defined in 15A NCAC 13B.0101(53) means solid waste which is generated solely from land-clearing activities, limited to stumps, trees, limbs, brush, grass, and other naturally occurring vegetative material. • Asphalt: in accordance with NCGS 130A-294(m). • Construction and Demolition Debris: as defined in NCGS 130A-290(a)(4) means solid waste resulting solely from construction, remodeling, repair, or demolition operations on pavement, buildings, or other structures, but does not include inert debris, land-clearing debris, or yard debris. • Industrial solid waste that is generated by mobile or modular home manufacturers and asphalt shingle manufacturers in Robeson County. The waste must be separated at the manufacturing site to exclude municipal solid waste, hazardous waste, and other waste prohibited from disposal in a Construction and Demolition Landfill. • Other Wastes as Approved by the Solid Waste Section of the Division of Waste Management. In addition, waste from the deconstruction of mobile homes described in Section 2.6 and the special wastes (asbestos only) described in Section 2.5.4 and may also be disposed of in the C&D landfill unit. 2.2.3 Yard Waste Storage and Processing Area Yard waste (limbs, leaves, pine straw, grass and shrubbery cuttings, etc.) and clean wood waste (pallets and lumber scraps) are accepted for processing within the facility's yard waste storage and processing area (see Section 2.9). Operations Plan 8 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 2.3 PROHIBITED WASTES 2.3.1 MSW Landfill Units The following wastes are prohibited from disposal within the MSW landfill units: • Whole Scrap Tires • Used Oil • White Goods as defined in G.S. 130A-290(a)(44) • Lead Acid Batteries • Yard Waste as defined in G.S. 130A-290(a)(45). • Construction and Demolition Debris (C&D) (Except when allowed by the County) • Aluminum Cans In addition, operating criteria prohibit other materials from disposal within the MSW landfill units. These materials include: • Hazardous waste as defined by NCGS 130A-290(a)(8), including hazardous waste from conditionally exempt small quantity generators. • Polychlorinated biphenyls (PCB) wastes as defined in 40 CFR 761 with the exception of trace amounts found in materials such as consumer electronics. • Bulk or non-containerized liquid wastes unless the waste is household waste other than septic waste and waste oil; or the waste is leachate or gas condensate derived from the MSW landfill unit. A liquid determination will be performed by the paint filter test (see Appendix A for apparatus and procedure). • Containers holding liquid wastes unless the waste is household waste. 2.3.2 C&D Landfill Unit (15A NCAC 13B .0542(e)) Only wastes, as defined in Section 2.2.2 above may be accepted for disposal in the C&D landfill unit. No other wastes may be accepted. 2.3.3 Yard Waste Storage and Processing Area Only wastes as defined in Section 2.2.3 above may be accepted. No other waste may be accepted. Unacceptable wastes found in this area, if not otherwise prohibited, will be routed to either the MSW or C&D landfill unit as appropriate. 2.4 WASTE SCREENING PROGRAMS In order to assure that prohibited wastes are not entering the landfill facility, screening programs have been implemented at the landfill. Waste received at both the scale house entrance and waste taken to the working face is inspected by trained personnel. These individuals have been trained to spot indications of suspicious wastes, including: hazardous placarding or markings, liquids, powders or dusts, sludges, bright or unusual colors, drums or commercial size Operations Plan 9 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 containers, and "chemical" odors. Screening programs for visual and olfactory characteristics of prohibited wastes are an ongoing part of the landfill operation. 2.4.1 Waste Receiving and Inspection All vehicles must stop at the office/scale house located at the entrance of the facility and visitors are required to sign-in. All waste transportation vehicles are weighed and the content of the load assessed. The scale attendant(s) requests from the driver of the vehicle a description of the waste it is carrying to ensure that unacceptable waste is not allowed into the landfill. The attendant(s) then visually checks the vehicle as it crosses the scale. Signs informing users of the acceptable and unacceptable types of waste are posted at the scale house. Once passing the scales, the vehicles are routed to the appropriate landfill unit or other area (convenience center, etc.) as appropriate. Vehicles are randomly selected for screening at a rate of approximately 1% of industrial, commercial, and institutional vehicles entering the landfill. However, if something looks suspicious is spotted in any waste load, that load is inspected further. The number of loads inspected is determined by the total vehicle count as per scales tickets. Each calendar year the number is recalculated (For example, currently, about 5 vehicles per week are inspected out of approximately 400 total vehicles per week (1.25%)). Vehicles selected for inspection are directed to an area of intermediate cover adjacent to the working face where the vehicle will be unloaded. Waste is carefully spread using suitable equipment. An attendant trained to identify wastes that are unacceptable at the landfill inspects the waste discharged at the screening site. If unacceptable waste is found, including wastes generated from outside of the service area, the load will be isolated and secured by berming off the area. For unacceptable wastes that are non-hazardous, the Solid Waste Director will then notify officials of NCDEQ Solid Waste Section (see Section 1.2.2) within 24 hours of attempted disposal of any waste the landfill is not permitted to receive in order to determine the proper course of action. For unacceptable wastes that are hazardous, the Hazardous Waste Contingency Plan outlined in Section 2.4.2 will be followed. The hauler is responsible for removing unacceptable waste from the landfill property. If no unacceptable waste is found, the load will be pushed to the working face and incorporated into the daily waste cell. All random waste inspections will be documented by landfill staff using the waste screening form provided in Appendix V -2 . In addition to random waste screening described above, waste unloaded on the active face will be inspected by the equipment operators, trained to spot unacceptable wastes, before and during spreading and compaction. Any suspicious looking waste is reported immediately to the designated primary inspector for further evaluation. 2.4.2 Hazardous Waste 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 Operations Plan 10 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 be employed to isolate the wastes. NCDEQ Solid Waste Section will be notified immediately (see Section 1.2.2) 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 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. The County will assist NCDEQ Solid Waste Section 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 V -2. 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 the County and the Solid Waste Section. 2.5 WASTE DISPOSAL 2.5.1 Access Traffic will be clearly directed to the appropriate active access road. For the active lined landfill unit(s), all vehicles entering the unit will use the active ramp to avoid damaging the liner system. Traffic speed on the ramp should be less than 10 MPH. Rutting of gravel roadway surfaces must be repaired by placement of additional gravel on the roadway and not solely by grading the rut. This will maintain the separator geotextile if placed below gravel roadway surfaces. The location of access roads during waste placement will be determined by operations personnel in order to reflect waste placement strategy. Additionally, access will be maintained for site monitoring locations. 2.5.2 General Procedures For each active landfill unit, waste transportation vehicles will arrive at the working face at random intervals. 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. Operations Plan 11 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 The approach to the working face will be maintained such that two or more vehicles may safely unload side by side. A vehicle tum-around area large enough to enable vehicles to arrive and tum around safely with reasonable speed will be provided adjacent to the unloading area. 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. Personnel will direct traffic necessary to expedite safe movement of vehicles. Waste unloading at the landfill will be controlled to prevent disposal in locations other than those specified by site management. Such control will also be used to confine the working face to a minimum width, yet allow safe and efficient operations. 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 daily/periodic, intermediate, or final cover, as appropriate. 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. Wind screens adjacent to the working face may be used as required to control windblown waste. The use of portable signs with directional arrows and portable traffic barricades will facilitate the unloading of wastes to the designated disposal locations. These 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. 2.5.3 MSW Landfill Units 2.5.3.1 Cell Operations and Phasing Each lined landfill unit is divided into cells. Each cell will be filled in sequence until the entire footprint is covered with waste. Phasing drawings are presented in the appropriate permit application for each landfill unit. It is advantageous to begin to establish final cover grades along the perimeter berms as soon as is possible. This will allow earlier construction of intermediate or final cover to promote "clean" runoff and to spread out final cover construction costs. 2.5.3.2 Cell Activation Before placing waste in a particular area of any cell, that area must be connected to the leachate collection system (LCS) by removing (or suitably perforating) the geosynthetic rain cover (if any) and/or making any required piping connections such that all liquid collected in that area will flow to the sump. Next, just ahead of waste placement operations, the Type GT-S geotextile placed over the gravel columns is to be cut and removed such that waste will be placed in direct Operations Plan 12 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 contact with the coarse aggregate. Once an area has reached its effective capacity, operations will move to the next scheduled area. Prior to placing waste in a new area, it must be connected to the LCS as described above. See Appendix V-3 for cell activation form(s) to be used in the documentation of cell activation activities. 2.5.3.3 Placement of Initial Lift During waste placement operations, the landfill liner system is most vulnerable during the placement of the first lift of waste. The first lift of waste should be comprised of select loads spread on top of the protective cover layer. These select loads must be free of long or large pieces of waste that may push through the protective cover layer and damage the liner system. Workers will be positioned near the working face to check for any waste which could possibly penetrate the protective cover layer. The first lift should be a minimum of four (4) feet thick and provide sufficient area for at least one day's operation without placing other areas of the liner in jeopardy. The side slopes of the liner system are also vulnerable during placement of the first lift of waste. As with the bottom slopes, the first lift of waste against the side slopes should be comprised of select loads. In the event that the landfill staff identifies any damage to any part of the landfill's liner system, they should immediately initiate its repair. Additionally, they should document the damage and the repair as a part of the operating record. 2.5.3.4 Equipment Operations Within the Landfill Both the facility's operational vehicles and waste transportation vehicles must be restricted as follows within the lined landfill: • Equipment operation directly on the protective cover will be limited to rubber-tired vehicles having a maximum ground contact, i.e., tire pressure, of less than 32 psi. • A minimum vertical separation of 3 feet will be maintained between the geomembrane liner and all waste transportation vehicles. • A minimum vertical separation of 5 feet will be maintained between the geomembrane liner and waste compactors. The operation of vehicles within those portions of the landfill not actively receiving waste should be restricted to activities associated with erosion and sedimentation control. 2.5.4 Special Waste Management 2.5.4.1 Asbestos Management (MSW or C&D Landfill Units) The County may dispose of asbestos within either the MSW or C&D landfill units. 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 Operations Plan 13 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 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 Solid Waste Director 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. In general, for the lined landfill unit(s), no asbestos will be stored over gravel columns or over sump areas in order to minimize the potential for future disturbance. 2.5.4.2 Sewage Sludge Management (MSW Landfill Units) Sewage sludge may be accepted for disposal within the MSW landfill units in accordance with Federal and State requirements. Sewage sludge will be co-disposed along with other wastes if the sludge passes the liquids restriction criteria (i.e., the Paint Filter Test) and has an acceptable Toxicity Characteristic Leaching Procedure (TCLP) test. Such testing will be the responsibility of the generator, but landfill staff may conduct spot testing. In order to minimize the potential for clogging of the leachate collection and removal system, sewage sludge will not be placed within the first lift of waste. Sewage sludge may also be used as a soil conditioner incorporated into the vegetative soil layer of the final cover. 2.5.4.3 Spoiled Food and Animal Waste (MSW Landfill Units) The disposal of spoiled foods, animal carcasses, and other animal wastes within the MSW landfill units will be handled as follows. The generator of the material must call in advance to the landfill, and a determination will be made as to whether or not the waste will be accepted. If the waste is approved, the generator will present the waste at a predetermined time. An area for disposal will already have been prepared and the waste will be covered immediately. Operations Plan 14 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 2.5.5 Daily or Periodic Cover 2.5.5.1 MSW Landfill Units At the completion of waste placement each day, a 6-inch layer of earthen material or approved alternate daily cover (ADC) will be placed over the working face. At this time, foam (Rusmar or equal) and tarps are approved for use as ADC. Daily cover is intended to control vectors, fire, odors, and blowing litter. If the County should desire to use an additional ADC, a formal request and an appropriate demonstration will be made to the DWM. 2.5.5.2 C&D Landfill Unit At the completion of waste placement each week, or sooner if the area of exposed waste exceeds one acre in size, a 6-inch layer of earthen material or other material as approved by the Solid Waste Section will be placed over the exposed waste. This periodic cover is intended to control vectors, fire, odors, and blowing debris. 2.5.6 Intermediate Cover A 12-inch layer of soil cover should be placed on all waste surfaces that have not received waste in 30 days but are below final elevation. This intermediate cover should be seeded immediately and graded such that all precipitation run-off is channeled to the surface water systems. 2.5.7 Height Monitoring Approximately every month, the landfill staff will monitor landfill top and side slope elevations with a level. When such elevations approach design grades, the final top-of-waste grades will be staked to limit over-placement of waste. 2.6 DECONSTRUCTION OF MOBILE HOMES The new proposed location for mobile homes processing area is shown on Drawing No. OP-01 - Existing Conditions. The new proposed location is the old soil borrow area. The deconstruction of mobile homes was formerly handled in the C&D Landfill Expansion area. A description of the process is provided in Appendix V-4. 2.7 USED TIRE STORAGE AREA Use tires are collected in an area to the east of the closed Phase 1 landfill unit (see Drawing No OP-01) and placed in up to three trailers. Once one or more trailers are full, the trailer(s) are picked up by a recycling contractor. 2.8 WHITE GOODS HANDLING AREA White goods are collected on an approximate 60 foot by 80-foot concrete pad in an area to the east of the closed Phase 1 landfill unit (see Drawing No OP-01).Within the white goods Operations Plan 15 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 handling area, white goods and scrap metal are stockpiled up to about 10 feet high over the concrete pad. Once the stockpile reaches capacity (typically every month), a recycler removes freon and hauls the white goods scrap metal off-site to be recycled. 2.9 YARD WASTE STORAGE AND PROCESSING AREA The yard waste storage and processing area is located to the southeast of the closed Phase 1landfill unit (see Drawing No. OP-01). The operation of the yard waste storage and processing area is as follows: Acceptable wood and yard wastes are stockpiled to an approximate average height of 10 feet over an area of approximately 2 acres. At that time a contractor is brought in to grind the waste. Once the waste is ground and becomes mulch, it is used either around the site, primarily for surface stabilization, or placed in windrows to be given to the public or otherwise used in the future. 3.0 ENVIRONMENTAL MANAGEMENT 3.1 OVERVIEW This section reviews the overall environmental management tasks required for the successful operation of the landfill facility. Emphasis is given to the supplemental tasks required for the lined landfill units. 3.2 SURFACE WATER CONTROL As used herein, the definition of "surface water" is water which results from precipitation or site run-on that has not contacted the waste. Proper control of surface water at the landfill will accomplish the following goals: • Prevent the run-on of surface water into the lined landfill unit(s) or the active face(s); • Prevent the run-off of surface water that has come into contact with the waste (i.e. leachate); • Limit the erosion caused by surface waters; • Limit sediments carried off-site by surface waters; and • Maximize the SEPARATION of SURFACE water from LEACHATE. Separate erosion and sedimentation control plans have been provided for the various landfill units. These plans describe both short and long term engineered features and practices for preventing erosion and controlling sedimentation at this site. The following is a brief discussion of some of these features and practices, focusing more on the landfill units. 3.2.1 Surface Water Run-On Control The perimeter berms and/or perimeter channels around the landfill unit(s) are designed to prevent the run-on of surface water from adjacent land into the landfill. Additional structures Operations Plan 16 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 such as diversion berms, channels, down pipes, etc. carry surface water away from the landfill. 3.2.2 Active Face Run-Off Control - MSW Landfill Units Particular care is required to ensure that surface water coming from the active face, e.g. having potential contact with the waste, is captured by the leachate collection system (LCS). Only run-off from waste surfaces that have received adequate cover is not considered leachate and should be directed to the stormwater drainage system where practical. 3.2.3 Erosion Control (15A NCAC 13B .0542 (k)) The serviceability of the landfill relies heavily on soil berms, barrier layers, and agricultural layers that are readily eroded by flowing water. Erosion control provisions incorporated in the landfill include the following: • The slope of the working face must be no steeper than 5H:1V where practical to limit erosion of the daily/periodic cover. • Intermediate cover that has been exposed for more than 30 days must be seeded immediately and repaired when erosion features are identified. • Drainage breaks (diversion berms, rain gutters, etc.) are provided on the final cover to limit the flow length of run-off. • Water collected by each drainage break is routed to stormwater drainage channels or down pipes so that the run-off volume does not accumulate going down the slope. • The vegetative soil layer placed over the final cover must be seeded immediately. Additional erosion control measures have been taken within the drainage channels and at points of stormwater discharge. All final cover should be inspected regularly for erosion damage and promptly repaired. 3.2.4 Sedimentation Control Stormwater run-off from the landfill unit(s) is conveyed to one of the on-site sediment basins. These basins should be inspected regularly for sediment build-up or erosion damage. The basins should be cleaned out when sediment fills the lower half of the basin. 3.2.3 Separation of Stormwater/Leachate - MSW Landfill Units The stormwater separation system is accomplished by dividing the MSW landfill units into separate cells to reduce the volume of leachate generated and minimize the impoundment of stormwater within the landfill. The separation system allows stormwater in cells which have not yet received waste to be pumped out of the landfill to perimeter drainage features. During activation of a cell, the Owner will connect the cell to the LCS as discussed in Section 2.5.3.2. 3.3 LEACHATE MANAGEMENT - MSW LANDFILL UNITS The leachate management system for the existing and proposed MSW landfill units consists of the LCS, the leachate transmission piping, pumps, valve boxes, valves, the existing leachate pre- treatment and storage facility. Operations Plan 17 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 Leachate from each MSW landfill unit is collected in the leachate sumps at the low end(s) of each unit. Leachate collected in each sump is pumped to the leachate storage tanks via a HDPE force main. From the storage tanks, the leachate is pumped into tanker trucks and hauled (or may in the future be pumped via force main) to a local wastewater treatment plant (WWTP). A copy of the leachate acceptance agreement is attached in Appendix V-6. Refer to the appropriate permit application for a detailed discussion and details of the leachate management system for each lined landfill unit. 3.3.1 Leachate Collection System (LCS) A blanket drainage layer (either natural and/or geosynthetic drainage media) covers the liner system to collect and remove leachate draining from the waste. In addition, a large flow capacity network of perforated pipe and gravel drains is constructed in the blanket drain. The LCS is designed to remove inflow from a 25-year, 24-hour rainstorm. As such, its capacity is very large compared to that required to accommodate routine leachate generation rates once waste covers the landfill footprint. The LCS has been designed to minimize the impact of long-term biological clogging as follows: • Cleanouts are provided on the major perforated leachate collection pipes; • No geotextiles will be used between the waste and the gravel columns; and • The use of coarse aggregate around collection pipes (gravel columns) allows hydro-washing of the pipe and aggregate to remove biological growth. 3.3.1.1 Drainage Aggregate Maintenance The exposed surface of the drainage aggregate should be inspected monthly and after each large rain storm to check for buildup of sediment on the aggregate. Sediment buildup must be periodically removed carefully with a backhoe. Aggregate that is removed must be replaced with new clean material. Per Section 2.5.3.2, the Type GT-S geotextile overlying the gravel column must be removed just prior to the placement of waste over that portion of gravel column. 3.3.1.2 Collection Pipe Cleanout If abnormal reduction in leachate production is observed, a remote camera inspection of the major leachate collection pipes will be performed. Based on the results of remote camera inspection, those locations of the major perforated pipe system that have sediment or biological growth buildup will be cleaned using high pressure water jetting equipment. The water jetting system should generate greater than 2,000 psi water pressure. Use of the high pressure water jetting equipment should be limited to only those portions of the piping system with buildup. 3.3.1.3 Leachate Removal As constructed, leachate is collected in one or more sumps at the low points of the landfill and is removed from the landfill via a side riser pump. The leachate is routed to the leachate storage tanks via a forcemain. Operations Plan 18 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 Under normal conditions, the County will remove (via pump and haul) leachate from the storage tanks at a rate to maintain a typical volume of 100,000 gallons (approximate 6.5 foot depth in each of two tanks), or less, of leachate in the tanks. This allows ample volume in the tanks to handle the anticipated "surge" event caused by a design storm and minimizes the potential for ponding within the landfill. Additional draw-down of the tanks to a minimum volume of approximately 15,000 gallons (approximate 1-foot depth in each tank) will be performed in advance of predicted heavy rainfall (tropical storm, hurricane, etc.). 3.3.1.4 Operation and Maintenance of Leachate Pumps and Pre-Treatment Facility Operation and maintenance of leachate pumps and the pre-treatment facility shall be in accordance with the appropriate manufacturer's recommendations. The County Solid Waste Director or his designee will be responsible for following and documenting, as required, these activities. 3.3.2 Leachate Quality Sampling Semi-annual leachate quality sampling and analysis will be performed during operation of the Subtitle D MSW landfill units. Samples will be recovered as grab samples from the leachate storage tanks. The parameters to be analyzed will include BOD, COD, temperature, conductivity, pH, ammonia, suspended solids, Appendix I constituents, sulfates, and nitrates. 3.3.3 Record Keeping Accurate records for the following will be maintained at the- landfill in accordance with Section 1.11. Leachate Generation (Monthly): Phases 2 - 6 (Quantity hauled from leachate tanks) Leachate Quality (Semi-Annual): Phases 2 - 6 (At tanks - raw leachate sampling line) 3.3.4 Leachate Contingency Plan In the unlikely event that leachate levels within the existing leachate storage tanks approach the freeboard capacity, due to unforeseen events, the Solid Waste Section will be verbally notified (see Section 1.2.2) and the leachate flow will be shut off and temporarily stored in the landfill until the level of leachate in the tanks can be lowered by pump and haul operations or direct pumping if a force main is in place. Written documentation describing the unforeseen events, the actions carried out to remove the stored leachate, and a strategy for preventing future occurrences will be provided to the Solid Waste Section within 30 days following any such occurrence. 3.4 WATER QUALITY MONITORING The monitoring program and procedures outlined in the current Water Quality Monitoring Plan Operations Plan 19 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 will be followed for the monitoring of site groundwater monitoring wells and surface water monitoring locations. The results of the water quality monitoring program will be placed in the facility operating record as described in Section 1.11. A copy of the Water Quality Monitoring Pan is attached in Volume 2, Section VII of this Permit to Construct Application. 3.5 LANDFILL GAS (LFG) MANAGEMENT - MSW LANDFILL UNITS A landfill gas (LFG) management system is included as part of the design of the MSW landfill units. Refer to the appropriate permit for a detailed discussion and details of the LFG management system for each landfill unit. As the operation and maintenance of this system involves contact with explosive gases, operational staff involved with the operation and maintenance of this system should be specifically trained in the management and response for situations such as fire or explosion, confined space, drilling, and overhead hazards, or any other mechanical hazards addressed by the equipment Manufacturer's literature. Although this manual does not address the operation of the LFG management system, reference is made to the Landfill Gas Operation and Maintenance Manual of Practice prepared by the Solid Waste Association of North America (SWANA), which provides a general body of knowledge concerning the operation and maintenance of these systems. 3.5.1 Methane Monitoring Program The County will implement a routine methane monitoring program to ensure that methane concentrations do not exceed 25 percent of the lower explosive limit (LEL) in facility structures, or 100 percent of the LEL at property boundaries. Gas monitoring wells will be sampled on a quarterly basis. Monitoring of facility structures will be performed continually. 3.5.2 Record Keeping Results of the methane monitoring program will be placed in the facility operating record as described in Section 1.11. 3.5.3 LFG Contingency Plan In the event methane concentrations exceed allowable limits, the emergency response plan will be as follows: Open Air Areas 1. For 100% at distances less than 250 feet from structures: a. Recalibrate equipment and recheck reading. b. Immediately take all necessary steps to ensure protection of human health (i.e. remove sources of ignition and limit access to the area). c. Call Fire Department. d. Notify the Solid Waste Section (see Section 1.2.2). e. Notify the Consulting Engineer. Operations Plan 20 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 f. Note the current weather and ground moisture conditions. g. Within seven days of detection, place in the operating record the methane gas levels detected and a description of the steps taken to protect human health. h. Within 60 days of detection, implement a remediation plan for the methane gas releases, place a copy of the plan in the operating record, and notify the Solid Waste Section that the plan has been implemented. The plan will describe the nature and extent of the problem and the proposed remedy. 2. For 100% LEL at distances greater than 250 feet from structures: a. Recalibrate equipment and recheck reading. b. Immediately take all necessary steps to ensure protection of human health (i.e. remove sources of ignition and limit access to the area). c. Notify the Solid Waste Section. d. Notify the Consulting Engineer. e. Note the current weather and ground moisture conditions. Structures 1. For structures with greater than 25% LEL: a. Recalibrate equipment and recheck reading. b. Immediately take all necessary steps to ensure protection of human health as above - including immediate evacuation leaving all doors open. c. Call Fire Department. d. Notify the Solid Waste Section. e. Notify the Consulting Engineer. f. Note the current weather and ground moisture conditions. g. Within seven days of detection, place in the operating record the methane gas levels detected and a description of the steps taken to protect human health. h. Within 60 days of detection, implement a remediation plan for the methane gas releases, place a copy of the plan in the operating record, and notify the Solid Waste that the plan has been implemented. The plan will describe the nature and extent of the problem and the proposed remedy. 2. For structures with 0-25% LEL: a. Recalibrate equipment and recheck reading. b. Discuss with the Consulting Engineer. 3.6 LANDFILL GAS (LFG) MANAGEMENT - C&D LANDFILL UNIT Due to the underlying closed MSW landfill unit, a LFG management system is included in the design of this landfill unit. See Section 3.5 for additional information. The LFG management system will not be expanded onto the new C&D Landfill Expansion. 3.6 Litter Control (15A NCAC 13B .0542 (f)) Prompt compaction of waste at the working face is the primary method used to control blowing Operations Plan 21 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 litter. Also, temporary fences are provided to contain windblown material during operations. In addition, landfill personnel pick up windblown litter at the conclusion of each day of operation and as needed along the access road and in locations around the active disposal area. 3.9 Dust, Odor, Fire and Vector Control 15A NCAC 13B.0542 (h,i) 3.6 VECTOR CONTROL 3.6.1 MSW Landfill Units Control of insects, rodents, and birds will be accomplished by compaction of the waste and the use of daily cover. Spilled or wind-blown debris along the access road will be cleaned up daily and placed in the landfill. If vector control becomes a problem, additional measures will be taken to ensure the protection of human health. 3.6.2 C&D Landfill Unit Due to the nature of the waste disposed in this landfill unit, vector control is not anticipated to be of concern. Note that the use of periodic cover will discourage animals from nesting in the waste. 3.7 ODOR CONTROL 3.7.1 MSW Landfill Units Odorous or potentially odorous materials will be covered as soon as possible to avoid odor problems. If odor control becomes a problem, additional measures will be taken to ensure odor control. 3.7.2 C&D Landfill Unit Due to the nature of the waste disposed in this landfill unit, odor control is not anticipated to be of concern. However, if odor control becomes a problem, additional measures (such as additional cover over wastes such as drywall) will be taken to ensure odor control. 3.8 DUST CONTROL Dust related to waste hauler traffic on the access roads will be minimized by using a water truck to limit dust on the gravel portion of the road. Dust generated by excavation of cover soil will be limited by watering the cut soil areas if accessible to the water truck. The source of water is from one of the site sediment basins. 3.9 LEACHATE SEEPS Leachate seeps can occur due to a variety of circumstances. The goal in dealing with leachate seeps is to prevent seepage from leaving the limits of waste disposal areas and to minimize the Operations Plan 22 Joyce Engineering, Inc. Robeson County Landfill July 2009 St. Pauls, North Carolina Revised April 2017 potential for reoccurrence. If evidence of leachate seeps is observed, the County will take the following actions. Depending on the circumstances, various combinations of actions may be appropriate. 1. If leachate is observed outside of the limits of waste disposal areas, notify the Solid Waste Section (see Section 1.2.2). 2. Contain the flow of leachate using soil berms and/or excavation. 3. Excavate the area of seepage to attempt to allow flow into the underlying waste (i.e. break-up soil layers that may be causing the seep.). 4. For contained leachate that will not flow into underlying waste, a pump may be required to route the leachate to an existing leachate collection system cleanout pipe (lined landfill units) or to a tanker truck. 5. For lined landfill units, French-drains may be utilized for routing the seepage to the leachate collection system (via cleanout pipes). 6. The use of soil (particularly clay) to plug the seepage may also be successful in the case where flows are minor. 7. Remove and dispose of impacted cover soils accordingly. 8. Repair landfill cover as necessary. 3.10 AIR QUALITY (15A NCAC 13B. 0542 (i) Open burning of solid waste including yard waste and brush is prohibited at the landfill. Burning of brush and/or stumps would only be requested on an infrequent basis in conjunction with clearing or construction events, if at all. Open burning will not be done without prior approval from Division of Air Quality and local fire department and will be subject to subject to the requirements of Rule 15A NCAC 13B. 0542 (i). The facility operates an active landfill gas collection and control system. Operations of the landfill gas collection and control system is regulated by the Division of Air Quality (DAQ). The Robeson County Landfill operates under Air Permit No. 09771R04, which is included as Appendix V-5. DRAWINGS NC ST. HI G H W A Y 2 0 APPROXIMATE LOCATION OF PROPERTY LINE ROBESON COUNTY ROBESON COUNTY LANDFILL C&D EXPANSION PERMIT AMENDMENT ROBESON COUNTY, NORTH CAROLINA OPERATIONS PLAN APRIL 2017 COUNTY LOCATION MAP NORTH CAROLINA VICINITY MAP OWNER INFORMATION PROPERTY INFORMATION ADDRESS: 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 NCDEQ PERMIT: 78-03 ACREAGE:537 ACRES DRAWING INDEX PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ O P S P L A N \ O P - T T I T L E S H E E T C & D . d w g L a y o u t = L a y o u t 1 NC C O R P L I C : C - 0 7 8 2 820.1703.11 20 1 7 OP-T N.T.S. MM RW H LB B AD 04 / 0 1 / 1 7 97 3 1 - F S O U T H E R N P I N E B L V D CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 SHEET DESCRIPTION TITLE SHEET LEGEND AND GENERAL NOTES EXISTING CONDITIONS SITE DEVELOPMENT MAP PHASING PLAN OP-T OP-L OP-01 OP-02 OP-03 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A OP E R A T I O N S P L A N : TI T L E S H E E T PREPARED FOR:ROBESON COUNTY LANDFILL ADDRESS:246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 CONTACT:GENE WALTERS ( 910 ) 865-3348 G R O U N D W A T E R M O N I T O R I N G W E L L O B S E R V A T I O N W E L L N E S W E L L P E R F O R M A N C E W E L L S E N T I N E L W E L L E X T R A C T I O N W E L L W E T L A N D S P I E Z O M E T E R P I E Z O M E T E R L A N D F I L L G A S P R O B E L F G E X T R A C T I O N W E L L W I T H P U M P L F G E X T R A C T I O N W E L L S U R F A C E W A T E R M O N I T O R I N G P O I N T L E A C H A T E M O N I T O R I N G P O I N T B O R E H O L E L O C A T I O N C O R I N G L O C A T I O N S O I L S A M P L I N G L O C A T I O N T E S T P I T L O C A T I O N B E N C H M A R K S P R I N G H E A D L O C A T I O N W E L L L O C A T I O N C O N T R O L P O I N T S Y M B O L S PROPERTY LINE / FACILITY BOUNDARYEASEMENTFENCE LINEx C O N V E N T I O N A L S Y M B O L S A N D G E N E R A L N O T E S U T I L I T Y P O L E H Y D R A N T L I G H T P O L E T A N K ( S I Z E V A R I E S ) T R A N S F O R M E R M A N H O L E C L E A N O U T OVERHEAD ELECTRICUNDERGROUND ELECTRICOVERHEAD TELEPHONEUNDERGROUND TELEPHONEFORCEMAINDUAL CONTAINED LEACHATE FORCEMAIN SANITARY SEWERPROCESS SEWERLANDFILL GAS RAILROADGUARDRAILNATURAL GASSOLID PIPE (TYPE NOTED)PERFORATED PIPE (TYPE NOTED)POTABLE WATER RESOURCE PROTECTION AREA RIGHT OF WAY M UGTUGTDCFMDCFM UGEUGEPAVED ROADGRAVEL/DIRT ROADWASTE MANAGEMENT BOUNDARY TREE LINE S I L T F E N C E E R O S I O N A N D S E D I M E N T C O N T R O L F E A T U R E S S F MAJOR TOPOGRAPHIC CONTOURMINOR TOPOGRAPHIC CONTOURGROUNDWATER SURFACE CONTOUR(FT ABOVE MEAN SEA LEVEL) S P O T E L E V A T I O N BEDROCK SURFACE CONTOUR(FT ABOVE MEAN SEA LEVEL)1001008070 CULVERT (SIZE NOTED) V - 3 V A L V E L O C A T I O N & I D E N T I F I C A T I O N C O N D E N S A T E T R A P W I T H O U T P U M P LIMITS OF WASTE S T O R M W A T E R P I P E O U T L E T P R O T E C T I O N LEACHATE COLLECTION TRENCHLCTLCT S C C - 1 D I V E R S I O N B E R M S T O R M W A T E R C O N V E Y A N C E C H A N N E L I P I N L E T P R O T E C T I O N P S P E R M A N E N T S E E D I N G D V T E M P O R A R Y S L O P E D R A I N T S D - 1 O P O U T L E T P R O T E C T I O N B?SECTION CALL-OUT S T - 1 S E D I M E N T T R A P C T - 1 C O N D E N S A T E T R A P W I T H P U M P C T / P - 1 P A S S I V E L F G V E N T SURVEY TIE LINESURFACE WATERAPPROXIMATE 100 YEAR FLOODPLAINLANDFILL GAS CONDENSATE B - X 3 . 0 5 3 . 1 2 3 . 1 7 3 . 0 7 3 . 3 2 3 . 1 5 3 . 1 8 3 . 1 3 C I P C U L V E R T I N L E T P R O T E C T I O N 3 . 0 8 S B - 1 S E D I M E N T B A S I N 3 . 1 4 C D R O C K C H E C K D A M 3 . 2 0 C O N S T R U C T I O N E N T R A N C E 3 . 0 2 C E B M E X I S T I N G P R O P O S E D V - 3 C T - 1 C T / P - 1 LINESEXISTINGPROPOSEDxUGTUGTDCFMDCFMUGEUGELCTLCTCELL LIMITS SSSS FM N A M E N O . S Y M B O L W A T E R M E T E R V A L V E P I P E F I T T I N G S W M W M C O C O S I G N M T P - X DEMOLITION PLAN-VIEW HATCHINGEXISTINGPROPOSEDASPHALT PAVEMENTGRAVELCONCRETEWETLANDS APPROXIMATE GROUNDWATER FLOW PATHWAYUSED TO CALCULATE HYDRAULIC GRADIENT P Z - X P Z - X G P - X M W - X M W - O W - X M W - P W - X M W - X N E S - O W - X M W - O W - X N E S - O W - X M W - P W - X M W - X M W - X E W - X E W - X G V - X S M P - X L M P - X G V - X G W - X G W - X C - X C P S S - X S - X W P Z - X P Z - X G P - X G W P - X G W P - X S M P - X L M P - X B H - X C - X S S - X R/WR/WGWBR 1 4 . 7 0 1 4 . 7 0 S U R V E Y N O T E S : 1 . T O P O G R A P H I C C O N T O U R I N T E R V A L = 2 F E E T , U N L E S S I N D I C A T E D O T H E R W I S E . 2 . O N - S I T E T O P O G R A P H Y P R O V I D E D B Y S P A T I A L D A T A , I N C . P H O N E ( 3 3 6 ) - 8 4 1 - 1 2 4 7 , D A T E D A P R I L 1 8 , 2 0 1 6 . 3 . F E D E R A L I N S U R A N C E A D M I N I S T R A T I O N , F L O O D I N S U R A N C E R A T E M A P , R O B E S O N C O U N T Y , N C , I N D I C A T E S N O 1 0 0 Y E A R F L O O D P L A I N S O N S I T E . 4 . P R O P E R T Y B O U N D A R Y B E A R I N G A N D D I S T A N C E S P R O V I D E D B Y R O B E S O N C O U N T Y 5 . S I T E C O N T R O L I N F O R M A T I O N P R O V I D E D S P A T I A L D A T A , I N C D A T E D M A Y 1 3 , 2 0 1 5 6 . T H E S U R V E Y W A S P E R F O R M E D W I T H O U T T H E B E N E F I T O F A T I T L E S E A R C H A N D A L L E A S E M E N T S A N D E N C U M B R A N C E S M A Y N O T B E S H O W N . P R O J E C T N O . APPROVED CHECKED DRAWN DESIGNED DATE DATE REVISIONS AND RECORD OF ISSUE BYNO APPCK S C A L E All rights reserved. Ó Joyce Engineering, Inc. D R A W I N G N O . L:\Robeson county\2016 C&D LATERAL EXPANSION\OPS PLAN\OP-L LEGEND AND GENERAL NOTES.dwg Layout=Layout1 NC CORP LIC: C-0782 8 2 0 . 1 7 0 3 . 1 1 2017 O P - L N . T . S . LEGEND AND GENERAL NOTES MM RWH LBB AD 04/01/179731-F SOUTHERN PINE BLVD CHARLOTTE, NC 28273 PHONE: (704) 817-2037 ROBESON COUNTY LANDFILL ST. PAULS, NORTH CAROLINA OPERATIONS PLAN: 1 4 0 1 5 0 1 4 0 1 5 0 1 4 0 1 4 0 140 1 4 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 1 5 0 1 5 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 5 0 160 170 180 190 200 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 5 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 9 0 150160 170180 190 200 210 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 200 2 1 0 1 9 0 1 8 0 1 7 0 1 6 0 160 170 180 190 15 0 1 5 0 1 5 0 1 5 0 140 150 1 3 0 1 3 0 1 5 0 1 5 0 16 0 1 7 0 1 5 0 1 5 0 1 5 0 1 5 0 150 1 3 0 1 3 0 1 4 0 1 4 0 15 0 1 4 0 1 5 0 1 4 0 1 4 0 1 4 0 160 140 1 5 0 1 5 0 1 5 0 1 5 0 150 1 5 0 1 5 0 1 5 0 1 5 0 1 4 0 1 5 0 1 5 0 PHASE 4 10.9 AC. N C S T A T E H I G H W A Y 2 0 BIG MA R S H SW A M P B U F F E R ( T Y P ) 3 0 0 ' - 0 " UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) PROPERTY LINE B U F F E R ( T Y P ) 3 0 0 ' - 0 " EXISTING BORROW AREA ACTIVE C&D UNDISTURBED PHASE 2 25.0 AC PHASE 3 13.7 AC FUTURE BORROW AREA BENCHMARKS Point # RCL01 RCL04 RCL05 RCL06 RCL07 Elevation Northing 379964.60 377598.72 377238.56 380010.15 381035.39 Easting 2027632.54 2027050.60 2024987.25 2024856.66 2025227.09 153.94 134.96 150.20 150.22 151.41 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E 2028500 E 3 7 6 0 0 0 N 3 7 6 5 0 0 N 3 7 7 0 0 0 N 3 7 7 5 0 0 N 3 7 8 0 0 0 N 3 7 8 5 0 0 N 3 7 9 0 0 0 N 3 7 9 5 0 0 N 3 8 0 0 0 0 N 3 8 0 5 0 0 N 3 8 1 0 0 0 N 3 8 1 5 0 0 N 3 8 2 0 0 0 N 2023000 E 2023500 E 2024000 E2024000 E 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E RCL04 RCL05 RCL01 RCL07 RCL06 MW-19 (TO BE ABANDONED) MW-20 (TO BE ABANDONED) MW-21 MW-22 MW-13R MW-14R MW-15A MW-16 MW-17R MW-18 MW-4A MW-12 OW-9 OW-9A MW-10 MW-2 MW-11 MW-8 MW-9A MW-9 MW-3R MW-7 PZ-G8 PZ-G7 PZ-G10S PZ-G9S PZ-G9D MW-23 MW-24 MW-25R MW-26 MW-9B MW-5 MW-5A MW-1 MW-6MW-25 SW-2 SW-1 MMW-3 (TO BE ABANDONED) MMW-2 (TO BE ABANDONED) MMW-1A (TO BE ABANDONED) MMW-4 MMW-11 MMW-10 MMW-9 MMW-8MMW-7 MMW-6 (TO BE ABANDONED) MMW-4A MMW-14 MMW-12 MMW-13 MMW-16 MMW-17R MMW-18R LC - 2 LC-3 LC - 4 LC - 5 LC-6 LC-7 LC-8 LC-9 LC-10 EWA-19 EWA-21 EWA-22 EWA-23 EWA-24 EWA-18 EWA-16 EWA-17 EWA-14 EXISTING LANDFILL GAS SYSTEM EW-18 EW-19 EW-27 EW-26 EW-28 EW-29 4 " 3 " 3 " 3 " 3 " 3 " 3 " 6 " EW-9 EW-8 EW-7 EW-6 EW-5 EW-4 EW-2 EW-3 EW-11 EW-10 EW-12 EW-13 EW-14 EXISTING LANDFILL GAS SYSTEM PROPOSED EXPANSION AREA (APPROXIMATELY 11.8 AC.) BUFFER CURRENTLY IN PROCESS OF PURCHASE LANDFILL SCALES AND OFFICE LEACHATE STORAGE TANKS LANDFILL ROAD RELOCATED MOBILE HOME AND YARD WASTE PROCESSING AREA PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ O P S P L A N \ O P - 1 E X I S T I N G C O N D I T I O N S . d w g L a y o u t = L a y o u t 1 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 0 (FEET) GRAPHIC SCALE 600300150 820.1602.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 OP-01 AS SHOWN OP E R A T I O N S P L A N : EX I S T I N G C O N D I T I O N S MM RW H LB AD 04 / 0 1 / 1 7 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) ACTIVE C&D SW-1 1 3 8 G W 1 4 0 1 4 0 1 5 0 1 5 0 140 160 150 150 1 5 0 130 140 130 130 140 140 1 4 0 15 015 0 170 160 1 4 0 1 7 0 1 6 0 150 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 15 0 15 0 15 0 15 0 14 0 140 140 150 1 5 0 15 0 15 0 15 0 130 140 140 150 160 170 180 190 200 210 210 200 190 180 20 0 18 0 21 0 19 0 16 0 18 0 20 0 17 0 140 14 0 14 0 14 0 15 0 140140 136 136 136 138 138 13 8 14 2 14 4 146 148 138 146 146 146 142 14 6 14 2 14 2 14 2 134 134 14 8 14 4 PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) PROPERTY LINE (TYP) PROPOSED CULVERT 0 (FEET) GRAPHIC SCALE 1608040 PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ O P S P L A N \ O P - 2 S I T E D E V E L O P M E N T M A P . d w g L a y o u t = L a y o u t 1 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 NC C O R P L I C : C - 0 7 8 2 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 OP-02 AS SHOWN OP E R A T I O N S P L A N : SI T E D E V E L O P M E N T M A P MM RW H LB AD 04 / 0 1 / 1 7 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) ACTIVE C&D PHASE 2 PHASE 3 RCL05 SW-1 140 150 160 170 180 190 200 210 210 200 190 180 20 0 14 2 146 14 6 14 2 PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) 14 2 14 4 148 146 21 0 19 0 17 0 15 0 150 150 140 5% 5% 1 4 0 1 5 0 1 5 130 130 130 140 140 170 160 150 160 170 180 190 200 210 150 150150 150 160 170 180 190 200 2 1 0 15 0 15 0 15 0 130 PHASE 2 PHASE 3 RCL05 SW-1 11+50 G W 140 150 160 170 180 190 200 210 210 200 190 180 20 0 14 2 146 14 6 14 2 14 2 14 4 148 146 21 0 19 0 15 0 150 150 140 160 170 160 170 1 6 0 1 7 0 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) ACTIVE C&D PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) 5% 5% 1 4 0 1 5 0 1 5 1 5 0 130 130 130 140 140 170 160 150 160 170 180 190 200 210 150 150150 150 160 170 180 190 200 2 1 0 15 0 15 0 15 0 130 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) ACTIVE C&D PHASE 2 PHASE 3 RCL05 SW-1 140 150 160 170 180 190 200 210 210 200 190 180 20 0 14 214 4 PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) 140 14 0 14 0 14 0 13 8 14 2 144 148 146 14 6 21 0 19 0 17 0 1 4 0 1 5 0 1 5 130 130 130 140 140 170 160 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 2 1 0 15 0 150 130 RCL05 SW-1 140 150 160 170 180 190 200 210 210 200 190 180 20 0 14 2 146 14 6 14 2 14 2 14 4 148 146 21 0 15 0 150 150 140 160 170 170 160 1 6 0 1 7 0 180 190 190 180 1 8 0 1 9 0 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) ACTIVE C&D PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) 5% 5% 1 4 0 140 1 5 0 1 5 130 130 130 140 140 170 160 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 15 0 15 0 15 0 130 RCL05 SW-1 140 150 160 170 180 190 200 210 210 200 190 180 20 0 14 2 146 14 6 14 2 14 2 144 148 146 21 0 15 0 150 150 140 160 170 170 160 1 6 0 1 7 0 180 190 190 180 1 8 0 1 9 0 200 210 200 210 2 0 0 2 1 0 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) ACTIVE C&D PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) 5% 5% 1 4 0 140 1 5 0 1 5 1 5 0 130 130 130 140 140 170 160 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 15 0 15 0 15 0 130 PHASE 2 PHASE 3 RCL05 SW-1 140 150 160 170 180 190 200 210 210 200 190 180 20 0 14 2 146 14 6 14 2 14 2 144 148 15 0 150 150 140 160 170 170 160 1 6 0 1 7 0 180 190 190 180 1 8 0 1 9 0 200 210 200 210 2 0 0 2 1 0 220 230 240 250 260 2 2 0 2 3 0 2 4 0 2 5 0 2 6 0 2 2 0 2 3 0 2 4 0 2 5 0 2 6 0 220 230 240 250 UNDISTURBED ARCHAEOLOGICAL SITE PHASE 1 (CLOSED MSW) PROPOSED ACCESS ROAD PROPOSED LIMITS OF WASTE (TYP) 1 4 0 1 5 0 1 5 130 130 130 140 140 170 160 150 160 170 180 190 200 210 150 150 150 150 160 170 180 190 200 2 1 0 15 0 15 0 15 0 130 0 (FEET) GRAPHIC SCALE 400200100 0 (FEET) GRAPHIC SCALE 400200100 0 (FEET) GRAPHIC SCALE 400200100 0 (FEET) GRAPHIC SCALE 400200100 0 (FEET) GRAPHIC SCALE 400200100 0 (FEET) GRAPHIC SCALE 400200100 YEAR 1 BASE GRADE YEARS 1-6 FINAL GRADE (255,000 CY) YEARS 6-12 FINAL GRADE (305,000 CY) YEARS 18-24 FINAL GRADE (340,000 CY) YEARS 24-30 FINAL GRADE (380,000 CY) YEARS 12-18 FINAL GRADE (305,000 CY) NC C O R P L I C : C - 0 7 8 2 PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ O P S P L A N \ O P - 0 3 P H A S I N G P L A N . d w g L a y o u t = L a y o u t 1 OP-03 AS SHOWN OP E R A T I O N S P L A N : PH A S I N G P L A N : Y E A R S 1 - 4 0 RW H LB AD 04 / 0 1 / 1 7 97 3 1 - F S O U T H E R N P I N E B L V D . CH A R L O T T E , N C 2 8 2 7 3 PH O N E : ( 7 0 4 ) 8 1 7 - 2 0 3 7 20 1 7 MM RW H A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . 820.1703.11 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A APPENDIX V-1 EPA METHOD 9095 – PAINT FILTER LIQUIDS TEST APPENDIX V-2 WASTE SCREENING FORM APPENDIX V-3 CELL ACTIVATION FORMS APPENDIX V-4 MOBILE HOME DESTRUCTION Appendix V-4 Mobile Home Destruction 1 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina ROBESON COUNTY LANDFILL FACILITY OPERATIONS MANUAL APPENDIX D: MOBILE HOMEDECONSTRUCTION 1.0 OVERVIEW This portion of the Operations Manual was prepared for the Mobile Home Deconstruction Area located as shown on Drawing No. OP-02 – Existing Conditions. The Mobile Home Deconstruction Area is strictly for the deconstruction of mobile homes in order to recycle materials from the mobile homes. Robeson County plans to recycle as many varieties of materials as possible as end users are available. Initially, scrap metal recycling will be conducted. Once an end-user of another material (i.e. glass) is located, these other materials may be recycled. Any non-recyclable material will be disposed of appropriately by the County upon completion of the deconstruction process. 2.0 MOBILE HOME DECONSTRUCTION PROCESS Mobile homes will be deconstructed using the following processes. 2.1 Access Mobile home owners seeking disposal will contact the landfill facility prior to acceptance. The owner will have a 48-hour window in which to contact the landfill facility with information regarding the delivery date and hauler. If the owner cannot arrange delivery within the initial 48-hour period, the owner may make alternate arrangements for delivery and must notify the landfill facility a minimum of 48-hours prior to the planned delivery. The delivered mobile home will be charged on a per ton cost for disposal. 2.2 Waste Disposal All mobile homes must be free of garbage, household hazardous waste, and all other non-construction and demolition waste prior to acceptance by the landfill. 2.3 White Goods White goods will be accepted with the mobile home. White goods will be removed and handled in accordance with all State and Federal regulations. Any white goods containing CFC’s (Freon) will have them managed properly prior to removal of the white goods and deconstruction of the mobile home. 2.4 Asbestos Since asbestos may be located in the building materials of mobile homes constructed prior to 1983, all Appendix V-4 Mobile Home Destruction 2 Joyce Engineering, Inc. Robeson County Landfill- C&D Landfill Expansion April 2017 St. Pauls, North Carolina mobile homes built before 1/1/1983 will be thoroughly sprayed with water (both interior and exterior) to minimize dust. Upon demolition of a mobile home constructed prior to 1983, the waste generated will be placed in the C&D landfill unit and covered with six inches of soil or approved alternate cover. 2.5 Deconstruction of Mobile Homes Once accepted, the mobile home will be placed in the mobile home deconstruction area. Mobile home deconstruction will be dependant upon weather conditions and manpower availability and will ONLY take place in the deconstruction area. Prior to deconstruction, mobile homes constructed before 1983 will be thoroughly sprayed with water to minimize dust (as noted above). The home will then be deconstructed using a track-hoe. The track-hoe will tear the trailer apart and lay the pieces on the ground to be separated by landfill personnel. The personnel will separate the non-recyclable materials from the recyclable materials. Initially, scrap metal is planned for recycling. As other end-users for other materials are available, other materials may be separated for recycling. All material not planned for recycling will be placed in the C&D landfill before the end of the day in which the deconstruction takes place. Material from mobile homes constructed prior to 1983 will be covered prior to the end of the day. All recyclable materials will be stockpiled in the deconstruction area for future recycling. NO OPEN FLAMES OR CUTTING WITH TORCHES WILL BE ALLOWED WITHIN 100 FEET OF THE C&D LANDFILL UNIT. 2.5 Holding Time for Mobile Homes All mobile homes will be deconstructed within 45 days from acceptance into the deconstruction area. Upon receipt at the landfill, the date will be painted on the side or end of the mobile home, or on the frame, for identification purposes for Solid Waste Section personnel. 2.6 Holding Time for Recyclables Once a recyclable material is removed from a mobile home, it may be stockpiled in the mobile home deconstruction area for up to 45 days. No materials will be kept in this area for more than 45 days, nor will they be stockpiled in other areas awaiting recycling. 3.0 RECORD KEEPING PROGRAM The County will maintain the following records related to the Mobile Home Deconstruction in an operating record at the landfill (see also Section 1.11 of the Operations Manual): A. Mobile Home Acceptance records including dates and description; B. Owner and hauler information for each mobile home; C. Date of deconstruction for each mobile home and materials to be recycled; D. Date and disposal information for all recycled materials ton include location and vendor of recipient of recycled materials. E. Date and certification of CFC’s removed. APPENDIX V-5 AIR PERMIT PAT MCCRORY Governor DONALD R. VANDER V AART Air Quality ENVIRONMENTAL QUALITY Mr. Steve Edge Solid Waste Director Robeson County Landfill PO Box 366 Saint Pauls, NC 28384 Subject: Air Permit No. 09771R04 Robeson County Landfill March 7, 2016 Saint Pauls, Robeson County, North Carolina Permit Class: Synthetic Minor Facility ID# 7800222 Dear Mr. Edge: Secretary SHEILA C. HOLMAN Director In accordance with your completed application received January 12, 2016, we are forwarding herewith Permit No. 09771R04 to Robeson County Landfill, Saint Pauls, Robeson County, North Carolina for the construction and operation of air emissions sources or air cleaning devices and appurtenances. Additionally, any emissions activities determined from your air permit application as meeting the exemption requirements contained in 15A NCAC 2Q .0102 have been listed for information purposes as an 11ATTACHMENT11 to the enclosed air permit. Please note the records retention requirements are contained in General Condition 2 of the General Conditions and Limitations. If any parts, requirements, or limitations contained in this permit are unacceptable to you, you have the right to request a formal adjudicatory hearing within 30 days following receipt of this permit, identifying the specific issues to be contested. Such a request will stay the effectiveness of the entire permit. This hearing request must be in the form of a written petition, conforming to G.S. 150B-23 of the North Carolina General Statutes, and filed with the Office of Administrative Hearings, 6714 Mail Service Center, Raleigh, NC 27699-6714. The form for requesting a formal adjudicatory hearing may be obtained upon request from the Office of Administrative Hearings. Unless a request for a hearing is made pursuant to G.S. 150B-23, this air permit shall be final and binding. You may request modification of your air permit through informal means pursuant to G. S. 150B-22. This request must be submitted in writing to the Director and must identify the specific provisions or issues for which the modification is sought. Please note that the permit will become final and binding regardless of a request for informal modification unless a request for a hearing is also made under G.S. 150B-23. State of North Carolina I Environmental Quality I Air Quality Fayetteville Regional Office 1 225 Green Street, Suite 714 I Fayetteville, NC 28301-5094 910 433 3300 T I 910 485 7467 F Steve Edge March 7, 2016 Page2 Unless exempted by a condition ofthis permit or the regulations, construction of new air pollution sources or air cleaning devices, or modifications to the sources or air cleaning devices described in this permit must be covered under a permit issued by the Division of Air Quality prior to construction. Failure to do so is a violation of G.S. 143-215.108 and may subject the Permittee to civil or criminal penalties as described in G.S. 143-215.114A and 143- 215.114B. . This permit shall be effective from March 4, 2016 until April 30, 2017, is nontransferable to future owners and operators, and shall be subject to the conditions and limitations as specified therein. Changes have been made to the permit stipulations. The Permittee is responsible for carefully reading the entire permit and evaluating the requirements of each permit stipulation. The Permittee shall comply with all terms, conditions, requirements, limitations and restrictions set forth in this permit. Noncompliance with any permit condition is grounds for enforcement action, for permit termination, revocation and reissuance, or modification, or for denial of a permit renewal application. Should you have any questions concerning this matter, please contact Joshua L. Harris at 910-433-3300. JLH Enclosures c: Fayetteville Regional Office Sincerely, ):KctDyr .. /' Steven F. Vozzo, Regional Supervisor Division of Air Quality, NC DEQ · NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION DEPARTMENT OF ENVIRONMENTAL QUALITY DIVISION OF AIR QUALITY AIR PERMIT NO. 09771R04 Issue Date: March 7, 2016 Expiration Date: April30, 2017 Effective Date: March 7, 2016 Replaces Permit: 09771 R03 To construct and operate air emission source(s) and/or air cleaning device(s), and for the discharge of the associated air contaminants into the atmosphere in accordance with the provisions of Article 21B of Chapter 143, General Statutes ofNorth Carolina (NCGS) as amended, and other applicable Laws, Rules and Regulations, Robeson County Landfill 246 Landfill Road Saint Pauls, Robeson County, North Carolina Permit Class: Synthetic Minor Facility ID# 7800222 (the Permittee) is hereby authorized to construct and operate the air emissions sources and/or air cleaning devices and appurtenances described below: ES-1 ES-2 (NSPS) (NESHAP) (SB3 BACT) ES-3 (NSPS) (NESHAP) (SB3 BACT) Landfill Gas Utility Candlestick Flare (36.5 mmBtulhr maximum heat input & 1000 scfm maximum gas flow) 1448 HP Landfill Gas-fired engine powering a 1.059 MW output electricity generator 1448 HP Landfill Gas-fired engine powering a 1.059 MW output electricity generator N/A N/A N/A N/A N/A N/A in accordance with the completed application 7800222.16A received January 12, 2016 including any plans, specifications, previous applications, and other supporting data, all of which are filed with the Department of Environmental Quality, Division of Air Quality (DAQ) and are incorporated as part of this permit. Permit No. 09771R04 Page2 This permit is subject to the following specified conditions and limitations including any TESTING, REPORTING, OR MONITORING REQUIREMENTS: A. SPECIFIC CONDITIONS AND LIMITATIONS 1. Any air emission sources or control devices authorized to construct and operate above must be operated and maintained in accordance with the provisions.contained herein. The Permittee shall comply with applicable Environmental Management Commission Regulations, including Title 15A North Carolina Administrative Code (NCAC), Subchapter 2D .0202, 2D .0516, 2D .0521, 2D .0524 (40 CFR 60, Subpart JJJJ), 2D .0535, 2D .0540, 2D .1111 (40 CFR 63, Subpart ZZZZ), 2D .1806, 2Q .0102, 2Q .0315, 2Q .0711 and NC General Statutes NCGS §62-133.8(g). 2. PERMIT RENEWAL AND EMISSION INVENTORY REQUIREMENT -The Permittee, at least 90 days prior to the expiration date of this permit, shall request permit renewal by letter in accordance with 15A NCAC 2Q .0304(d) and (f). Pursuant to 15A NCAC 2Q .0203(i), no permit application fee is required for renewal of an existing air permit (without a modification request). The renewal request (with AA application form) should be submitted to the Regional Supervisor, DAQ. Also, at least 90 days prior to the expiration date of this permit, the Permittee shall submit the air pollution emission inventory report (with Certification Sheet) in accordance with 15A NCAC 2D .0202, pursuant to N.C. General Statute 143 215.65. The report shall be submitted to the Regional Supervisor, DAQ and shall document air pollutants emitted for the 2015 calendar year. 3. SULFUR DIOXIDE CONTROL REQUIREMENT-As required by 15A NCAC 2D .0516 "Sulfur Dioxide Emissions from Combustion Sources," sulfur dioxide emissions from the combustion sources shall not exceed 2.3 pounds per million Btu heat input. 4. VISIBLE EMISSIONS CONTROL REQUIREMENT-As required by 15A NCAC 2D .0521 "Control ofVisible Emissions," visible emissions from the emission sources, manufactured after July 1, 1971, shall not be more than 20 percent opacity when averaged over a six-minute period, except that six-minute periods averaging not more than 87 percent opacity may occur not more than once in any hour nor more than four times in any 24-hour period. However, sources which must comply with 15A NCAC 2D .0524 "New Source Performance Standards" or .1110 "National Emission Standards for Hazardous Air Pollutants" must comply with applicable visible emissions requirements contained therein. Permit No. 09771R04 Page 3 5. 15A NCAC 2D .0524 "NEW SOURCE PERFORMANCE STANDARDS"-For the following equipment, the Permittee shall comply with all applicable provisions, including the notification, testing, reporting, recordkeeping, and monitoring requirements contained in Environmental Management Commission Standard 15ANCAC 2D .0524 "New Source Performance Standards" (NSPS) as promulgated in 40 CFR Part 60, Subpart indicated below, and including Subpart A "General Provisions." Landfill gas engine-generator #1 (ID No. ES-2) Landfill gas engine-generator #2 (ID No. ES-3) Subpart JJJJ Standards of Performance for Stationary Spark Ignition Combustion Engines (SI ICE) a. Compliance Requirements-As required by 15A NCAC 2D .0524, the following compliance requirements shall apply: 1. The Permittee shall operate and maintain stationary SI ICE that achieve the emission standards as required in 40 CFR 60.4233 over the entire life of the engine. [60.4234] 11. Owners and operators of stationary SI ICE who conduct performance tests shall follow the procedures in 40 CFR 60.4244. [60.4244] 111. For the stationary SI ICE that must comply with the emission standards specified in 40 CFR 60.4:233(d) or (e), the Permittee shall demonstrate compliance according to one of the methods specified in paragraphs A and B ofthis section. [60.4243(b)] A. Purchasing an engine certified according to procedures specified in this subpart, for the same model year and demonstrating compliance according to one of the methods specified in 40 CFR 60.4243(a) [60.4243(b)(l)]; or B. Purchasing a non-certified engine and demonstrating compliance with the emission standards specified in 40 CFR 60.4233(d) or (e) and according to the requirements specified in 40 CFR 60.4244, as applicable, and according to the following: [60.4243(b)(2)] I. For a stationary SI ICE that is greater than 500 HP, the Permittee shall keep a maintenance plan and records of conducted maintenance and shall, to the extent practicable, maintain and operate the engine in a manner consistent with good air pollution control practice for minimizing emissions. In addition, the Permittee shall conduct an initial performance test and conduct subsequent performance testing every 8,760 hours or 3 years, whichever comes first, thereafter to demonstrate compliance. [60.4243(b)(2)(ii)] Permit No. 09771R04 Page4 b. Recordkeeping Requirements-As required by 15A NCAC 2D .0524, the following recordkeeping requirements shall apply: 1. The Permittee shall keep records as follows: [60.4245] A. All notifications submitted to comply with this subpart and all documentation supporting any notification; [60.4245(a)(1)] B. Maintenance conducted on the engine; [60.4245(a)(2)] C. If the stationary SI ICE is a certified engine, documentation from the manufacturer that the engine is certified to meet the emission standards and information as required in 40 CFR parts 90, 1048, 1054, and 1060, as applicable [60.4245(a)(3)]; and D. If the stationary SI ICE is not a certified engine or is a certified engine operating in a non-certified manner and subject to 40 CFR 60.4243(a)(2), documentation that the engine meets the emission standards. [60.4245(a)(4)] n. A copy of the maintenance plan, if required, and records of conducted maintenance. [60.4243(a)(1)] iii. Copies of any performance testing required under this Subpart. [60.4245( d)] IV. All records required under this section shall be maintained for a period of two years following the date of such record. All records shall be kept on-site and made available to DAQ personnel upon request. The Permittee shall be deemed in noncompliance with 15A NCAC 2D .0524 if recordkeeping requirements are not maintained. [40 CFR 60.7(f)] c. Reporting Requirements -As required by 15A NCAC 2D .0524, the following reporting requirements shall apply: 1. For SI ICE subject to performance testing as required, and conducted according to the requirements of 40 CFR 60.4244, the Permittee shall submit a copy of each performance test within 60 days after the test has been completed. [60.4243(a)(2), (b)(2), (e), and (f)] 6. NOTIFICATION REQUIREMENT-As required by 15A NCAC 2D .0535, the Permittee of a source of excess emissions that last for more than four hours and that results from a malfunction, a breakdown of process or control equipment or any other abnormal conditions, shall: a. Notify the Director or his designee of any such occurrence by 9:00a.m. Eastern time of the Division's next business day ofbecoming aware of the occurrence and describe: 1. the name and location ofthe facility, Permit No. 09771R04 Page 5 ii. the nature and cause of the malfunction or breakdown, 111. the time when the malfunction or breakdown is first observed, iv. the expected duration, and v. an estimated rate of emissions. b. Notify the Director or his designee immediately when the corrective measures have been accomplished. This reporting requirement does not allow the operation of the facility in excess of Environmental Management Commission Regulations. 7. FUGITIVE DUST CONTROL REQUIREMENT-As required by 15A NCAC 2D .0540 "Particulates from Fugitive Dust Emission Sources," the Permittee shall not cause or allow fugitive dust emissions to cause or contribute to substantive complaints or excess visible emissions beyond the property boundary. If substantive complaints are received or excessive fugitive dust emissions from the facility are observed beyond the property boundaries for six minutes in any one hour (using Reference Method 22 in 40 CFR, Appendix A), the owner or operator may be required to submit a fugitive dust plan as described in 2D .0540(f). "Fugitive dust emissions".means particulate matter that does not pass through a process stack or vent and that is generated within plant property boundaries from activities such as: unloading and loading areas, process areas stockpiles, stock pile working, plant parking lots, and plant roads (including access roads and haul roads). 8. 15ANCAC 2D .1111 "MAXIMUM ACHIEVABLE CONTROL TECHNOLOGY"-For the Landfill gas engine-generator #1 (ID No. ES-2) and Landfill gas engine-generator #2 (ID No. ES-3), classified as new stationary RICE located at an area source of HAP emissions, the Permittee shall comply with all applicable provisions, including the notification, testing, reporting, recordkeeping, and monitoring requirements contained in Environmental Management Commission Standard 15A NCAC 2D .1111, as promulgated in 40 CFR 63, Subpart ZZZZ -"National Emissions Standards for Hazardous Air Pollutants for Stationary Reciprocating Internal Combustion Engines," including Subpart A "General Provisions." a. In accordance with 40 CFR §63.6590(c)(l), this sciurce(s) shall meet the requirements of 40 CFR 63 Subpart ZZZZ and Subpart A by meeting the requirements of 40 CFR 60 Subpart IIII for compression ignition engines or 40 CFR 60 Subpart JJJJ for spark ignition engines. No further requirements apply for such engines under 40 CFR 63 Subpart ZZZZ or Subpart A. 9. CONTROL AND PROHIBITION OF ODOROUS EMISSIONS-As required by 15A NCAC 2D .1806 "Control and Prohibition of Odorous Emissions" the Permittee shall not operate the facility without implementing management practices or installing and operating odor control equipment sufficient to prevent odorous emissions from the facility from causing or contributing to objectionable odors beyond the facility's boundary. Permit No. 09771R04 Page 6 10. Federal and State Rules Applicable to Sources Exempted from Air Permitting Requirements -Your facility is subject to the following federal and state rules: 1.40CFR 60-NSPS --Subpart WWW --Municipal Solid Waste Landfills [40 CFR 63 -NESHAP/MACT --S~bpart ZZZZ "~~"R.;~ipro~~ting Inte~al -~~ Combustion Engines which are applicable to some of the emission sources at your facility listed on the "Insignificant/Exempt Activities" list attached to this permit. The purpose of this permit condition is to inform you of your compliance obligations to these applicable rules as they are enforceable. 11. LIMITATION TO AVOID 15A NCAC 20 .0501-Pursuant to 15A NCAC 2Q .0315 "Synthetic Minor Facilities," to avoid the applicability of 15A NCAC 2Q .0501 "Purpose of Section and Requirement for a Permit," as requested by the Permittee, facility-wide emissions shall be less than the following: a. Operations Restrictions-To ensure emissions do not exceed the limitations above, -the following restrictions shall apply: 1. The Permittee shall not exceed the emission limitation for Carbon Monoxide (CO) as listed in the permit condition for GS §62-133.8(g) for State BACT requirements. b. Recordkeeping Requirements 1. The Permittee shall record monthly and total annually the following: A. Carbon Monoxide (CO) emissions c. Reporting Requirements-Within 30 days after each calendar year, regardless of the actual emissions, the Permittee shall submit the following: 1. emissions and/or operational data listed below. The data should include monthly and 12 month totals for the previous 12 month period. A. Carbon Monoxide (CO) emissions Permit No. 09771R04 Page 7 12. TOXIC AIR POLLUTANT EMISSIONS LIMITATION REQUIREMENT-Pursuant to 15A NCAC 2Q .0711 "Emission Rates Requiring a Permit," for each ofthe below listed toxic air pollutants (TAPs), the Permittee has made a demonstration that facility-wide actual emissions, where one or more emission release points are obstructed or non-vertically oriented, do.not exceed the Toxic Permit Emission Rates (TPERs) listed in 15A NCAC 2Q .0711(a). The facility shall be operated and maintained in such a manner that emissions of any listed TAPs from the facility, including fugitive emissions, will not exceed TPERs listed in 15A NCAC 2Q .0711(a). a. A permit to emit any of the below listed TAPs shall be required for this facility if actual emissions from all sources will become greater than the corresponding TPERs. b. PRIOR to exceeding any of these listed TPERs, the Permittee shall be responsible · for obtaining a permit to emit TAPs and for demonstrating compliance with the requirements of 15A NCAC 2D .1100 "Control of Toxic Air Pollutants". c. In accordance with the approved application, the Permittee shall maintain records of operational information demonstrating that the TAP emissions do not exceed the TPERs as listed below: 16.8 0.18 IVinyli~ene.chloride (75-35-4). Permit No. 09771R04 Page 8 13. North Carolina General Statute [GS §62-133.8(g)] -STATE ENFORCEABLE ONLY- For the Landfill gas-fired engine #1 (ID No. ES-2) and the Landfill gas-fired engine #2 (ID No. ES-3), the Permittee shall limit emissions as follows for the following pollutants: -Carbon Monoxide (CO) -Nitrogen Oxides (NOx) -Particulate Matter (PMroiPM2.s) -Sulfur Dioxide (S02) -Volatile Organic Compounds (VOCs) -Mercury (Hg) -Lead (Pb) a. Best Available Control Technology (BACT): 1. In order to comply with the best available control technology (BACT) determination pursuant toGS §62-133.8(g) for Carbon Monoxide: A. Carbon Monoxide emissions shall not exceed 3.5 g/hp-hr. B. Carbon Monoxide shall be controlled from each engine using good combustion practices and lean bum technology. n. In order to comply with the best available control technology (BACT) determination pursuant toGS §62-133.8(g) for Nitrogen Oxide: A. Nitrogen Oxide emissions shall not exceed 1.0 g/hp-hr. iii. In order to comply with the best available control technology (BACT) determination pursuant toGS §62-133.8(g) for PMroiPM2.s: A. PMro/PM2.s shall be controlled from each engine using good combustion practices and the burning of landfill gas in each engine. iv. In order to comply with the best available control technology (BACT) determination pursuant to GS §62-133.8(g) for Sulfur Dioxide: A. Sulfur Dioxide shall be controlled from each engine u~ing good combustion practices and the burning of landfill gas in each engine. v. In order to comply with the best available control technology (BACT) determination pursuant to GS §62-133.8(g) for Volatile Organic Compounds: A. Volatile Organic Compounds shall be controlled from each engine using good combustion practices and the burning of landfill gas in each engine. Permit No. 09771R04 Page9 vi. In order to comply with the best available control technology (BACT) determination pursuant toGS §62-133.8 (g) for Mercury: A. Mercury shall be controlled from each engine using good combustion practices and the burning of landfill gas in each engine. vii. In order to comply with the best available control technology (BACT) determination pursuant toGS §62-133.8 (g) for Lead: A. Lead shall be controlled from each engine using good combustion practices and the burning of landfill gas in each engine. b. Test results (g/hp-hr) from 40 CFR 60.4244, NSPS Subpart JJJJ shall be used to demonstrate compliance with the State BACT limits listed above in this Section. c. The Permittee shall perform inspections and maintenance as recommended by the manufacturer. In addition to the manufacturer's inspection and maintenance recommendations, or if there are no manufacturer's inspection and maintenance recommendations, as a minimum, the inspection and maintenance requirement shall include the following: 1. The Permittee shall perform an annual inspection (for each 12 month period following the initial inspection) to ensure the engine is operating properly. 11. The results of inspection and maintenance shall be maintained in a logbook (written or electronic format) on-site and made available to an authorized representative upon request. The logbook shall record the following: A. The date and time of each recorded action; B. The results of each inspection; C. The results of any maintenance performed on the engine; and D. Any variance from manufacturer's recommendations, if any, and the corrections made. d. Reporting Requirements: 1. The Permittee shall maintain a monthly summary report, acceptable to the Regional Air Quality Supervisor, of monitoring and recordkeeping listed above and shall submit the results within 3 0 days of a written request by the DAQ. Permit No. 09771R04 Page 10 B. GENERAL CONDITIONS AND LIMITATIONS 1. In accordance with G.S. 143-215.108(c)(1), TWO COPIES OF ALL DOCUMENTS, REPORTS, TEST DATA, MONITORING DATA, NOTIFICATIONS, REQUESTS FOR RENEWAL, AND ANY OTHER INFORMATION REQUIRED BY THIS PERMIT shall be submitted to the: Regional Supervisor North Carolina Division of Air Quality Fayetteville Regional Office Systel Building 225 Green Street, Suite 714 Fayetteville, NC 28301-5094 910-433-3300 For identification purposes, each submittal should include the facility name as listed on the permit, the facility identification number, and the permit number. 2. RECORDS RETENTION REQUIREMENT -In accordance with 15A NCAC 2D .0605, any records required by the conditions of this permit shall be kept on site and made available to DAQ personnel for inspection upon request. These records shall be maintained in a form suitable and readily available for expeditious inspection and review. These records must be kept on site for a minimum of 2 years, unless another time period is otherwise specified. 3. ANNUAL FEE PAYMENT-Pursuant to 15A NCAC 2Q .0203(a), the Permittee shall pay the annual permit fee within 30 days of being billed by the DAQ. Failure to pay the fee in a timely manner will cause the DAQ to initiate action to revoke the permit. 4. EQUIPMENT RELOCATION-In accordance with 15A NCAC 2Q .0301, a new air permit shall be obtained by the Permittee prior to establishing, building, erecting, using, or operating the emission sources or air cleaning equipment at a site or location not specified in this permit. 5. REPORTING REQUIREMENT-In accordance with 15A NCAC 2Q .0309, any of the following that would result in previously unpermitted, new, or increased emissions must be reported to the Regional Supervisor, DAQ: a. . changes in the information submitted in the application regarding facility emissions; b. changes that modify equipment or processes of existing permitted facilities; or c. changes in the quantity or quality of materials processed. If appropriate, modifications to the permit may then be made by the DAQ to reflect any necessary changes in the permit conditions. In no case are any new or increased emissions allowed that will cause a violation of the emission limitations specified herein. Permit No. 09771R04 Page 11 6. In accordance with 15A NCAC 2Q .0309, this permit is subject to revocation or modification by the DAQ upon a determination that information contained in the application or presented in the support thereof is incorrect, conditions under which this permit was granted have changed, or violations of conditions contained in this permit have occurred. In accordance with G.S. 143-215.108(c)(1), the facility shall be properly operated and maintained at all times in a manner that will eff~ct an overall reduction in air pollution. Unless otherwise specified by this permit, no emission source may be operated without the concurrent operation of its associated air cleaning device( s) and appurtenances. 7. In accordance with G.S. 143-215.108(c)(1), this permit is nontransferable by the Permittee. Future owners and operators must obtain a new air permit from the DAQ. 8. In accordance with G.S. 143-215.108(c)(1), this issuance of this permit in no way absolves the Permittee of liability for any potential civil penalties which niay be assessed for violations of State law which have occurred prior to the effective date of this permit. 9. In accordance with G.S. 143-215.108(c)(l), this permit does not relieve the Permittee of the responsibility of complying with all applicable requirements of any Federal, State, or Local water quality or land quality control authority. 10. In accordance with 15A NCAC 2D .0605, reports on the operation and maintenance of the facility shall be submitted by the Permittee to the Regional Supervisor, DAQ at such intervals and in such form and detail as may be required by the DAQ. Information required in such reports may include, but is not limited to, process weight rates, firing rates, hours of operation, and preventive maintenance schedules. 11. A violation of any term or condition of this permit shall subject the Permittee to enforcement pursuant to G.S. 143-215.114A, 143-215.1148, and 143-215.114C, including assessment of civil and/or criminal penalties. 12. Pursuant to North Carolina General Statute 143-215.3(a)(2), no person shall refuse entry or access to any authorized representative of the DAQ who requests entry or access for purposes of inspection, and who presents appropriate credentials, nor shall any person obstruct, hamper, or interfere with any such representative while in the process of carrying out his official duties. Refusal of entry or access may constitute grounds for permit revocation and assessment of civil penalties. 13. In accordance with G.S. 143-215.108(c)(1), this permit does not relieve the Permittee of the responsibility of complying with any applicable Federal, State, or Local requirements governing the handling, disposal, or incineration of hazardous, solid, or medical wastes, including the Resource Conservation and Recovery Act (RCRA) administered by the Division of Waste Management. 14. PERMIT RETENTION REQUIREMENT-In accordance with 15A NCAC 2Q .0110, the Permittee shall retain a current copy of the air permit at the site. The Permittee mus(make available to personnel of the DAQ, upon request, the current copy of the air permit for the site. Permit No. 09771R04 Page 12 15. CLEAN AIR ACT SECTION 112(r) REQUIREMENTS-Pursuant to 15A NCAC 2D .2100 "Risk Management Program," if the Permittee is required to develop and register a risk management plan pursuant to Section 112(r) of the Federal Clean Air Act, then the Permittee is required to register this plan with the USEP A in accordance with 40 CFR Part 68. 16. PREVENTION OF ACCIDENTAL RELEASES-GENERAL DUTY-Pursuant to Title I Part A Section 112(r)(l) of the Clean Air Act "Hazardous Air Pollutants-Prevention of Accidental Releases-Purpose and General Duty," although a risk management plan may not be required, if the Permittee produces, processes, handles, or stores any amount of a listed hazardous substance, the Permittee has a general duty to take such steps as are necessary to prevent the accidental release of such substance and to minimize the consequences of any release. This condition is federally-enforceable only. 17. GENERAL EMISSIONS TESTING AND REPORTING REQUIREMENTS-If emissions testing is required by this permit, or the DAQ, or if the Permittee submits emissions testing to the DAQ in support of a permit application or to demonstrate compliance, the Permittee shall perform such testing in accordance with 15A NCAC 2D .2600 and follow all DAQ procedures including protocol approval, regional notification, report submittal, and test results approval. Permit issued this the 7th of March, 2016. NORTH CAROLINA ENVIRONMENTAL MANAGEMENT COMMISSION Regional Supervisor By Authority of the Environmental Management Commission Air Permit No. 09771R04 ATTACHMENT to Permit No. 09771R04, March 7, 2016 Insignificant I Exempt Activities IES-1 Municipal Solid Waste Landfill 2Q .0102 (c)(1)(L)(xii) Yes Yes (NSPS) IES-2 Eight (8) Solar Ignited Landfill Vent Flares 2Q .0102 (c)(2)(E)(i) Yes Yes (60 scfm maximum gas flow each) IES-3 125 KW Diesel-Fired Emergency Generator 2Q .0102 (c)(2)(B)(v)(III) Yes (NESHAP) .............................................. , ........ IES-4 Two (2) Leachate Storage Tanks 2Q .0102 (c)(2)(E)(i) Yes Yes (250,000 gallon) 1. Because an activity is exempted from being required to have a permit or permit modification · does not mean that the activity is exempted from an applicable requirement or that the owner or opera:tor of the source is exempted from demonstrating compliance with any applicable requirement. 2. When applicable, emissions from stationary source activities identified above shall be included in determining compliance with the permit requirements for toxic air pollutants under 15A NCAC 2D .1100 "Control of Toxic Air Pollutants" or 2Q .0711 "Emission Rates Requiring a Permit." 3. Sample permit conditions showing the regulatory requirements for exempt sources subject to NESHAP, NSPS, and NCAC rules may be found here: http://www.ncair.org/permits/insig/ APPENDIX V-5 LEACHATE AGREEMENT PREPARED FOR: ROBESON COUNTY SOLID WASTE MANAGEMENT 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 PERMIT NO. 7803-CDLF-1997 ROBESON COUNTY LANDFILL C&D LANDFILL EXPANSION VOLUME 2, SECTION VI CLOSURE AND POST-CLOSURE CARE PLAN APRIL 2017 PREPARED BY: 9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: 704.817.2037 FAX: 704.837.2010 JOYCE PROJECT NO: 820.1703.11 TASK 1 Robeson County C&D Landfill Expansion i Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 ROBESON COUNTY C&D LANDFILL CLOSURE AND POST- CLOSURE CARE PLAN Table of Contents SECTION 1.0 CLOSURE PLAN ........................................................................................ 1 1.1. OVERVIEW ....................................................................................................................... 1 1.2. MAXIMUM CLOSURE AREA AND WASTE CAPACITY ........................................ 1 1.3. FINAL COVER SYSTEM................................................................................................. 2 1.4. LANDFILL GAS SYSTEM .............................................................................................. 2 1.5. SURFACE WATER SYSTEMS ....................................................................................... 2 1.5.1 Incremental Operation .......................................................................................... 3 1.5.2 Required Maintenance ........................................................................................... 3 1.6. CLOSURE SCHEDULE ................................................................................................... 3 1.7. CLOSURE VERIFICATION ........................................................................................... 3 SECTION 2.0 POST-CLOSURE PLAN .......................................................................... 4 2.1 OVERVIEW ...................................................................................................................... 4 2.2 POST-CLOSURE CONTACT ....................................................................................... 4 2.3 POST-CLOSURE USE .................................................................................................... 5 2.4 MAINTENANCE .............................................................................................................. 5 2.4.1 Repair of Security Control Devices ..................................................................... 5 2.4.2 Erosion Damage Repair and Vegetation ........................................................... 5 2.4.3 Correction of Settlement, Subsidence, and Displacement ............................ 5 2.4.4 Leachate Management System ............................................................................ 5 2.4.5 Repair of Run-On/Run-Off Control Structures ................................................. 6 2.4.6 Landfill Gas System ................................................................................................ 6 2.4.7 Groundwater_ Monitoring Wells ........................................................................ 6 2.5 MONITORING PLAN..................................................................................................... 7 2.5.1 Inspection Frequencies ............................................................................................ 7 2.5.2 Quarterly Inspections .............................................................................................. 7 2.5.3 Semi-Annual Inspections ......................................................................................... 8 2.6 ENGINEERING CERTIFICATION ............................................................................ 8 SECTION 3.0 CLOSURE / POST-CLOSURE COST ANALYSIS ................................. 8 3.1 OVERVIEW ...................................................................................................................... 8 3.2 ESTIMATED CLOSURE COSTS ................................................................................. 8 3.3 ESTIMATED POST-CLOSURE COSTS ..................................................................... 8 Robeson County Landfill ii Joyce Engineering, Inc. Closure and Post-Closure Care Plan March 2017 References: ............................................................................................................................. 9 Appendix VI-1 Table 1. Financial Assurance Closure Cost Estimate Table 2. Financial Assurance Post-Closure Cost Estimate Robeson County C&D Landfill Expansion 1 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 SECTION 1.0 CLOSURE PLAN 1.1. OVERVIEW This plan is intended to serve as a guide for the landfill closure. A formalized Closure Plan for each landfill unit (or incremental portion thereof) will be submitted to the Solid Waste Section of the North Carolina Department of Environmental Quality (NCDEQ) Division of Waste Management (DWM) for approval prior to beginning closure construction. 1.2. MAXIMUM CLOSURE AREA AND WASTE CAPACITY Closure Area: A summary of C&D landfill areas to be closed is listed in Table 1.1. The proposed lateral expansion of the C&D Landfill is 11.8 acres. Accordingly, the total area of the C&D landfill need to be closed is 31.7 acres. Table 1.1: Summary of C&D Landfill areas. Landfill Phase Area (acres) C&D Landfill Phase 1 (Open) 19.9 C&D Landfill Lateral Expansion (Proposed) 11.8 Total C&D Landfill Area 31.7 Gross Capacity: Gross capacity refers to the volume of the landfill calculated from the elevation of the initial waste placement through the top of the final cover, including any periodic cover. The total gross capacity of the C&D Landfill Expansion is 1,610,000 cubic yards. The landfill capacity was calculated using airspace volumes obtained using AutoCAD 2016 software. Operating Capacity for the Existing Phases: As of April 18, 2016, the remaining airspace at the C&D Landfill to the intermediate waste grades was approximately 147,750 cy. Due to the state of emergency in Robeson County following Hurricane Matthew, the County’s C&D waste intake increased dramatically during the months following the cleanup from the effects of the Hurricane (October 2016). According to Robeson County, approximately 65,000 tons of C&D waste, resulting from the storm, was disposed at the County’s landfill. In addition, the County expects to continue to receive approximately 25,000 tons of C&D waste per year from regular construction activities from the service area covered by the landfill. Using a conservative compaction density of 0.5 tons per cy, this 90,000 tons of C&D waste equates to approximately 180,000 cy of disposal airspace. Consequently, the remaining airspace alone back in April 2016 did not meet the County’s current needs. Robeson County C&D Landfill Expansion 2 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 1.3. FINAL COVER SYSTEM The final cover systems for the C&D landfill unit will consist of the following components (top-down): C&D Landfill Unit: Top Slopes (Typically 5 to 8%): • an 18-inch thick vegetative soil layer; • a drainage geocomposite (with drainage outlets) to be installed only with the 30-mil textured LLDPE geomembrane; and • a 30-mil textured LLDPE geomembrane or geosynthetic clay liner (GCL). Side Slopes (Typically 3H: 1V): • a 24-inch thick vegetative soil layer. The final cover system will be placed on prepared intermediate cover at a maximum slope of 3H:1V. Surface water control devices and landfill gas (LFG) components will also be incorporated into the final cover of the landfill unit: The final cover surface will be vegetated upon completion of the final cover installation according to the project seeding specifications. Where applicable, placement of the vegetative soil layer over the cover geosynthetics must be done with care to avoid damage to these materials. This soil layer should be placed from the bottom up using a small dozer equipped with low ground contact pressure (6 psi or less) tracks. A minimum of 12 inches of soil should be maintained between the dozer tracks and the underlying geosynthetics. The soil buffer should receive no compaction other than that provided by the dozer tracks. Pans or other heavy equipment should not operate on the vegetative soil layer. 1.4. LANDFILL GAS SYSTEM For the existing C&D landfill Phase 1, a landfill gas system is provided in the final cover design. This system includes a system of collection wells or vents placed within the waste to capture the gas and either passively vent or flare the gas via utility flares or, as required, actively collect and flare the gas via header piping and a blower/flare system. Note that, currently, 17 wells are installed in Phase 1. The landfill gas system will not be expanded into the proposed lateral expansion. However, gas vents will be installed at approximately 1 per acre. 1.5. SURFACE WATER SYSTEMS Precipitation falling on the cover will infiltrate into the cover or run off the cover. Short-term the run-off runs down the surface of the intermediate cover. Long-term the run-off is collected in the drainage composite and allowed to weep in a series of drainage outlets built into the areas covered Robeson County C&D Landfill Expansion 3 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 by final cover. These drainage outlets are provided alongside slopes (rain gutters and/or diversion berms). Water captured by rain gutters or diversion berms is routed toward one of the down pipes. Flow in the down pipes is routed to the base of the landfill and to one of the site sediment basins. 1.5.1 Incremental Operation During much of the life of the landfill, surface run-off will be handled by the intermediate cover system. Operations must strive to provide operational grading that encourages run-off from the intermediate cover to drain to the perimeter channels along the perimeter berms or to areas covered by final cover. Corrugated polyethylene (CPE) piping and temporary soil diversion berms must be installed if required to accomplish this run-off routing. 1.5.2 Required Maintenance The surface water systems must be inspected annually and immediately after every major storm. Sediment build-up in the drainage features/devices must be cleaned out on a regular basis to promote run-off. Sediments removed can be used as daily or intermediate cover. 1.6. CLOSURE SCHEDULE Closure activities must begin on the following schedule: C&D Landfill Units (15A NCAC 13B.0543(c) (5)): • No later than 30 days after the date on which the C&DLF unit receives the known final receipt of wastes; and • 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 any landfill unit, the County with notify NCDEQ DWM that a notice of the intent to close the unit has been placed in the operating record. All closure activities shall be completed within 180 days. Exemptions and extensions may be approved by the NCDEQ DWM. 1.7. CLOSURE VERIFICATION The following procedures will be implemented following closure: • A Construction Quality Assurance (CQA) report will be submitted to NCDEQ DWM. This report will describe the observations and tests used before, during, and upon completion of construction to ensure that the construction materials meet the final cover design specifications and the construction and certification requirements. The CQA report will contain as-built drawings. Robeson County C&D Landfill Expansion 4 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 • A signed certification from a registered Professional Engineer verifying that closure has been completed in accordance with the closure plan will be submitted to NCDEQ DWM. • At least one sign notifying all persons of the closing of the landfill (or incremental portions thereof) and that wastes are no longer accepted will be posted. Suitable barriers will be installed as necessary at former access points to prevent new waste from being deposited. • Within 90 days, a survey plat, prepared by a registered Professional Land Surveyor, indicating the location and dimensions of landfill disposal areas, will be prepared. • A notation will be recorded on the deed (through the County Register of Deed's Office) notifying any potential purchaser of the property that the land has been used as a landfill facility and that future use is restricted under the approved closure plan. A copy of the deed notation as recorded will be filed with the operating record and notification will be provided to NCDEQ DWM. SECTION 2.0 POST-CLOSURE PLAN 2.1 OVERVIEW This Post-Closure Plan has been developed to outline steps to be taken to ensure the integrity of the landfill during its post-closure care period. The post-closure care period will last at least 30 years after final closure and, at a minimum, will consist of the following: • Maintaining the integrity and effectiveness of final cover system; • Performing groundwater and surface water monitoring; • Maintaining and operating a gas monitoring system; and • Maintaining run-on/run-off controls. No wastes will remain exposed after closure of the landfill. Access to the closed site by the public will not pose a health hazard. 2.2 POST-CLOSURE CONTACT All correspondence and questions concerning the post-closure care of the landfill should be directed to: Robeson County Solid Waste Management Department Attn: Gene Walters, Solid Waste Director 246 Landfill Road, St. Pauls, NC 28384 Phone: (910) 865- 348 / Fax: (910) 865-5126. Robeson County C&D Landfill Expansion 5 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 2.3 POST-CLOSURE USE After filling operations cease at the landfill and the landfill is officially closed in accordance with the Closure Plan, each landfill unit will be maintained as a grassy hill. Robeson County will maintain control of the property and prevent public access to it during the post-closure period. There may be an access road on the final cover to allow proper maintenance during post- closure. Precise location of the access road(s) will be determined as a part of operations. Low ground pressure and rubber tire vehicles will be used for maintenance. Additionally, the County will maintain access to all site monitoring locations through the post-closure period. 2.4 MAINTENANCE 2.4.1 Repair of Security Control Devices All security control devices will be inspected and maintained as necessary to ensure access to the site is controlled. Locks, vehicular gates, and fencing will be replaced if functioning improperly. Warning signs will be kept legible at all times and will be replaced if damaged by inclement weather or vandalism. 2.4.2 Erosion Damage Repair and Vegetation If erosion of the final cover occurs during post-closure, the affected area will be repaired and revegetated as necessary. If necessary, rolled erosion control products (RECPs) will be used to expedite rapid revegetation of slopes and to secure topsoil in place. Revegetation (including fertilization and seeding) will be performed in accordance with the most recently approved erosion and sedimentation control plan and the North Carolina Erosion and Sediment Control Planning and Design Manual. Mowing of the final cover surfaces will occur approximately once per year in order to help maintain a healthy stand of grasses and to cut down saplings and woody-stemmed plants. 2.4.3 Correction of Settlement, Subsidence, and Displacement Minimum slopes of 5 percent will be maintained after settlement in order to prevent ponding and allow for proper drainage without infiltration. If vertical or horizontal displacement occurs due to differential settlement, cracks will be filled with appropriate material and final cover will be reestablished. Excessive vertical displacement is not anticipated. 2.4.4 Leachate Management System If evidence of leachate seeps is observed, the County will take the following actions. Depending Robeson County C&D Landfill Expansion 6 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 on the circumstances, various combinations of actions may be appropriate. 1. If leachate is observed outside of the limits of waste disposal areas, notify NCDEQ DWM. 2. Contain the flow of leachate using soil berms and/or excavation. 3. Excavate the area of seepage to attempt to allow flow into the underlying waste (i.e. break-up soil layers that may be causing the seep.). 4. For contained leachate that will not flow into underlying waste, a pump may be required to pump leachate to a tanker truck. 5. The use of soil (particularly clay) to plug the seepage may also be successful in the case where flows are minor. 6. Remove and dispose of impacted cover soils accordingly. 7. Repair landfill cover as necessary. 2.4.5 Repair of Run-On/Run-Off Control Structures All drainage swales, ditches, and perimeter channels will be repaired, cleaned, or realigned in order to maintain their original condition. Any culverts that are damaged will be repaired or replaced. Sediment basins/ponds will be cleaned out when sediment has reached design cleanout levels. 2.4.6 Landfill Gas System The landfill gas system on the existing C&D Landfill Phase 1 will be maintained by the County and operated in accordance with any site air quality permit. Proper operation of the system is verified through testing at the landfill gas monitoring wells. If gas wells/vents do not function as a result of irregular settlement, accumulation of liquids (condensate, leachate, and water), binding or corrosion, additional and/or replacement wells/vents can be installed if necessary in accordance with the current Landfill Gas Management Plan. 2.4.7 Groundwater_ Monitoring Wells Procedures outlined in the current Water Quality Monitoring Plan or subsequent revision will take precedence; however, a brief description follows. All groundwater monitoring wells have been installed with concrete pads and protective casings to prevent accidental damage by vehicles and equipment. The wells are also equipped with a locking cap to discourage vandalism. Groundwater wells will be inspected regularly (at the time of sampling) to ensure integrity. Persons inspecting a well should look at the overall condition of the well, for signs of well tampering, and cracking or degradation of the concrete pad. Should a well require replacement, the defective well should be abandoned in accordance with specifications provided in the SAP and a new well installed at a location that is approved by NCDEQDWM. Robeson County C&D Landfill Expansion 7 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 2.5 MONITORING PLAN The closed unit will be monitored for a minimum of 30 years. A series of inspections will be scheduled 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. 2.5.1 Inspection Frequencies Inspections to be conducted during the post-closure care period will occur regularly as shown in Table 2.1. TABLE 2.1: POST-CLOSURE INSPECTION FREQUENCIES INSPECTION ACTIVITY YEAR 1 YEARS 2-30 Security Control Devices Quarterly Quarterly Vegetative Cover Condition Quarterly 1 Quarterly Surface Water Systems Quarterly 1 Quarterly Erosion Damage Quarterly1 Quarterly Cover Drainage System Quarterly 1 Semi-Annually Cover Settlement, Subsidence, and Displacement Quarterly' Semi-Annually Leachate Management System (Leachate Seeps) Quarterly Semi-Annually Landfill Gas System (Existing C&D Landfill Phase 1) Quarterly3 Semi-Annually3 Groundwater Monitoring System Semi-Annually Semi-Annually2 Benchmark Integrity Annually Annually Notes: 1. These items will be inspected after each large storm event (i.e. > 1 inch in any 24 hours). 2. Or in accordance with groundwater monitoring schedule described in the current Water Quality Monitoring Plan. 3. Or in accordance with the current Landfill Gas Management Plan or air quality permit(s). 2.5.2 Quarterly Inspections Quarterly inspections of the closed site will be conducted by the County. These inspections will include examination of the security control devices for signs of deterioration or vandalism to ensure access to the site is limited to authorized persons. Each disposal area will be checked to ensure the integrity of the final cover system is maintained, erosion damage is repaired, vegetative cover persists, and that cover settlement, subsidence, and displacement are minimal. Drainage swales and channels will be cleared of litter and debris and benchmark integrity will Robeson County C&D Landfill Expansion 8 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 be noted and maintained. 2.5.3 Semi-Annual Inspections Semi-annual inspections of the site during the post-closure period will be conducted by the County with attention paid to integrity and drainage of the final cover system and condition of the groundwater and gas monitoring systems. A report of findings will be made to the responsible party, including recommendations for actions deemed necessary to ensure the site continues to meet the closure performance standard. 2.6 ENGINEERING CERTIFICATION Based on the County's monitoring reports, annual certifications by a registered engineer will be placed in the operating record. They will certify that the closure plan has been followed, noting discrepancies along with the corrective actions undertaken. At the end of the post- closure period, the individual certifications will be compiled into a final document and forwarded to NCDEQ DWM. SECTION 3.0 CLOSURE / POST-CLOSURE COST ANALYSIS 3.1 OVERVIEW The purpose of this section is to provide a written estimate in current dollars of all activities and costs associated with all activities specified in the written closure and post-closure plans which have been developed for C&D landfill of the Robeson County Landfill. 3.2 ESTIMATED CLOSURE COSTS Table 1 in Appendix VI-1 summarizes the estimated costs for complete closure of the C&D Landfill, (the current maximum area to be closed is 31.7 acres). This cost estimate is based on a third party providing the necessary services and includes labor in the unit prices given. The estimated closure costs will be reviewed and updated as required to reflect adjustments for inflation, increased costs in construction or materials, or any other adjustments to the Closure Plan. 3.3 ESTIMATED POST-CLOSURE COSTS Table 2 in Appendix VI-1 summarizes the estimated costs for the post-closure care maintenance activities for the C&D Landfill. The cost estimate is based on a third party providing the necessary services and includes labor in the unit prices given. The estimated post-closure costs will be reviewed and updated as required to reflect adjustments for inflation, rising costs of anticipated post-closure care, or any other adjustments to the Post-Closure Plan. Robeson County C&D Landfill Expansion 9 Joyce Engineering, Inc. St. Pauls, North Carolina April 2017 References: 1 GNRA (2001), "Permit Amendment Application, Robeson County MSW Landfill - Phase 3, Robeson County, NC", prepared by G.N. Richardson & Associates, Inc., September 2001, as revised through December 2001 (approved December 17, 2001). 2 RSG (2009), "Permit Application, Robeson County C&D Landfill (Permit 78-03) - Phase 1Continued Operations, St. Pauls, NC", as revised through July 2009. 3 RSG (2007), "Robeson County Landfill - Landfill Gas Management Plan," prepared by Richardson Smith Gardner & Associates, Inc., August 2007. 4 GNRA (2001), "Permit Amendment Application, Robeson County MSW Landfill - Phase 3, Robeson County, NC'', prepared by G.N. Richardson & Associates, Inc., September 2001, as revised through December 2001 (approved December 17, 2001). 5 RSG (2009), "Permit Application, Robeson County C&D Landfill (Permit 78-03) - Phase 1 Continued Operations, St. Pauls, NC", as revised through July 2009 Robeson County Landfill (Permit # 7803-CDLF-1997) St. Pauls, North Carolina Table 1. Financial Assurance Closure Cost Estimate for the Construction Demolition Landfill (April 2017) ITEM UNIT QUANTITY UNIT COST COST $ FINAL CAP SYSTEM Top Slopes (Typically 5 to 8%) Vegetative Soil Layer (18") cy 21,054 $6.1 $128,429 Geonet Composite (Drainage Layer) sf 378,223 $0.6 $226,934 Geomembrane (30 mil ) LLDPE sf 378,223 $0.6 $226,934 Subtotal $582,297 Side Slopes (Typically 3H:1V) Vegetative Soil Layer (24") cy 76,149 6.1$ $464,509 SEDIMENTATION AND EROSION CONTROLS Pipe, Berms, Channels, etc ac 32 $10,130 $324,160 Subtotal $324,160 LANDFILL GAS SYSTEM Gas vents each 32 $1,520 $48,640 REVEGETATION acre 32 $1,520 $48,640 TOTAL OF ABOVE ITEMS $1,468,246 MOBILIZATION / DEMOBILIZATION (construction only) 5% $73,412 ENGINEERING FEE - - 2% $29,365 CQA (cap only) - 6% $88,095 CONTINGENCY - - 10% $146,825 ADMINISTRATION lump sum - - $2,028 CLOSURE CERTIFICATION lump sum - - $2,028 SURVEY AND DEED acre 32.3 $1,013.00 $32,720 TOTAL CLOSURE COST (IN 2016 DOLLARS)$1,842,719 Annual Inflation Multiplier 2017 1.013 $1,866,674TOTAL CLOSURE COST ESTIMATE (IN 2017 DOLLARS) Robeson County Landfill Closure Cost Estiamtes Joyce Engineering, Inc. April 2017 Robeson County Landfill (Permit # 7803-CDLF-1997) St. Pauls, North Carolina Table 2. Financial Assurance Post Closure Cost Estimate the Construction Demolition Landfill (April 2017) ITEM UNIT QUANTITY UNIT COST ANNUAL COST INSPECTIONS/ RECORD KEEPING per trip 4 $507 $2,028 MONITORING Explosive gases (quarterly) per trip 4 $810 $3,240 Groundwater/Surfacewater (semi-annually) Sampling per trip 2 $2,026 $4,052 Analysis per trip 2 $3,039 $6,078 Reporting per trip 2 $3,546 $7,092 Subtotal $20,462 ROUTINE MAINTENANCE Mowing acre 32.3 $101 $3,262 Fertilizing (once every 3 years) acre 10.8 $258 $2,786 Reseeding (once every three years) acre 10.8 $1,621 $17,507 Vector and Rodent Control acre 32.3 $30 $969 Stormwater Structures lump sum 1 $5,065 $5,065 Roads, Fencing, Gates, Signs, Etc. lump sum 1 $3,039 $3,039 Subtotal $32,628 WELL MAINTENANCE Groundwater Wells lump sum 1 $1,013 $1,013 Gas Detection Probes lump sum 5 $507 $2,535 Subtotal $3,548 CAP REPAIR lump sum 5 $1,520 $7,600 TOTAL OF ABOVE ITEMS $66,266 ENGINEERING - - 5% $3,313 CONTINGENCY - - 15% $9,940 TOTAL ANNUAL POST-CLOSURE COST ESTIMATE (IN 2016 DOLLARS)$79,519 Annual Inflation Multiplier 2017 1.013 $80,553 TOTAL 30-YEAR POST-CLOSURE COST ESTIMATE (IN 2017 DOLLARS) $2,416,590 TOTAL ANNUAL POST-CLOSURE COST ESTIMATE (IN 2017 DOLLARS) Robeson County Landfill Post-Closure Cost Estimates Joyce Engineering, Inc. April 2017 PREPARED FOR: ROBESON COUNTY SOLID WASTE MANAGEMENT 246 LANDFILL ROAD ST. PAULS, NORTH CAROLINA 28384 PERMIT NO. 78-03 ROBESON COUNTY LANDFILL C&D LANDFILL EXPANSION SECTION VII MONITORING PLANS APRIL 2017 PREPARED BY: 9731-F SOUTHERN PINE BLVD CHARLOTTE, NORTH CAROLINA 28273 PHONE: 704.817.2037 FAX: 704.837.2010 JOYCE PROJECT NO: 00820.1602.11 TASK 1 APPENDIX VII-1 LANDFILL GAS MONITORING PLAN PREPARED FOR: ROBESON COUNTY SOLID WASTE DEPARTMENT P. O. BOX 366 ST. PAULS, NC 28384 ROBESON COUNTY LANDFILL PERMIT NUMBER 78-03 LANDFILL GAS MONITORING PLAN REVISED MARCH 2017 PREPARED BY: 2211 WEST MEADOWVIEW ROAD, SUITE 101 GREENSBORO, NORTH CAROLINA 27407 NC LICENSE NUMBER C-0782 PHONE: (336) 323-0092 FAX: (336) 323-0093 JOYCE PROJECT NO. 820.1703.11 LANDFILL GAS MONITORING PLAN ROBESON COUNTY LANDFILL PERMIT # 78-03 ROBESON COUNTY, NC MARCH 2017 Prepared by: 2211 West Meadowview Road, Suite 101 Greensboro, North Carolina 27407 NC LICENSE NUMBER C-0782 Prepared by: _____________________________ G. Van Ness Burbach, Ph.D., P.G. NC License # 1349 Landfill Gas Monitoring Certification Statement: We certify that the Landfill Gas Monitoring Plan presented in this report, when implemented, will be effective in providing early detection of migration of explosive gases, so as to be protective of public health and the environment. JOYCE Project # 820.1703.11, Task 01 Landfill Gas Monitoring Plan Joyce Engineering Robeson County Landfill, Permit # 78-03 i Rev. March 2017 LANDFILL GAS MONITORING PLAN Robeson County Landfill Permit No. 78-03 TABLE OF CONTENTS 1.0 INTRODUCTION ............................................................................................................1 1.1 Background ..............................................................................................................1 1.2 Site Geology and Hydrogeology ..............................................................................1 1.3 Regulatory Limits ....................................................................................................2 2.0 LANDFILL GAS MONITORING ...................................................................................2 2.1 Landfill Gas Monitoring Network ...........................................................................2 2.2 Structure Sampling...................................................................................................3 2.3 Landfill Gas Monitoring Frequency ........................................................................3 3.0 LANDFILL GAS SAMPLING PROCEDURES..............................................................4 3.1 Detection Equipment ...........................................................................................4 3.2 Landfill Gas Sampling Procedure ........................................................................4 4.0 RECORD KEEPING AND REPORTING .......................................................................5 4.1 Notifications .........................................................................................................5 4.2 Sampling Reports .................................................................................................5 4.3 Permanent Record Keeping .................................................................................5 5.0 CONTINGENCY PLAN ..................................................................................................5 6.0 REFERENCES .................................................................................................................6 Drawings Drawing LFGMP-01 Landfill Gas Monitoring Plan Appendices Appendix A Solid Waste Section – Landfill Gas Monitoring Guidance Appendix B Landfill Gas Monitoring Data Form Landfill Gas Monitoring Plan Joyce Engineering Robeson County Landfill, Permit # 78-03 1 Rev. March 2017 1.0 INTRODUCTION This Landfill Gas Monitoring Plan (LGMP) will serve as a guidance document for collecting and monitoring of landfill gas at the Robeson County Landfill Permit No. 78-03. Landfill gas will be monitored quarterly to ensure that methane and hydrogen sulfide concentrations do not exceed the regulatory limit at the facility boundary or in facility structures. The LGMP was prepared in accordance with the North Carolina Department of Environmental Quality (NC DEQ) Division of Waste Management, Solid Waste Section (SWS) Landfill Gas Monitoring Guidance Document, to assure performance standards are met and to protect public health and the environment. 1.1 Background The Robeson County Landfill is located at 246 Landfill Road, just off of Route 20, in St. Pauls, North Carolina. The facility is owned and operated by Robeson County under Permit Number 78-03, issued by the North Carolina Department of Environmental Quality (DEQ) Solid Waste Section (SWS). The facility occupies 462 acres, with the permitted landfill boundaries consisting of approximately 90 acres. The permitted area is comprised of three active municipal solid waste (MSW) landfill phases (Phase 2, 3 and 4) and one closed phase (Phase 1). See Drawing LFGMP-01, for site layout and features. Phase 1 was opened in 1985 and was closed in accordance with applicable regulations in 1997. Phases 2 through 4 are lined Subtitle-D landfills. Currently, Robeson County has a permit to operate Phases 2 through 4 and a construction and demolition (C&D) debris landfill on top of the closed Phase 1 landfill. A future C&D waste cell is planned for the area west of Phase 1. Currently, all MSW is being disposed in Phase 4 and C&D waste is being disposed in Phase 1. This LGMP is prepared to include the existing facility and for the proposed Phase 1 C&D expansion and Phase 5 Permit to Construct. 1.2 Site Geology and Hydrogeology The Robeson County Landfill is located in the Coastal Plane geologic province. According to the geologic map of the area, the landfill is underlain by the late-Cretaceous (Campanian) Bladen Formation of the Black Creek Group, which is comprised of black clay and light colored micaceous sand deposited in a delta-shelf environment. The Bladen Formation dips gently toward the east and is underlain by the Tar Heel Formation which is comprised of cross bedded sands and variegated clays with some gravel. Previous reports indicated that on-site borings encountered surficial geology made up of sand and clay, consistent with the description of the Bladen Formation. A mixture of sand and clay is present in the shallower portions of borings. Distinct clay layers were identified at approximately 25 feet and 40 feet below grade. The primary aquifer at the site is an unconfined, relatively homogeneous sedimentary aquifer, approximately 4 feet below ground surface (ft-bgs), to the first confining clay layer at a depth of approximately 25 ft-bgs. The aquifer is comprised of silt and fine sand and clayey silts and clayey fine sands. Secondary, partially or largely confined aquifers are present below the clay layers. Landfill Gas Monitoring Plan Joyce Engineering Robeson County Landfill, Permit # 78-03 2 Rev. March 2017 Depth to water ranges from approximately 4 feet at the downgradient, south end of the property to approximately 24 feet at the upgradient, north end of the property. Groundwater flows to the south and southeast, toward Big Marshy Creek. 1.3 Regulatory Limits North Carolina Solid Waste Management Rules 15A NCAC 13B require quarterly monitoring of methane gas at MSW landfills and quarterly monitoring of methane and other explosive landfill gasses generated at C&D landfills to ensure that landfill gas does not exceed the lower explosive limit (LEL) at the facility boundary or 25 percent of the LEL in facility structures. The LEL for methane equals 5% by volume at standard temperature and pressure. Current regulations and requirements for C&D landfills state that concentration of methane gas, as well as hydrogen sulfide, generated by the facility should not exceed 25% of the lower explosive limit (LEL) in facility structures or that the concentrations of gasses do not exceed the LEL at the facility property boundary. The LEL for methane equals 5% by volume at standard temperature and pressure. The LEL for hydrogen sulfide equals 4% by volume at standard temperature and pressure. This LGMP prescribes a routine monitoring program to ensure standards are met and the actions to be taken if methane or hydrogen sulfide concentrations exceed specified limits. 2.0 LANDFILL GAS MONITORING Gas monitoring at the Robeson County Landfill will be performed throughout the active and post-closure care period for the facility. At a minimum, quarterly monitoring will be conducted at all subsurface gas detection wells and facility structures. 2.1 Landfill Gas Monitoring Network The locations of the landfill gas monitoring wells and structures are shown on Drawing LFGMP-01. The current landfill gas monitoring network consists of 18 wells (MMW-1A, MMW-2, MMW-3, MMW-4, MMW-4A, MMW-6, MMW-7, MMW-8, MMW-9, MMW-10, MMW-11, MMW-12, MMW-13, MMW-14, MMW-15, MMW-16, MMW-17R, and MMW-18R) and four structures (office, maintenance building, leachate treatment building, and animal shelter). For the proposed C&D landfill expansion, MMW-1A, MMW-2, MMW-3 and MMW-6 will be abandoned; and for the Phase 5 landfill expansion, MMW-16 and MM-17R will be abandoned. Three gas monitoring wells MMW-19, MMW-20, and MMW-21 are proposed to replace the abandoned MMWs to monitor landfill gas on the west side of the proposed C&D Cell and Phase 5. The wells MMW-19 and MMW-20 will be located near the property boundary northwest of Phase 5, and MMW-21 will be located on the west side of the C&D landfill as shown on Drawing LFGMP-01. They will be spaced approximately 500 feet apart and will be installed to the static groundwater table, estimated at 20 feet deep. They will be constructed in accordance with the November 2010 Landfill Gas Monitoring Guidance, issued by the NCDEQ and included as Appendix A to this LGMP. The following table describes the methane monitoring wells. Landfill Gas Monitoring Plan Joyce Engineering Robeson County Landfill, Permit # 78-03 3 Rev. March 2017 Monitoring Probe Status Screened Interval Total Depth MMW-1A To be abandoned Unknown Unknown MMW-2 To be abandoned Unknown Unknown MMW-3 To be abandoned Unknown Unknown MMW-4 ACTIVE Unknown Unknown MMW-4A ACTIVE Unknown Unknown MMW-6 To be abandoned Unknown Unknown MMW-7 ACTIVE Unknown Unknown MMW-8 ACTIVE Unknown Unknown MMW-9 ACTIVE Unknown Unknown MMW-10 ACTIVE Unknown Unknown MMW-11 ACTIVE Unknown Unknown MMW-12 ACTIVE Unknown Unknown MMW-13 ACTIVE Unknown Unknown MMW-14 ACTIVE Unknown Unknown MMW-15 ACTIVE Unknown Unknown MMW-16 To be abandoned Unknown Unknown MMW-17R To be abandoned 5.0’ to 20.0’ 20.0’ MMW-18R Installed 7/27/2009 5.0’ to 20.0’ 20.0’ MMW-19 PROPOSED 5.0’ to 20.0’ * 20.0’ * MMW-20 PROPOSED 5.0’ to 20.0’ * 20.0’ * MMW-21 PROPOSED 5.0’ to 20.0’ * 20.0’ * * = approximate anticipated depths. 2.2 Structure Sampling There are currently four structures on the facility property that will be monitored for landfill gas. The office, maintenance building, leachate treatment building, and animal shelter are shown on Drawing LFGMP-01. 2.3 Landfill Gas Monitoring Frequency The landfill gas wells included in this LGMP will be monitored at least quarterly in accordance with current regulations. Landfill Gas Monitoring Plan Joyce Engineering Robeson County Landfill, Permit # 78-03 4 Rev. March 2017 3.0 LANDFILL GAS SAMPLING PROCEDURES Landfill gas samples will be collected in accordance with Solid Waste Section’s (SWS) Landfill Gas Monitoring Guidance document. Details of detection equipment and sampling procedures are outlined below. 3.1 Detection Equipment A portable combustible gas monitor, measuring the concentration of combustible gases in units of percent of LEL, shall be used to conduct gas monitoring. The LEL is the lowest percent by volume of a mixture of combustible gas in air that will propagate a flame at 25 degrees Celsius and atmospheric pressure. The LEL for methane is 5%. If the portable combustible gases monitor measures methane concentration in percent volume, it shall be converted to LEL in the field using the following formula: 100% LEL Methane = 5% by Volume Methane % by Volume Methane X 20 = % LEL Methane A portable hydrogen sulfide gas (H2S) monitor, or add-on H2S sensor pod for the combustible gas monitor, shall also be used to conduct gas monitoring. The LEL for H2S is 40,000 ppm, or 4% by volume; however, hydrogen sulfide is dangerous to human health at levels well below the LEL. Most portable instrumentation reads hydrogen sulfide in parts per million as a volume-to-volume unit, so an approximate conversion of 1% Volume H2S is 10,000 ppm. It is advisable to monitor and record H2S in accordance with the portable instruments range and units for comparison to health and safety limits; however, the regulatory standard is the LEL for gas probes and 25% of the LEL for structures. The combustible gas monitor shall be calibrated to methane using the manufacturer's calibration kit and procedure before the monitoring activities begin. The calibration gas to be used depends on the expected levels of methane in landfill gas monitoring wells. If low levels of methane are expected, 15% CO2/15% CH4 calibration gas should be used. If high levels of methane are expected, 35% CO2/ 50% CH4 calibration gas should be used. Verification that the equipment was calibrated in accordance with the manufacture’s specifications is required. Calibration information must be recorded on the Landfill Gas Monitoring Data Form. The H2S monitor or pod shall be calibrated to H2S using the manufacturer's calibration kit and procedure before the monitoring activities begin. Most instruments monitor for, and are calibrated in, the 0-500 ppm range for H2S for purposes of human health and safety. This range is more protective than the explosive limit monitoring requirement, and should provide warning of H2S migration long before exceedance of the LEL. 3.2 Landfill Gas Sampling Procedure The portable combustible gas monitor will be turned on and allowed to warm up prior to gas sampling. The static pressure should show a reading of zero before taking the initial sample. The sample tube shall be purged for at least one minute prior to connecting the sample tube to the detection well, and then the initial concentration will be recorded. Gas monitoring will continue Landfill Gas Monitoring Plan Joyce Engineering Robeson County Landfill, Permit # 78-03 5 Rev. March 2017 until the reading has stabilized. A stable reading is considered to be +/- 0.5% by volume on the instrument’s scale. Once the reading has stabilized for 5 seconds, the reading will be recorded and the tubing will be disconnected from the valve. These steps will be repeated for each landfill gas monitoring well. 4.0 RECORD KEEPING AND REPORTING The landfill gas data will be recorded in accordance with the SWS’s Landfill Gas Monitoring Guidance document included as Appendix A. The records will be maintained in the landfill operating record. An example Landfill Gas Monitoring Data Form is included as Appendix B. 4.1 Notifications In the event that an exceedance of the regulatory levels is observed, the NC DEQ shall be notified within 24 hours of the observation, and the monitoring results and a description of the steps taken to protect human health, shall be placed in the facility’s operating record within seven calendar days of the observation. 4.2 Sampling Reports The Landfill Gas Monitoring Data Form will be prepared in accordance with the NC DEQ Division of Waste Management Solid Waste Section Landfill Gas Monitoring Guidance document. The form will describe the method of sampling, the date, time, location, sampling personnel, atmospheric temperature, reported barometric pressure, equipment calibration information, exceptions noted during sampling, and general weather conditions at the time of sampling, in addition to the concentration of combustible gases. 4.3 Permanent Record Keeping A copy of the landfill gas monitoring results and any remediation plans will be maintained in the landfill operating record. The reports will be maintained at an alternative location near the facility approved by the Division of Waste Management (Division). 5.0 CONTINGENCY PLAN If methane or hydrogen sulfide levels that exceed the regulatory limits are detected, the results shall be reported to the Robeson County Landfill immediately. The County shall immediately take all necessary steps to insure protection of human health. The Robeson County Landfill will notify the SWS in writing (fax or email are acceptable) within 24 hours. If methane or hydrogen sulfide levels exceed the LEL in existing gas wells, the need for additional gas wells will be evaluated, as well as the need for monitoring within any nearby structures in the direction of the gas migration. If the exceedance is in a gas well not located at or near a property boundary, additional investigation including use of bar-hole probes or temporary gas wells may be implemented to determine whether or not the exceedance extends to Landfill Gas Monitoring Plan Joyce Engineering Robeson County Landfill, Permit # 78-03 6 Rev. March 2017 the property boundary. If necessary, additional permanent gas wells may be installed between the exceeding well(s) and the property boundary to demonstrate that the site is in compliance. If the compliance level (25% LEL) is exceeded in an on-site structure, options will be evaluated to reduce the current methane levels and to prevent further migration of methane into the structure. At a minimum, the following actions will be taken if the methane concentration exceeds 25% of the LEL in any structure:  Put out all smoking materials and turn off all ignition sources;  Evacuate all personnel;  Vent the structure;  Do not allow personnel to reenter the building except to perform gas monitoring until the results of additional monitoring indicate that methane concentrations are sustained or stabilized below 25% of the LEL;  Begin continuous monitoring within the structure; and  Undertake an assessment to determine the origin and pathways of the gas migration Within seven days of detection, the monitoring results will be placed in the operating record and Robeson County will indicate actions taken and actions proposed to resolve the problem. Within 60 days of detection, Robeson County will develop and implement a landfill gas remediation plan for the combustible gas releases and notify the Division that the plan has been implemented. The plan will describe the nature and extent of the problem and the proposed remedy and will include a schedule for implementation of the remedy. Hydrogen sulfide becomes dangerous to human health at concentrations well below the Lower Explosive Limit. The OSHA Personal Exposure Limit (PEL) for H2S is 10 ppm for 8-hours or 50 ppm peak exposure, and the NIOSH Immediately Dangerous to Life and Human Health (IDLH) limit for H2S is 100 ppm. North Carolina Solid Waste Management Regulations only require monitoring for explosive gas levels, not hazardous levels; however, we recommend voluntary monitoring for H2S in the potentially hazardous range. If H2S is detected at concentrations above 10 ppm in any gas probe or outdoor ambient air monitoring point, or above 2.5 ppm inside any structure, we recommend that the County be notified immediately and appropriate action will be taken to protect human health, similar to the actions described above. 6.0 REFERENCES Brown, Philip M., Chief Geologist, 1985, Geologic Map of North Carolina, The North Carolina Geologic Survey, scale 1:500,000. Fetter, C.W., 2001, Applied Hydrogeology, Fourth Edition: Prentice-Hall, Inc.. Johnson, A.I., 1967, Specific Yield - Compilation of Specific Yields For Various Materials: U.S. Geological Survey Water Supply Paper 1662-D. Landfill Gas Monitoring Plan Joyce Engineering Robeson County Landfill, Permit # 78-03 7 Rev. March 2017 North Carolina Department of Environment and Natural Resources, 1990-2011, Solid Waste Management Regulations. North Carolina Department of Environment and Natural Resources, November 2010, Landfill Gas Monitoring Guidance. United States Department of Labor, Occupational Health and Safety Commission, Standards – 29 CFR Part 1926, 1970, Occupational Health and Environmental Controls, 29 CFR 1926.55 Appendix A - 1970 American Conference of Governmental Industrial Hygienists' Threshold Limit Values of Airborne Contaminants, Threshold Limit Values of Airborne Contaminants for Construction, Hydrogen Sulfide. DRAWING BIG MA R S H SW A M P PHASE 1 (CLOSED MSW) N C S T A T E H I G H W A Y 2 0 B U F F E R ( T Y P ) 3 0 0 ' - 0 " PHASE 1 (ACTIVE C & D) PHASE 3 (PERMITTED MSW) PROPERTY LINE PHASE 2 (PERMITTED MSW) BUFFER (TYP) 100'-0" M H TOC = 155.18GROUND = 151.92 RCL04 RCL05 RCL01 RCL07 RCL06 1 3 0 1 5 0 OW-9 OW-9A PZ-G8 PZ-G7 PZ-G9S PZ-G9D SW-2 SW-1 MMW-3 (TO BE ABD) MMW-2 (TO BE ABD)MMW-1A (TO BE ABD) MMW-4 MMW-11 MMW-10 MMW-9MMW-8MMW-7 MMW-4A MMW-14 MMW-12 MMW-13 MMW-16 MMW-17R MMW-18R PHASE 4 (ACTIVE MSW) 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E 2028500 E 3 7 6 0 0 0 N 3 7 6 5 0 0 N 3 7 7 0 0 0 N 3 7 7 5 0 0 N 3 7 8 0 0 0 N 3 7 8 5 0 0 N 3 7 9 0 0 0 N 3 7 9 5 0 0 N 3 8 0 0 0 0 N 3 8 0 5 0 0 N 3 8 1 0 0 0 N 3 8 1 5 0 0 N 3 8 2 0 0 0 N 2022500 E 2023000 E 2023500 E 2024000 E2024000 E 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E LEACHATE PRE-TREATMENT AND STORAGE FACILITY ANIMAL SHELTER ENTRANCE VEHICLE FUELING STATION VEHICLE WASH YARD WASTE STORAGE SEDIMENT BASIN NO.1 WHITE GOODS HANDLING AREA TIRE STORAGE AREA 1 4 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 5 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 8 0 1 8 0 1 7 0 1 6 0 150 150 1 5 0 16 0 170 1 7 0 1 6 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 160 170 18 0 1 5 0 1 5 0 1 5 0 15 0 1 5 0 1 5 0 150 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 150150160 170180 190 2 0 0 210 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 3 0 1 4 0 130 1 3 0 1 5 0 1 4 0 1 4 0 1 5 0 160 1 6 0 1 5 0 1 6 0 1 5 0 1 5 0 1 5 0 150 1 5 0 1 5 0 150 180 170160 2 0 0 1 6 0 150 1 6 0 170 1 8 0 190 1 5 0 1 5 0 150 140 150 1 4 0 1 3 0 1 3 0 1 3 0 14 0 15 0 1 3 0 1 3 0 130 1 3 0 150 1 5 0 1 5 0 1 5 0 UNDISTURBED ARCHAEOLOGICAL SITE CLOSED LCID LANDFILL PROPOSED MW-19R MW-20 (TO BE ABD) MW-21 MW-22 MW-13R MW-14R MW-15A MW-16 MW-17R MW-18 MW-4A MW-12 MW-10 MW-2 MW-11 MW-8 MW-9 MW-3R MW-7 PZ-G10S/10D MW-23 MW-24 MW-25R MW-26 MW-5 MW-5A MW-1 (AB) MW-6MW-25(ABANDONED) (ABANDONED) (ABANDONED) (ABANDONED) PZ-31D PZ-31S PZ-34 PZ-32S PZ-32D MW-30 PZ-33S PZ-33D MMW-15 MMW-6 (TO BE ABD) PROPOSED MMW-21 PROPOSED MMW-20 PROPOSED MMW-19 PROPOSED MW-20R MW-19 (TO BE ABD) BUFFER CURRENTLY IN PROCESS OF PURCHASE PROPOSED PHASE 5 LIMITS OF WASTE PROPOSED C & D EXPANSION LIMITS OF WASTE PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ L F G A N D W Q M P 2 0 1 7 \ L F G 0 1 A N D W Q M P 0 1 L . d w g L a y o u t = L a y o u t 1 ( 2 ) 22 1 1 W . M E A D O W V I E W R O A D GR E E N S B O R O , N C 2 7 4 0 7 PH O N E : ( 3 3 6 ) 3 2 3 - 0 0 9 2 820 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 LFGMP-01 AS SHOWN LA N D F I L L G A S MO N I T O R I N G P L A N RW H RW H VB VB 04 / 0 1 / 1 7 0 (FEET) GRAPHIC SCALE 600300150 Appendix A Solid Waste Section – Landfill Gas Monitoring Guidance Appendix B Landfill Gas Monitoring Data Form Landfill Gas Monitoring Data Form Facility Name: ____________________ Permit Number: ___________________ Date of Sampling: ____________________ Personnel: ___________________ Gas Monitor Type & Serial No: ____________________ Calibration Date: ___________________ Field Calibration Date & Time: ____________________ Calibration Gas Type: ___________________ General Weather Conditions: ____________________ Barometer : ___________________ Location or LFG GP ID Instr. purged Time Probe Pressure (InWg) Time Pumped (sec.) CH4 (%LEL) CH4 (%Vol) Notes Abbreviations: GP = Gas Probe LEL = Lower Explosive Limit APPENDIX VII-2 WATER QUALITY MONITORING PLAN PREPARED FOR: ROBESON COUNTY SOLID WASTE DEPARTMENT P. O. BOX 366 ST. PAULS, NC 28384 ROBESON COUNTY LANDFILL PERMIT NUMBER 78-03 WATER QUALITY MONITORING PLAN REVISED MARCH 2017 PREPARED BY: 2211 WEST MEADOWVIEW ROAD, SUITE 101 GREENSBORO, NORTH CAROLINA 27407 NC LICENSE NUMBER C-0782 PHONE: (336) 323-0092 FAX: (336) 323-0093 JOYCE PROJECT NO. 277.1602.12 WATER QUALITY MONITORING PLAN ROBESON COUNTY LANDFILL PERMIT # 78-03 ROBESON COUNTY, NC MARCH 2017 Prepared by: 2211 West Meadowview Road, Suite 101 Greensboro, North Carolina 27407 NC LICENSE NUMBER C-0782 Prepared by: _____________________________ G. Van Ness Burbach, Ph.D., P.G. NC License # 1349 Water Quality Monitoring Certification Statement: We certify that the Water Quality Monitoring Plan presented in this report, when implemented, will be effective in providing early detection of any release of hazardous constituents to the uppermost aquifer, so as to be protective of public health and the environment. JOYCE Project # 820.1703.11, Task 01 WATER QUALITY MONITORING PLAN Robeson County Landfill - Robeson County, NC Permit No. 78-03 TABLE OF CONTENTS Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 ii Revised March 2017 1.0 INTRODUCTION................................................................................................................. 1 1.1 Site Background .................................................................................................................. 1 1.2 Site Geology and Hydrology .............................................................................................. 1 1.2.1 Site Geology ............................................................................................................ 1 1.2.2 Site Hydrogeology ................................................................................................... 2 1.3 Groundwater Flow Regime ................................................................................................. 2 1.4 History and Regulatory Status ............................................................................................ 2 1.4.1 Monitoring & Corrective Action History ................................................................ 2 1.4.2 Regulatory Status .................................................................................................... 4 2.1 Groundwater Monitoring Program ..................................................................................... 4 2.2 Surface Water Monitoring Program .................................................................................... 5 3.0 SAMPLING PROTOCOLS ................................................................................................. 5 3.1 Groundwater Sampling Methodology.................................................................................. 5 3.2 Surface Water Sampling Methodology ................................................................................ 9 3.3 Sample Analytical Requirements ......................................................................................... 9 3.3.1 Analytical Requirements .............................................................................................. 9 3.3.2 Reporting and Record Keeping ................................................................................. 10 3.4 Well Abandonment ........................................................................................................... 10 3.5 Comparison to GPS........................................................................................................... 11 3.6 Statistical Analyses ........................................................................................................... 11 3.6.1 Treatment of Censored Data ..................................................................................... 11 3.6.2 Assumption of Normality ........................................................................................... 12 3.6.3 Parametric Upper Tolerance Limit ........................................................................... 12 3.6.4 Aitchison’s Adjusted Parametric Upper Prediction Limit ........................................ 12 3.6.5 Non-parametric Upper Tolerance Limit ................................................................... 12 3.6.6 Poisson Upper Prediction Limit ................................................................................ 12 3.7 Surface Water Monitoring ................................................................................................ 12 3.8 Leachate Monitoring ......................................................................................................... 13 4.0 ABILITY TO EFFECTIVELY MONITOR RELEASES .............................................. 13 5.0 REFERENCES .................................................................................................................... 13 6.0 ACRONYMS ....................................................................................................................... 14 WATER QUALITY MONITORING PLAN Robeson County Landfill - Robeson County, NC Permit No. 78-03 TABLE OF CONTENTS Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 iii Revised March 2017 TABLES Table 1 Groundwater Gradients and Flow Velocity Table 2 Monitoring Well Construction Details FIGURE Figure 1 Site Location Map DRAWING Drawing WQMP-01 Water Quality Monitoring Plan - March 2017 APPENDICES Appendix A Well Boring and Construction Logs Appendix B Example Field Log and Chain-of-Custody Appendix C NC Appendix I & II Constituents with NC2L Standards and GWPS Appendix D NC2B Surface Water Standards Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 1 Revised March 2017 1.0 INTRODUCTION On behalf of Robeson County, Joyce Engineering (JOYCE) has prepared this Water Quality Monitoring Plan (WQMP) for the Robeson County Landfill (facility) in accordance with the North Carolina Solid Waste Management Rules (NCSWMR) codified in 15A NCAC 13B.1632-.1637. The facility is currently in assessment monitoring (§.1634) and corrective action (§.1637). This revision of the Water Quality Monitoring Plan was prepared for the proposed Phase 5 MSW and 1 C&D landfill expansion Permit to Construct Application. 1.1 Site Background The Robeson County Landfill is located at 246 Landfill Road, just off of Route 20, in St. Pauls, North Carolina (Figure 1). The facility is owned and operated by Robeson County under Permit Number 78-03, issued by the North Carolina Department of Environmental Quality (NCDEQ) Solid Waste Section (SWS). The facility occupies 462 acres with the permitted landfill boundaries consisting of approximately 90 acres. The permitted area is comprised of three active municipal solid waste (MSW) landfill phases (Phase 2, 3 and 4) and one closed phase (Phase 1). See Drawing WQMP-01, the Site Map, for site layout and features. Phase 1 was opened in 1985 and was closed in accordance with applicable regulations in 1997. Phases 2 through 4 are lined Subtitle-D landfills. Currently, Robeson County has a permit to operate Phases 2 through 4 and a construction and demolition (C&D) debris landfill on top of the closed Phase 1 landfill. Currently, all MSW is being disposed in Phase 4 and C&D waste is being disposed in Phase 1. A future C&D waste cell is planned for the area west of Phase 1, and Phase 5 for MSW is proposed for a Permit-to-Construct. 1.2 Site Geology and Hydrology 1.2.1 Site Geology The Robeson County Landfill is located in the Coastal Plane geologic province. According to the geologic map of the area, the landfill is underlain by the late-Cretaceous (Campanian) Bladen Formation of the Black Creek Group, which is comprised of black clay and light colored micaceous sand deposited in a delta-shelf environment. The Bladen Formation dips gently toward the east and is underlain by the Tar Heel Formation which is comprised of cross bedded sands and variegated clays with some gravel. Previous reports indicated that on-site borings encountered surficial geology made up of sand and clay, consistent with the description of the Bladen Formation. A mixture of sand and clay is present in the shallower portions of borings. Distinct clay layers were identified at approximately 25 feet and 40 feet below grade. Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 2 Revised March 2017 1.2.2 Site Hydrogeology The primary aquifer at the site is an unconfined, relatively homogeneous, sedimentary aquifer present from the water table, approximately 4 to 24 feet below ground surface (ft-bgs), to the first confining clay layer at a depth of approximately 25 to 40 ft-bgs. The aquifer is comprised of silt and fine sand and clayey silts and clayey fine sands. Secondary, partially or largely confined aquifers are present below the clay layers. The confining clay layers may not be contiguous across the entire site. Depth to water ranges from approximately 4 feet at the downgradient, south end of the property to approximately 24 feet at the upgradient, north end of the property. Groundwater flows to the south and southeast, toward Big Marshy Creek. 1.3 Groundwater Flow Regime Groundwater flow beneath the facility is consistently southward toward Big Marsh Swamp. Linear groundwater flow velocities were computed along selected flow paths perpendicular to groundwater potentiometric surface contours based on water levels measured in April 2015 using the following modified Darcy equation: V = Ki/n , where V = average linear velocity, K = hydraulic conductivity, i = horizontal hydraulic gradient, and n = effective porosity. The average hydraulic conductivity of the uppermost aquifer at the site is 4.36 feet/day based on slug tests conducted in April 2015 (Joyce, 2015). The effective porosity value is estimated at 85% of the laboratory-determined porosity for soil samples collected in March-April 2015 (Joyce, 2015). The average groundwater gradient observed during the April 2015 event was approximately 0.0043. The average estimated linear groundwater flow velocity under the facility was calculated at 22 feet/year (Table 1). The linear velocity equation makes the simplifying assumptions of a homogeneous and isotropic aquifer. 1.4 History and Regulatory Status 1.4.1 Monitoring & Corrective Action History Robeson County has been performing groundwater monitoring since 1993. Several monitoring wells have had volatile organic compounds (VOCs) present in concentrations that exceed 2L groundwater standards (15A NCAC 2L.0202) Specifically, contaminants of concern (COCs) at the site include the organic compounds benzene, 1,1-dichloroethane (1,1-DCA) 1,2-dichloroethane (1,2-DCA) and vinyl chloride and the metals arsenic, chromium, lead and selenium. Following is a summary of the corrective action history of the facility. ● In 2000, a Corrective Action Plan (CAP) was prepared that called for the installation of a landfill gas recovery trench, with the belief that the VOCs in groundwater were the result of migrating landfill gas. The trench, which included a number of passive gas vents, was installed in 2000. The trench, approximately 900 feet long, with 10 vents, ran across the eastern portion of the northern side of the Phase 1 landfill. ● In December 2004, in an Assessment of Corrective Measures (ACM) Report, G.N. Richardson & Associates concluded that the trench did not effectively reduce the Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 3 Revised March 2017 concentrations of VOCs in groundwater collected from monitoring wells MW-9A, MW-13R, MW-14 and MW-15. The December 2004 ACM report proposed other possible remedies. ● In January 2008, Richardson, Smith, Gardner & Associates (RSGA) prepared a second ACM report. That ACM reported that the trench length was increased and that additional individual vent flares were added. The 2008 ACM also indicated that although there were decreases in concentrations, some VOCs were still above NC 2L standards. Because of the ongoing exceedances, RSGA included in their ACM report an assessment of potential alternatives for additional remediation efforts at the site. Their assessment looked at monitored natural attenuation, enhanced bioremediation, and groundwater recovery and treatment. ● In June 2008, RSGA submitted a Preliminary CAP that called for supplemental landfill gas recovery [in conjunction with a landfill gas to energy (LFGTE) project that had already been initiated] and enhanced bioremediation. The proposed CAP was approved by NCDEQ on February 11, 2011. ● In 2008 a network of gas extraction wells was installed. The gas collection system was ultimately hooked up to power generators at the site. The original gas collection trench had been hooked up to the collection system, but because the gas from the trench was not of adequate quality due to its methane content being too low for the generator engine, the trench was disconnected from the collection system. Because gas migration was controlled by the gas collection system, the collection trench is being decommissioned to allow for drainage improvements at the site. ● In January 2009, David Garrett & Associates submitted a Sampling and Analysis Plan Update with Sampling Location Amendments. ● In July 2011, Robeson County conducted an enhanced bioremediation pilot test to assess the effectiveness of adding a hydrogen (electron donor) supplement to the aquifer to more rapidly degrade the chlorinated VOCs in groundwater. Prior to the test, three injection points and two additional monitoring points were installed at the site, south of and downgradient from Phase 1, in the vicinity of monitoring well MW-5. In the period since the completion of the pilot test, semi-annual groundwater monitoring has continued. ● In September 2012, Brown & Caldwell issued a letter report on the pilot test and the subsequent monitoring results that concluded that the addition of the supplement did not effectively improve degradation. ● In January 2013, the NCDEQ approved cessation of sampling for herbicides and pesticides for the facility wells under assessment monitoring. ● In August 2013, Joyce Engineering (JOYCE) submitted a Corrective Action Evaluation Report (CAER) for the facility. The CAER concluded that enhanced bioremediation would not be effective for this facility and recommended that the facility pursue control of landfill gas plus monitored natural attenuation (MNA) as the remedy. Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 4 Revised March 2017 ● In July 2014, JOYCE submitted and NCDEQ approved a request to change MW-13R, MW-14, & MW-15A to Assessment Monitoring and to let MW-3R, MW-10, & MW-11 revert back to Detection Monitoring. 1.4.2 Regulatory Status The Robeson County Landfill operates under permit 78-03. Phase 1 is a closed unlined MSW landfill, which opened in 1985 and operated until 1997. It is covered with a 24-inch soil cap. The County has operated a C&D landfill on top of the closed MSW landfill since 1998. Phases 2, 3, and 4 are lined Subtitle-D landfills, permitted and constructed in accordance with the NCSWMR. Both detection and assessment monitoring are being performed at the site. The wells associated with Phase 1 are in assessment monitoring under §.1634 of the NCSWMR. Phase 1 is also under corrective action under §.1637 of the NCSWMR because of the presence of VOCs and metals in exceedance of groundwater protection standards (GPS) as defined in §.1634.g of the NCSWMR. The wells associated Phases 2, 3, and 4 are in detection monitoring under §.1633 of the NCSWMR. 2.1 Groundwater Monitoring Program The following table summarizes the compliance monitoring wells for the facility. WELL ID Classification Monitoring Program Required Analytes (1st Semiannual Event) Required Analytes (2nd Semiannual Event) MW-6 Background (Phase 1) Assessment Appendix II** + C&D App. I + Detects + C&D MW-12 Background (Phases 2,3,4) Detection Appendix I Appendix I MW-3R Phase 1 Compliance Detection* Appendix I + C&D Appendix I + C&D MW-5 Phase 1 Compliance Assessment Appendix II** + C&D App. I + Detects + C&D MW-8 Phase 1 Compliance Assessment Appendix II** + C&D App. I + Detects + C&D MW-9A Phase 1 Compliance Assessment Appendix II** + C&D App. I + Detects + C&D MW-10 Phase 1 Compliance Detection* Appendix I + C&D Appendix I + C&D MW-11 Phase 1 Compliance Detection* Appendix I + C&D Appendix I + C&D MW-13R Phase 2 Compliance Assessment* Appendix II** App. I + Detects MW-14R Phase 2 Compliance Assessment* Appendix II** App. I + Detects MW-15A Phase 2 Compliance Assessment* Appendix II** App. I + Detects MW-16 Phase 2 Compliance Detection Appendix I Appendix I MW-17R Phase 2 Compliance Detection Appendix I Appendix I MW-18 Phase 2 Compliance Detection Appendix I Appendix I MW-21 Phase 3 Compliance Detection Appendix I Appendix I MW-22 Phase 3 Compliance Detection Appendix I Appendix I MW-23 Phase 3 Compliance Detection Appendix I Appendix I MW-24 Phase 4 Compliance*** Detection Appendix I Appendix I MW-25R Phase 4 Compliance Detection Appendix I Appendix I MW-26 Phase 4 Compliance Detection Appendix I Appendix I MW-19 To be Abandoned**** Currently Inactive MW-20 To be Abandoned**** Currently Inactive MW-19R Future C&D Compliance Proposed**** Appendix I + C&D Appendix I + C&D MW-20R Future C&D Compliance Proposed**** Appendix I + C&D Appendix I + C&D Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 5 Revised March 2017 * In July 2014, NCDEQ approved a request to change MW-13R, MW-14, & MW-15A to Assessment Monitoring and to let MW-3R, MW-10, & MW-11 revert back to Detection Monitoring. This table reflects those changes. ** In January 2013, NCDEQ approved removing the requirement of sampling for herbicides and pesticides. *** MW-24 will be abandoned once construction of Phase 5 is approved. **** MW-19 and MW-20 will be abandoned prior to construction of the C&D expansion and will be replaced by proposed wells MW-19R and MW-20R. There are currently 20 monitoring wells that are part of the active compliance monitoring network for the facility. Monitoring wells MW-6 and MW-12 serve as upgradient background wells for the facility. Six down-gradient wells associated with Phase 1, including MW-3R, MW-5, MW-8, MW-9A, MW-10 and MW-11. Eleven wells are associated with Phases 2, 3, 4, and 5 including MW-13R, MW-14R, MW-15A, MW-16, MW-17R, MW-18, MW-21, MW-22, MW-23, MW-24, MW-25R and MW-26. MW-24 must be abandoned prior to construction of Phase 5; therefore, it will be removed from the monitoring network at that time. A future C&D cell is planned for the area immediately west of Phase 1. Monitoring wells MW-19 and MW-20 are downgradient of the future C&D cell; however, they will need to be abandoned prior to construction. Replacement wells MW-19R and MW-20R are proposed further downgradient of the future C&D cell, but within the relevant point of compliance (< 250 feet from the edge of waste). MW-21 is located upgradient of the future C&D Cell, but downgradient of Phase 3, and it is currently sampled for Phase 3 compliance. The locations of the facility monitoring wells are shown on Drawing WQMP-01, and proposed new wells are shown in red. Construction specifications for these monitoring wells are summarized in Table 2 and available well boring and construction logs are included in Appendix A. 2.2 Surface Water Monitoring Program The two surface water sampling locations are monitored at the facility. Sampling point SW-1 is located at the outfall of the sedimentation basin on the south side of Phase 1. Surface water sampling point SW-2 is across the access road in the southeast corner of Phase 2. Samples are collected from SW-1 and SW-2 during each semiannual sampling event if there is sufficient water flow. These locations are shown in red on Drawing WQMP-01. Due to the distance to Big Marsh Creek, NCDEQ has not required Robeson County to sample water from the creek. The surface water samples are analyzed for the NCSWMR Appendix I list of constituents during both semiannual events. 3.0 SAMPLING PROTOCOLS 3.1 Groundwater Sampling Methodology Groundwater samples will be collected in accordance with NCSWMR §.1630 through §.1633 and guidance provided in the Draft North Carolina Water Quality Monitoring Guidance Document for Solid Waste Facilities; Solid Waste Section, Division of Solid Waste Management; Department of Environment, Health and Natural Resources (March 1995). Details of well Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 6 Revised March 2017 purging, sample withdrawal, and decontamination methods, as well as chain-of-custody procedures are outlined below. Static water elevations and the total well depth will be measured to the nearest 0.01 of a foot in each well prior to the sampling of each well. An electronic water level meter will be used for the measurements. The distance from the top of the well casing to the water surface and to the bottom of the well will be measured using the tape attached to the probe. Reference elevations of the proposed wells have been obtained from a North Carolina registered land surveyor. A low-yield well (one that is incapable of yielding three well volumes within a reasonable time) will be purged so that water is removed from the bottom of the screened interval. Low-yield wells will be evacuated to dryness once. Within 24 hours of purging, the first sample will be field tested for pH, temperature, and specific conductance. Samples will then be collected and containerized in the order of the parameters' volatilization sensitivity (i.e., volatile organics then total metals). A high-yield well (one that is capable of yielding more than three well volumes during purging) will be purged so that water is drawn down from the uppermost part of the water column to ensure that fresh water from the formation will move upward in the screen. At no time will a well be evacuated to dryness if the recharge rate causes the formation water to vigorously cascade down the sides of the screen, which could cause an accelerated loss of volatiles. A minimum of three well volumes will be evacuated from high-yield wells prior to sampling. A well volume is defined as the water contained within the well casing and pore spaces of the surrounding filter pack. The well volume will be calculated using the following formulas: Vc = (dc2/4) x3.14 x hw x (7.48 gallons/cubic foot) Vc (gallons) = 0.163 x hw (for a 2-inch well) where: Vc = volume in the well casing in gallons dc = casing diameter in feet (dc = 0.167 for a 2-inch well) hw = height of the water column in feet (i.e., well depth minus depth to water) Each well will be evacuated (purged) and sampled with a disposable bailer or a sampling pump. The bailer or pump will be lowered gently into the well to minimize the possibility of causing degassing of the water. If sampled with a pump, flow rates will be regulated to minimize turbidity and degassing of the water. All equipment used for sampling will be handled in such a manner to ensure that the equipment remains decontaminated prior to use. In between wells and following completion of the field sampling, water level meters, sampling pumps, or any other reusable sampling equipment will be properly decontaminated. Clean disposable gloves will be worn by sampling personnel and changed between wells. Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 7 Revised March 2017 The upgradient/background well will be sampled first, followed by the downgradient wells. The order of sampling of the downgradient wells will be evaluated each sampling event to provide a sequence going from less contaminated to more contaminated, if applicable, based on the previous sampling event. Field measurements of temperature, pH, specific conductance, and turbidity will be made before sample collection. The direct reading equipment used at each well will be calibrated according to the manufacturer's specifications prior to each sampling event. Groundwater samples will be collected and containerized in the order of the volatilization sensitivity as follows (as required):  Volatile and purgeable organics;  Base neutral and acid extractable organics;  Total metals;  Dissolved metals; and  BOD, COD, dissolved methane, nitrate, sulfate. Pre-preserved sample containers will be supplied by the laboratory. The VOC vials will be filled in such a manner that no headspace or entrapped air bubbles remain after filling. Immediately upon collection, all samples will be placed in coolers on ice where they will be stored prior to and during transit to the laboratory. In between wells and following completion of the field sampling, the electronic depth meter will be decontaminated using the following procedure: 1) Phosphate-free soap and distilled water wash; 2) Distilled water rinse; and 3) Air dry. Samples collected will be properly containerized, packed into pre-cooled coolers, and either hand-delivered or shipped via overnight courier to the laboratory for analysis. The chain-of-custody program will allow for tracing of possession and handling of samples from the time of field collection through laboratory analysis. The chain-of-custody program will include sample labels and seals, field logs, chain-of-custody records, and laboratory logs. Example field logs and an example chain-of-custody form are included in Appendix B. Labels sufficiently durable to remain legible when wet will contain the following information:  Job and sample identification;  Monitoring well number or other location;  Date and time of collection;  Name of collector;  Parameter to be analyzed; and  Preservative, if applicable. The shipping container will be sealed to ensure that the samples have not been disturbed during transport to the laboratory. If the sample cannot be analyzed because of damage or disturbance, whenever possible, the damaged sample will be replaced during the same compliance period. The field log will contain sheets documenting the following information:  Identification of the well; Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 8 Revised March 2017  Well depth;  Static water level depth;  Presence of immiscible layers, odors or other indications of potential contamination;  Purge volume (given in gallons or number of bailers);  Time well was purged;  Date and time of collection;  Well sampling sequence;  Field analysis data and methods;  Field observations on sampling event;  Name of collector(s);  Climatic conditions (temperature, precipitation). The chain-of-custody record is required to establish the documentation necessary to trace sample possession from time of collection to time of receipt at destination. A chain-of-custody record will accompany each individual shipment. The record will contain the following information:  Sample destination and transporter;  Sample identification numbers;  Signature of collector;  Date and time of collection;  Sample type;  Identification of well;  Number of sample containers in shipping container;  Parameters requested for analysis;  Signature of person(s) involved in the chain of possession;  Inclusive dates of possession; and  Internal temperature of shipping container upon opening (noted by the laboratory). A copy of the completed chain-of-custody sheet will accompany the shipment and will be returned to the shipper with the analytical results. The chain of custody record will also be used as the analysis request sheet. A field blank and/or an equipment blank will be collected and analyzed during each sampling event to verify that the sample collection and handling processes have not affected the integrity of the field samples. The field/equipment blank(s) will be prepared in the field from distilled water (type II reagent grade water) supplied by the laboratory. At least one field/equipment blank will be prepared for each sampling event. Equipment blank will be generated by exposing the laboratory-distilled water to the sampling environment and sampling equipment/media in the same manner as actual field samples being collected. A field blank will be generated by exposing the laboratory-distilled water to the sampling environment at each sampling location during the sampling event. The laboratory will provide appropriate sample containers for generation of the field/equipment blank(s). The field/equipment blank(s) will be subjected to the same analyses as the groundwater samples. As with all other samples, the time(s) of the field/equipment blank collection will be recorded so that the sampling sequence is documented. The field/equipment blank monitors for contamination from the sampling equipment/media, or from cross-contamination that might occur between samples and sample containers as they are opened and exposed to the sampling environment. Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 9 Revised March 2017 Whenever groundwater samples are being collected for volatiles analysis, a trip blank will be generated by the laboratory using laboratory-distilled water prior to shipment of sampling containers and coolers to the field. The trip blank shall be transported with the empty sampling containers to the field, but will not be opened at any time prior to analysis at the laboratory. The trip blank will accompany the groundwater samples in the cooler(s) back to the laboratory and will be analyzed by the same volatile methods as the associated field samples. The trip blank monitors for potential cross-contamination that might occur between samples or that may be a result of the shipping environment. Detectable levels of contaminants found in the field/equipment blanks or trip blanks will not be used to correct the groundwater data, but will be noted accordingly. Constituents detected in trip blanks or field/equipment blanks at concentrations within an order of magnitude of those observed in the corresponding groundwater or surface water samples may justify discounting the detections in samples as ‘blank-qualified”, or may be cause for resampling. 3.2 Surface Water Sampling Methodology Surface water samples will be collected from flowing water at the designated sample locations in conjunction with the semiannual groundwater sampling events. Surface water can be sampled either by: 1) collecting the sample using a properly-decontaminated dipper and filling laboratory-prepared sample containers from the dipper; or 2) by dipping laboratory-prepared sampled containers directly into the stream flow. If using the direct sampling method, great care should be taken to not overflow containers containing preservatives to prevent loss of preservative. Use of an unpreserved laboratory container to collect the sample and then carefully dispense it into the preserved container is acceptable. For unpreserved containers, it is preferable to completely submerge the closed container, remove the lid underwater, and then replace the lid when the container is full before removing it from the water; however, this method is only acceptable if there is sufficient depth of flowing water. No matter what method is used to collect samples, great care should be taken to not disturb creek bed sediment during sampling and to obtain samples from the least turbid location available. Downstream samples should be collected first and upstream samples second. Samplers should wear clean, dedicated sampling gloves at all times while collecting or handling samples. Field parameters, including temperature, pH, and turbidity, shall be monitored at each sample location using the same sample collection technique used to collect the laboratory samples, as appropriate. Sampling techniques and protocols describe above for groundwater, including sample labeling, field log entry, and chain-of-custody procedures, shall also be followed for surface water samples. 3.3 Sample Analytical Requirements 3.3.1 Analytical Requirements The groundwater from wells in detection monitoring and surface water samples will be analyzed for the NCSWMR Appendix I list of constituents (by reference, RCRA Subtitle-D, Appendix I of 40 CFR.258). Groundwater from monitoring wells in assessment monitoring shall be analyzed for the NCSWMR Appendix II list of constituents (by reference, RCRA Subtitle-D, Appendix II of 40 CFR.258) during the first semiannual sampling event of each year. During the second Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 10 Revised March 2017 semiannual sampling event, these wells shall be sampled for the Appendix I list of constituents plus previously detected Appendix II constituents. Note that in a letter dated January 24, 2013, the NCDEQ approved cessation of sampling for herbicides and pesticides for the facility wells under assessment monitoring, so the Appendix II list for this facility no longer includes herbicides or pesticides. In addition to the above requirements, samples from compliance wells that monitor a C&D waste unit (currently Phase 1) shall be analyzed for C&D parameters: mercury, chloride, manganese, sulfate, iron, alkalinity, and total dissolved solids (TDS) in accordance with §.0544(b)(1)(D). All groundwater and surface water samples shall also be analyzed for the following field parameters: pH, specific conductivity, temperature, and turbidity. Analysis of groundwater and surface water samples shall be performed in accordance with U.S. EPA SW-846 methods as described in Test Methods for Evaluating Solid Waste - Physical/Chemical Methods (SW-846) or Methods for the Chemical Analysis of Water and Wastes. All laboratory analyses will be performed by laboratories certified by the NCDEQ for the required analytical methods and parameters. Appendix C includes a table of all Appendix I and Appendix II constituents with their respective analytical methods, CAS numbers, NCDEQ Solid Waste Section Limits (SWSL), 15A NCAC 2L (NC2L) groundwater standards, and Solid Waste Section groundwater protection standards (GWPS). Appendix D includes a summary of 15A NCAC 2B (NC2B) Surface Water Standards. Analyses shall be consistent with NCDEQ policies regarding analytical methods, SWSLs, and practical quantitation limits (PQLs), as appropriate. 3.3.2 Reporting and Record Keeping The laboratory analytical results shall be submitted to the Solid Waste Section semiannually. The following measurements, analytical data, calculations, and other relevant groundwater monitoring records will be kept throughout the active life of the facility and the post-closure care period:  Records of all groundwater quality data;  Associated sample collection field logs and measurements, such as static water level measured in compliance wells at the time of sample collection; and  Notices and reports of GPS exceedances, reporting or data error, missing data, etc. 3.4 Well Abandonment Any monitoring wells at the site which need to be abandoned due to damage, construction activities, or approved changes in the monitoring network will be properly abandoned in accordance with the procedures for permanent abandonment, as described in 15A NCAC 2C § .0113(d). Prior to abandonment, approval must be received from the SWS and will also be certified by a licensed geologist. No wells will be abandoned without prior approval from the SWS. Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 11 Revised March 2017 3.5 Comparison to GPS Constituents detected in the samples collected from the compliance well network shall be compared to the appropriate GPS for that constituent in accordance with NCSWMR §.1634.g-h. The comparison will be performed using a value-to-value procedure. If a suspect GPS exceedance is noted during the value-to-value comparison, a confirmation sample may be collected. The results from a confirmation sample will be compared to the GPS in a value-to-value comparison, or the value may be statistically compared to background. In most cases, the GPS will be equal to the Groundwater Standard established for a given constituent in 15A NCAC 2L.0202 (NC2L Standards). For constituents without listed NC2L Standards, the groundwater protection standards (GWPS) established by the NCDEQ Solid Waste Section may be used. In the event that a site-specific statistical background value can be established for a given constituent which is higher that the NC2L standard, GWPS, or other appropriate listed standard, the background may be used as the GPS with NCDEQ approval per NCSWMR §.1634.g.5. 3.6 Statistical Analyses With the April 2011 revision to the NCSWMR, routine statistical comparison to background for all detected constituents is no longer required for landfills regulated under §.1600 of the NCSWMR; however, statistical analyses may be used to establish an alternate GPS for constituents with the approval of the NCDEQ if desired by the facility. For C&D landfills regulated under §.0500 of the NCSWMR, statistical comparison to background is required for all detected constituents. The following guidelines will be used to determine statistical background values. Statistical analyses shall be conducted in compliance with the EPA guidance document, Statistical Analysis of Groundwater Monitoring Data at RCRA Facilities, Unified Guidance (US-EPA, 2009). The background data are to be evaluated through the use of Parametric Prediction Limits, Parametric Tolerance Intervals, Non-Parametric Prediction Limits, or Poisson Prediction Limits as appropriate. Tests for normality, outliers, Aitchison’s adjustment, tolerance intervals, or prediction limits are to be included as appropriate based on the background data. The statistical test by which downgradient data are compared to facility background data is based upon the nature of the data and the number of data values that are less than the laboratory limit of detection. All statistical tests are evaluated at the 0.05 level of significance, 95% confidence level, and are conducted as one-tailed tests. These methods and the criteria for their use are discussed below. 3.6.1 Treatment of Censored Data Generally, background data are censored as follows. When less than or equal to 15% of the background data values are less than the applicable reporting limit or quantitation limit (generally, the SWSL), any data reported at less than the applicable limit will be treated as one-half the limit. Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 12 Revised March 2017 3.6.2 Assumption of Normality Prior to conducting statistical tests that are based on the assumption of normally distributed data, normality of the background data shall be evaluated using the Shapiro-Wilk statistic (W). Normality shall be assessed at the 95% confidence level. In the event that the raw data fail to follow a normal distribution, the data shall be transformed using a base-10 logarithm. The transformed data shall then be tested for normality using the Shapiro-Wilk statistic. In the event that the log-transformed data also fail to follow a normal distribution, a non-parametric approach shall be applied. 3.6.3 Parametric Upper Tolerance Limit When the background data consist of a minimum of eight independent data values and less than or equal to 15% of the background data values are less than the DL for a given analyte, the downgradient values are then compared to the parametric upper tolerance limit in accordance with the procedure summarized in the EPA guidance document (US-EPA, 2009). 3.6.4 Aitchison’s Adjusted Parametric Upper Prediction Limit In those cases where the background data consist of a minimum of eight independent data values and more than 15%, but less than or equal to 50%, of the background data values are truncated (below than the DL) for a given analyte, the mean and standard deviation are adjusted. This is done in accordance with the procedure described by Aitchison and summarized in the EPA guidance document (US-EPA, 2009). After the adjustments are made, the downgradient values are compared to the Aitchison’s adjusted parametric upper prediction limit in accordance with the procedures summarized in the EPA guidance document (US-EPA, 2009). 3.6.5 Non-parametric Upper Tolerance Limit In those cases where more than 50%, but less than or equal to 90%, of the background data values are truncated (below than the DL) for a given analyte or the background data fail to follow a normal or log-normal distribution, downgradient values are compared to the non-parametric upper tolerance limit. This procedure is done in accordance with the procedures summarized in the EPA guidance document (US-EPA, 2009). 3.6.6 Poisson Upper Prediction Limit In those cases where more than 90% of the background data values are truncated (below than the DL) for a given analyte, the downgradient values are compared to the Poisson upper prediction limit. These comparisons are made in accordance with the procedure summarized in the EPA guidance document (US-EPA, 2009). Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 13 Revised March 2017 3.7 Surface Water Monitoring Surface water at the facility is currently monitored semiannually in conjunction with the groundwater sampling events. Samples are collected from two surface water monitoring points, SW-1 and SW-2, when there is sufficient flow. Surface water samples will be collected and analyzed for the NCSWMR Appendix I list of constituents during both semiannual monitoring events. The results will be compared to 15A NCAC 2B (NC2B) Surface Water Standards in a value-to-value comparison. See Section 3.2 for surface water sampling methodology. 3.8 Leachate Monitoring Leachate samples for Phases 2, 3, 4 and 5 shall be collected from the site on a semiannual basis. These samples are collected from the piping in the leachate treatment building prior to the treatment process. Phase 2, 3 and 5 leachate samples are collected from the respective line valves linked to the generator. The Phase 4 leachate samples are collected from the line pump station G1-D located on the east end of Phase 4. The locations for collecting leachate samples are shown on Drawing WQMP-01. Leachate samples shall be collected and analyzed for Appendix I parameters plus BOD, COD, nitrates, phosphates, and sulfates in accordance with NCDEQ requirements. These data shall be reported in the facility’s semiannual Water Quality Monitoring Reports to NCDEQ on a semiannual basis. 4.0 ABILITY TO EFFECTIVELY MONITOR RELEASES Based on the hydrogeologic data available for the Robeson County Landfill, no geological or hydrological conditions have been identified which are likely to interfere with effective monitoring of groundwater beneath the facility. The existing monitoring network is considered adequate to monitor this facility. This Water Quality Monitoring Plan will be effective in providing detection of any release of landfill constituents to the uppermost aquifer beneath the facility as well as monitoring of existing releases, so as to be protective of public health and the environment. 5.0 REFERENCES The references cited herein were used to prepare this document and may or may not be cited in the text of this report. Butler, J. Robert, and Secor, Jr., Donald T., 1991, The Central Piedmont, in Horton, J. W., Jr., and Zullo, V. A., eds., The Geology of the Carolinas: The University of Tennessee Press, p. 59-78. David Garrett & Associates, 2009. Water Quality Monitoring Plan, Sampling and Analysis Plan Update with Sampling Location Amendments, Robeson County MSWLF (Phase 4), North Carolina Solid Waste Permit # 78-03. January 2009. Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 14 Revised March 2017 Joyce Engineering (JOYCE), 2013. Corrective Action Evaluation Report - Robeson County Landfill, Permit Number 78-03. August 2013. Joyce Engineering (JOYCE), 2015. Phase 5 Design Hydrgeologic Report - Robeson County Landfill, Permit Number 78-03. July 2015. North Carolina Department of Environment and Natural Resources (NC-DENR), 2011. North Carolina Solid Waste Management Rules. 15 NCAC 13B. Amended April 2011. NC-DENR, 2007. North Carolina Solid Waste Section Guidelines for Corrective Action at Solid Waste Management Facilities. March 2007. North Carolina Geological Survey (NCGS), 1985, Geologic Map of North Carolina: North Carolina Department of Natural Resources and Community Development, scale 1:500000. PSCI Engineers (PSCI), 2014. Robeson County Landfill Phases 1, 2, 3 & 4 Water Quality Monitoring Report March 2014 Semi-annual Monitoring Event. June 2014. United Stated Environmental Protection Agency (US-EPA), 2009. Statistical Analysis of Groundwater Monitoring Data at RCRA Facilities, Unified Guidance. EPA 530/R-09-007. March 2009. Richardson, Smith, Gardner, and Associates, 2008. Water Quality Monitoring Plan, Robeson County Landfill, St. Pauls, North Carolina, NC Solid Waste Permit No.78-03. June 2008. 6.0 ACRONYMS ACM Assessment of Corrective Measures (report) AOC Area of Concern BOD Biological Oxygen Demand C&D Construction and Demolition Waste CAP Corrective Action Plan (report) CAER Corrective Action Evaluation Report (report) CDLF Construction and Demolition Debris Landfill CFR Code of Federal Regulations COC Contaminant of Concern or Constituent of Concern COC Chain of Custody (for samples to laboratory) COD Chemical Oxygen Demand 1,1-DCA 1,1-Dichloroethane 1,2-DCA 1,2-Dichloroethane DL Detection Limit (for laboratory data) DO Dissolved Oxygen EPA United States Environmental Protection Agency Water Quality Monitoring Plan Joyce Engineering Robeson Co. Landfill, Permit No. 78-03 15 Revised March 2017 GEU Gas Extraction Unit GPS Groundwater Protection Standard (per §.1604.g-h of the NCSWMR) GWPS Groundwater Protection Standard (issued by the NCDEQ-SWS) HASP Site-specific Health and Safety Plan HDPE High-density Polyethylene JOYCE Joyce Engineering, Inc. LFG Landfill Gas LEL Lower Explosive Limit MNA Monitored Natural Attenuation MSW Municipal Solid Waste NC2B North Carolina Surface Water Standards found in 15A NCAC 2B.0101 NC2L North Carolina Groundwater Standards found in 15A NCAC 2L.0202 NCAC North Carolina Administrative Code NCDENR North Carolina Department of Environment and Natural Resources (now the NCDEQ) NCDEQ North Carolina Department of Environmental Quality (formerly NCDENR) NCSWMR North Carolina Solid Waste Management Regulations (15A NCAC 13B) ND Not Detected (for laboratory data) NES Nature and Extent Study (report) O&M Operations and Maintenance OSHA Occupational Health and Safety Association PCE Tetrachloroethylene PQL Practical Quantitation Limit (for laboratory data) PVC Poly Vinyl Chloride QL Quantitation Limit (for laboratory data) QRA Quantitative Risk Assessment (report) RL Reporting Limit (for laboratory data) SWQS Surface Water Quality Standards SWS NCDEQ, Division of Waste Management, Solid Waste Section SWSL North Carolina Solid Waste Section Reporting Limit (for laboratory data) TCE Trichloroethylene US-EPA United States Environmental Protection Agency VOC Volatile Organic Compound WQMP Water Quality Monitoring Plan (report) TABLES SE G M E N T H O R I Z . H Y D R A U L I C E F F E C T I V E L I N E A R FL O W B E G I N & E N D G R A D I E N T C O N D U C T I V I T Y P O R O S I T Y V E L O C I T Y DI R E C T I O N G W E L E V A T I O N iK n e V (f e e t - A M S L ) ( f t / f t ) ( f t / d a y ) ( f t / y e a r ) 14 3 12 7 14 0 12 6 Av e r a g e 0 . 0 0 4 3 A v e r a g e 2 1 . 9 8 No t e s : Li n e a r f l o w v e l o c i t y : V = K i / n e ( m o d i f i e d D a r c y e q u a t i o n ) . Hy d r a u l i c c o n d u c t i v i t y ( K ) i s t h e a v e r a g e o f v a l u e s f r o m s l u g t e s t s c o n d u c t e d i n A p r i l 2 0 1 5 . Ef f e c t i v e p o r o s i t y ( n e ) v a l u e i s e s t i m a t e d a t 8 5 % o f t h e l a b o r a t o r y - d e t e r m i n e d p o r o s i t y f o r s o i l s a m p l e s c o l l e c t e d i n M a r c h - A p r i l 2 0 1 5 . Re f e r t o D r a w i n g 1 f o r f l o w l i n e s e g m e n t s . TA B L E 1 : G r o u n d w a t e r G r a d i e n t s a n d F l o w V e l o c i t i e s Ap r i l 1 4 , 2 0 1 5 FL O W L I N E SE G M E N T SE G M E N T LE N G T H (f e e t ) i 2 41 0 8 N E 0 . 0 0 3 4 4 . 3 6 E + 0 0 0 . 3 1 1 7 . 5 0 0.31 2 6 . 4 7 i 1 31 0 3 N E 0 . 0 0 5 2 4 . 3 6 E + 0 0 Fr a n k l i n C o u n t y L a n d f i l l Pe r m i t # 0 7 2 Joyce Engineering We l l / P Z D a t e TO C E l e v . G r o u n d E l e v . S t i c k u p ID I n s t a l l e d (F t - A M S L ) ( F t - A M S L ) ( F e e t ) Depth E l e v . D e p t h E l e v . D e p t h E l e v . MW - 3 R 2 / 2 5 / 1 9 8 5 P h a s e 1 C o m p l i a n c e 37 7 4 8 6 . 8 9 9 2 0 2 7 3 1 0 . 1 5 1 13 6 . 4 7 1 3 4 . 3 8 2 . 0 9 1 5 . 0 1 1 9 . 3 8 4 . 0 1 3 0 . 3 8 1 4 . 0 1 2 0 . 3 8 MW - 5 1 0 / 2 5 / 1 9 9 0 P h a s e 1 C o m p l i a n c e 37 6 4 7 6 . 6 9 1 2 0 2 6 6 8 2 . 1 1 9 12 8 . 8 4 1 2 7 . 3 4 1 . 5 0 2 3 . 0 1 0 4 . 3 4 1 3 . 0 1 1 6 . 0 0 2 3 . 0 1 0 6 . 0 0 MW - 6 1 2 / 1 / 1 9 9 3 P h a s e s 1 , 2 , 4 B a c k g r o u n d 38 1 2 5 5 . 2 1 3 2 0 2 7 4 6 7 . 6 9 2 15 0 . 9 0 1 4 7 . 7 8 3 . 1 2 3 9 . 0 1 0 8 . 7 8 2 9 . 0 1 1 8 . 7 8 3 9 . 0 1 0 8 . 7 8 MW - 8 1 2 / 1 / 1 9 9 3 P h a s e 1 C o m p l i a n c e 37 7 3 2 0 . 0 3 3 2 0 2 7 0 9 6 . 3 3 1 13 1 . 1 4 1 2 9 . 2 1 1 . 9 3 2 0 . 0 1 0 9 . 2 1 1 0 . 0 1 1 9 . 2 1 2 0 . 0 1 0 9 . 2 1 MW - 9 A 5 / 2 / 1 9 9 4 P h a s e 1 C o m p l i a n c e 37 7 3 3 4 . 6 3 4 2 0 2 6 7 5 5 . 4 8 3 13 1 . 5 0 1 2 9 . 0 6 2 . 4 4 3 2 . 5 9 6 . 5 6 2 0 . 0 1 0 9 . 0 6 3 0 . 0 9 9 . 0 6 MW - 1 0 1 2 / 2 / 1 9 9 3 P h a s e 1 C o m p l i a n c e 37 7 3 5 6 . 4 2 3 2 0 2 6 1 3 7 . 7 9 8 13 3 . 0 8 1 3 0 . 5 1 2 . 5 7 1 5 . 0 1 1 5 . 5 1 5 . 0 1 2 5 . 5 1 1 5 . 0 1 1 5 . 5 1 MW - 1 1 8 / 3 1 / 1 9 9 6 P h a s e 1 C o m p l i a n c e 37 7 5 7 6 . 4 5 4 2 0 2 6 2 6 8 . 7 3 8 13 6 . 6 5 1 3 3 . 0 2 3 . 6 3 1 2 . 5 1 2 0 . 5 2 2 . 5 1 3 0 . 5 2 1 2 . 5 1 2 0 . 5 2 MW - 1 2 1 1 / 3 0 / 1 9 9 4 P h a s e s 1 , 3 , 5 B a c k g r o u n d 38 0 4 7 2 . 2 6 2 2 0 2 5 7 9 0 . 1 5 6 15 8 . 8 4 1 5 4 . 8 9 3 . 9 5 2 6 . 5 1 2 8 . 3 9 1 3 . 5 1 4 1 . 3 9 2 3 . 5 1 3 1 . 3 9 MW - 1 3 R 1 2 / 1 8 / 1 9 9 7 P h a s e 2 , 3 C o m p l i a n c e 37 8 7 6 6 . 6 9 9 2 0 2 6 0 6 4 . 8 4 6 15 5 . 9 7 1 5 1 . 9 9 3 . 9 8 2 5 . 0 1 2 6 . 9 9 1 5 . 0 1 3 6 . 9 9 2 5 . 0 1 2 6 . 9 9 MW - 1 4 R 2 / 1 4 / 2 0 0 6 P h a s e 2 C o m p l i a n c e 37 8 7 4 5 . 8 4 9 2 0 2 6 3 8 5 . 9 1 8 15 5 . 5 5 1 5 2 . 9 0 2 . 6 5 3 0 . 0 1 2 2 . 9 0 2 0 . 0 1 3 2 . 9 0 3 0 . 0 1 2 2 . 9 0 MW - 1 5 A 6 / 1 2 / 2 0 0 6 P h a s e 2 C o m p l i a n c e 37 8 7 2 9 . 7 4 1 2 0 2 6 7 0 0 . 7 9 3 15 2 . 8 5 1 4 9 . 8 5 3 . 0 0 2 7 . 0 1 2 2 . 8 5 1 2 . 0 1 3 7 . 8 5 2 7 . 0 1 2 2 . 8 5 MW - 1 6 7 / 1 8 / 1 9 9 5 P h a s e 2 C o m p l i a n c e 3 7 8 7 3 2 . 8 8 3 2 0 2 6 9 9 3 . 0 9 2 15 2 . 1 1 1 4 8 . 8 7 3 . 2 4 2 0 . 0 1 2 8 . 8 7 7 . 0 1 4 1 . 8 7 1 7 . 0 1 3 1 . 8 7 MW - 1 7 R 1 2 / 1 8 / 1 9 9 7 P h a s e 2 C o m p l i a n c e 37 8 7 2 4 . 3 9 9 2 0 2 7 3 4 1 . 0 2 9 15 1 . 4 4 1 4 7 . 9 2 3 . 5 2 2 0 . 0 1 2 7 . 9 2 1 0 . 0 1 3 7 . 9 2 2 0 . 0 1 2 7 . 9 2 MW - 1 8 7 / 1 4 / 1 9 9 5 P h a s e 2 C o m p l i a n c e 37 9 0 0 5 . 2 3 7 2 0 2 7 4 0 7 . 6 7 1 15 1 . 3 1 1 4 8 . 3 0 3 . 0 1 2 0 . 0 1 2 8 . 3 0 8 . 0 1 4 0 . 3 0 1 8 . 0 1 3 0 . 3 0 MW - 1 9 u n k n o w n C & D N o t M o n i t o r e d 37 7 6 7 4 . 0 8 8 2 0 2 5 0 9 3 . 9 2 4 14 7 . 1 6 1 4 3 . 6 5 3 . 5 1 MW - 2 0 8 / 6 / 1 9 9 7 C & D N o t M o n i t o r e d 37 7 6 8 9 . 0 1 2 2 0 2 5 3 4 7 . 4 4 8 14 0 . 1 5 1 3 7 . 1 5 3 . 0 0 1 8 . 0 1 1 9 . 1 5 7 . 5 1 2 9 . 6 5 1 7 . 5 1 1 9 . 6 5 MW - 2 1 6 / 1 2 / 2 0 0 0 P h . 3 / C & D C o m p l i a n c e 37 8 7 5 5 . 1 8 1 2 0 2 5 4 6 4 . 4 0 9 15 0 . 9 4 1 4 7 . 9 4 3 . 0 0 1 6 . 0 1 3 1 . 9 4 6 . 0 1 4 1 . 9 4 1 6 . 0 1 3 1 . 9 4 MW - 2 2 5 / 2 0 / 2 0 0 2 P h a s e 3 C o m p l i a n c e 37 8 7 4 5 . 7 4 2 2 0 2 5 7 6 3 . 0 1 0 15 2 . 3 9 1 4 9 . 3 9 3 . 0 0 2 5 . 0 1 2 4 . 3 9 1 5 . 0 1 3 4 . 3 9 2 5 . 0 1 2 4 . 3 9 MW - 2 3 5 / 2 0 / 2 0 0 2 P h a s e 3 C o m p l i a n c e 37 9 1 9 5 . 1 6 7 2 0 2 5 0 0 2 . 1 8 1 15 1 . 9 4 1 4 8 . 9 4 3 . 0 0 2 5 . 0 1 2 3 . 9 4 1 5 . 0 1 3 3 . 9 4 2 5 . 0 1 2 3 . 9 4 MW - 2 4 7 / 2 4 / 2 0 0 9 P h a s e 4 A b a n d o n f o r P T C P h 5 37 9 9 4 1 . 5 2 7 2 0 2 6 0 7 6 . 7 5 3 15 4 . 8 4 1 5 1 . 3 4 3 . 5 0 1 8 . 5 1 3 2 . 8 4 8 . 5 1 4 2 . 8 4 1 8 . 5 1 3 2 . 8 4 MW - 2 5 R 4 / 1 2 / 2 0 1 0 P h a s e 4 C o m p l i a n c e 37 9 8 6 5 . 0 6 0 2 0 2 7 3 9 7 . 6 4 7 15 5 . 0 4 2 0 . 0 1 0 . 0 1 0 . 0 MW - 2 6 7 / 2 4 / 2 0 0 9 P h a s e 4 C o m p l i a n c e 38 0 3 6 5 . 5 5 3 2 0 2 6 5 5 5 . 6 4 7 15 3 . 7 0 1 5 0 . 7 0 3 . 0 0 2 3 . 0 1 2 7 . 7 0 8 . 0 1 4 2 . 7 0 2 3 . 0 1 2 7 . 7 0 MW - 1 9 R P r o p o s e d C & D P r o p o s e d C o m p l i a n c e ~20 ~ 1 0 ~ 2 0 MW - 2 0 R P r o p o s e d C & D P r o p o s e d C o m p l i a n c e ~20 ~ 1 0 ~ 2 0 Ro b e s o n C o u n t y L a n d f i l l Joyce Engineering Pe r m i t N o . 7 8 - 0 3 March 2017Boring TD T o p o f Screen B o t t o m o f S c r e e n No t e s Ph a s e N o r t h i n g E a s t i n g TA B L E 2 : M o n i t o r i n g W e l l C o n s t r u c t i o n D e t a i l s FIGURE A P P R O X I M A T E L O C A T I O N O F P R O P E R T Y L I N E M S W L A N D F I L L P H A S E 1 - 4 C & D L A N D F I L L P R O P O S E D M S W L A N D F I L L P H A S E 5 A l l r i g h t s r e s e r v e d . J o y c e E n g i n e e r i n g , I n c . P H O N E : ( 3 3 6 ) 3 2 3 - 0 0 9 2 2 0 1 5 G R E E N S B O R O , N . C . 2 7 4 0 7 2 2 1 1 W E S T M E A D O W V I E W R O A D DRAWING BIG MA R S H SW A M P PHASE 1 (CLOSED MSW) N C S T A T E H I G H W A Y 2 0 B U F F E R ( T Y P ) 3 0 0 ' - 0 " PHASE 1 (ACTIVE C & D) PHASE 3 (PERMITTED MSW) PROPERTY LINE PHASE 2 (PERMITTED MSW) BUFFER (TYP) 100'-0" M H TOC = 155.18GROUND = 151.92 RCL04 RCL05 RCL01 RCL07 RCL06 1 3 0 1 5 0 OW-9 OW-9A PZ-G8 PZ-G7 PZ-G9S PZ-G9D SW-2 SW-1 MMW-3 (TO BE ABD) MMW-2 (TO BE ABD)MMW-1A (TO BE ABD) MMW-4 MMW-11 MMW-10 MMW-9MMW-8MMW-7 MMW-4A MMW-14 MMW-12 MMW-13 MMW-16 MMW-17R MMW-18R PHASE 4 (ACTIVE MSW) 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E 2028500 E 3 7 6 0 0 0 N 3 7 6 5 0 0 N 3 7 7 0 0 0 N 3 7 7 5 0 0 N 3 7 8 0 0 0 N 3 7 8 5 0 0 N 3 7 9 0 0 0 N 3 7 9 5 0 0 N 3 8 0 0 0 0 N 3 8 0 5 0 0 N 3 8 1 0 0 0 N 3 8 1 5 0 0 N 3 8 2 0 0 0 N 2022500 E 2023000 E 2023500 E 2024000 E2024000 E 2024500 E 2025000 E 2025500 E 2026000 E 2026500 E 2027000 E 2027500 E 2028000 E LEACHATE PRE-TREATMENT AND STORAGE FACILITY ANIMAL SHELTER ENTRANCE VEHICLE FUELING STATION VEHICLE WASH YARD WASTE STORAGE SEDIMENT BASIN NO.1 WHITE GOODS HANDLING AREA TIRE STORAGE AREA 1 4 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 5 0 1 5 0 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 8 0 1 8 0 1 7 0 1 6 0 150 150 1 5 0 16 0 170 1 7 0 1 6 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 1 5 0 160 170 18 0 1 5 0 1 5 0 1 5 0 15 0 1 5 0 1 5 0 150 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 150150160 170180 190 2 0 0 210 1 6 0 1 7 0 1 8 0 1 9 0 2 0 0 2 1 0 2 1 0 2 0 0 1 9 0 1 8 0 1 7 0 1 6 0 1 3 0 1 4 0 130 1 3 0 1 5 0 1 4 0 1 4 0 1 5 0 160 1 6 0 1 5 0 1 6 0 1 5 0 1 5 0 1 5 0 150 1 5 0 1 5 0 150 180 170160 2 0 0 1 6 0 150 1 6 0 170 1 8 0 190 1 5 0 1 5 0 150 140 150 1 4 0 1 3 0 1 3 0 1 3 0 14 0 15 0 1 3 0 1 3 0 130 1 3 0 150 1 5 0 1 5 0 1 5 0 UNDISTURBED ARCHAEOLOGICAL SITE CLOSED LCID LANDFILL PROPOSED MW-19R MW-20 (TO BE ABD) MW-21 MW-22 MW-13R MW-14R MW-15A MW-16 MW-17R MW-18 MW-4A MW-12 MW-10 MW-2 MW-11 MW-8 MW-9 MW-3R MW-7 PZ-G10S/10D MW-23 MW-24 MW-25R MW-26 MW-5 MW-5A MW-1 (AB) MW-6MW-25(ABANDONED) (ABANDONED) (ABANDONED) (ABANDONED) PZ-31D PZ-31S PZ-34 PZ-32S PZ-32D MW-30 PZ-33S PZ-33D MMW-15 MMW-6 (TO BE ABD) PROPOSED MMW-21 PROPOSED MMW-20 PROPOSED MMW-19 PROPOSED MW-20R MW-19 (TO BE ABD) BUFFER CURRENTLY IN PROCESS OF PURCHASE PROPOSED PHASE 5 LIMITS OF WASTE PROPOSED C & D EXPANSION LIMITS OF WASTE PROJECT NO. AP P R O V E D CH E C K E D DR A W N DE S I G N E D DA T E DA T E RE V I S I O N S A N D R E C O R D O F I S S U E BY NO AP P CK SCALE A l l r i g h t s r e s e r v e d . Ó J o y c e E n g i n e e r i n g , I n c . DRAWING NO. L: \ R o b e s o n c o u n t y \ 2 0 1 6 C & D L A T E R A L E X P A N S I O N \ L F G A N D W Q M P 2 0 1 7 \ L F G 0 1 A N D W Q M P 0 1 L . d w g L a y o u t = W Q M P 22 1 1 W . M E A D O W V I E W R O A D GR E E N S B O R O , N C 2 7 4 0 7 PH O N E : ( 3 3 6 ) 3 2 3 - 0 0 9 2 820 RO B E S O N C O U N T Y L A N D F I L L ST . P A U L S , N O R T H C A R O L I N A 20 1 7 WQMP-01 AS SHOWN WA T E R Q U A L I T Y MO N I T O R I N G P L A N RW H RW H VB VB 04 / 0 1 / 1 7 0 (FEET) GRAPHIC SCALE 600300150 APPENDIX A Well Boring/Construction Logs G. N. Richardson and Assoc. 14 North Boylan Avenue, Raleigh NC 27603 (919) 828-0577 FIELD BOREHOLE LOG 1 BOREHOLE NUMBER MW-14r Page 1 of 1 - HSA PROJECT NAME: Robeson County Landfill TOTAL DEPTH: 30 GROUND SURFACE ELEVATION: TBD St. Pauls, NC TOP OF CASING ELEVATION: TBD URlLLlNG CO: Engineering Tectonics, P.A. STATIC WATER LEVEL (TOC) DRILLING METHOD: HSA Depth (ft) FIELD PARTY: D. Barron Time GEOLOGIST: J. Smyth DATE BEGUN: 2114106 DATE COMPLETED: 2/14/06 - - ( CLAYEY SAND: Reddish grayish tan clayey sand to sandy clay, I - -1 I I- a W o I- z 3 0 0 3 S m n ? I- H a >. (3 9 P b -I DESCRIPTION 22 0" $6 a0 U a z 52 I- Q I -I I- -I -I a U iij z 0 3 2 0 P 2 -I IY n PROJECT NAME: Robeson County Landfill ?CATION: St. Pauls, NC AILLING CO: Engineering Tectonics, P.A. DRILLING METHOD: HSA FIELD PARTY: D. Barron GEOLOGIST: J. Smyth DATE BEGUN: 6/12/06 DATE COMPLETED: 6/12/06 I I I I I 6. N. Richardson and Assoc. 14 North Boylan Avenue, Raleigh NC 27603 (9191 828-0577 TOTAL DEPTH: 27 GROUND SURFACE ELEVATION: TED TOP OF CASING ELEVATION: TBD FIELD BOREHOLE LOG BOREHOLE NUMBER MW-15a Page 1 of 1 STATIC WATER LEVEL (TOC) Depth (ft) Time Date HSA APPENDIX B Example Field Log and Chain of Custody DATE: GROUND WATER SAMPLING LOG Project Name: Project No./Task No.: Well ID: Sampler(s): Well Location: Well Diameter: inches Initial Depth to Water (DTW): feet Depth to Bottom (DTB): feet Water Column Thickness (WCT): feet [DTB-DTW] Calculation for One Well Volume (WV): For 2” Well: WCT X 0.163 = gallons For 4” Well: WCT X 0.653 = gallons For THREE Well Volumes: WV X 3 = gallons Actual Amount Purged/Bailed : gallons Purged with: Sampled with: Depth to Water before Sampling : feet Gallons Time Temp(°°°°C) pH Cond. (µµµµS) Turb.(ntu) Initials Before Sampling Comments (weather conditions, odor, color, silt, etc.): Signature: ________________________________ Date: ________________________ QA/QC Sign Off: __________________________ Date: ________________________ DATE: SURFACE WATER MONITORING LOG Project Name: Project/Task No.: ____________ Surface Point ID: Sampler(s): Location: Field Parameters: Time of Sampling: pH: Temperature : (°C) Conductivity : (µµµµS) Turbidity : (ntu) Comments/Sample Description(weather conditions, odor, color, silt, etc.): Signature:________________________________ Date:_________________________ QA/QC Sign Off:__________________________ Date:_________________________ Sketch of Sample Location (include flow direction, drainage pathways, etc.): CH A I N - O F - C U S T O D Y / A n a l y t i c a l R e q u e s t D o c u m e n t Th e C h a i n - o f - C u s t o d y i s a L E G A L D O C U M E N T . A l l r e l e v an t f i e l d s m u s t b e c o m p l e t e d a c c u r a t e l y . Se c t i o n A Se c t i o n B Se c t i o n C Re q u i r e d C l i e n t I n f o r m a t i o n : R e q u i r e d P r o j e c t I n f o r m ati o n : I n v o i c e I n f o r m a t i o n : Fa x : Y / N DA T E T I M E D A T E T I M E 1 2 3 4 5 6 7 8 9 10 11 12 Samples Intact (Y/N) PR I N T N a m e o f S A M P L E R : SI G N A T U R E o f S A M P L E R : DA T E S i g n e d : SA M P L E R N A M E A N D S I G N A T U R E TEMP in C Received on Ice (Y/N)Custody Sealed Cooler (Y/N) TIM E S A M P L E C O N D I T I O N S AD D I T I O N A L C O M M E N T S R E L I N Q U I S H E D B Y / A F F I L I A T I O N D A T E T I M E A C C E P T E D B Y / A F F I L I A T I O N D A T E Residual Chlorine (Y/N) On e C h a r a c t e r p e r b o x . (A - Z , 0 - 9 / , - ) Sa m p l e I d s m u s t b e u n i q u e N a 2 S 2 O 3 M e t h a n o l O t h e r A n a l y s e s T e s t # O F C O N T A I N E R S Pr e s e r v a t i v e s SA M P L E I D ST A R T E N D U n p r e s e r v e d H 2 S O 4 H N O 3 H C I N a O H Re q u e s t e d A n a l y s i s F i l t e r e d ( Y / N ) I T E M # MA T R I X Dri n k i n g W a t e r Wa t e r Wa s t e W a t e r Pro d u c t So i l / S o l i d Oil Wip e Air Oth e r Tis s u e CO D E DW WT WW P SL OL WP AR OT TS M A T R I X C O D E ( s e e v a l i d c o d e s t o l e f t ) S A M P L E T Y P E ( G = G R A B C = C O M P ) CO L L E C T E D S A M P L E T E M P A T C O L L E C T I O N Re q u e s t e d D u e D a t e / T A T : Co n t a i n e r O r d e r N u m b e r : Pr o f i l e # : Ph o n e : Cli e n t P r o j e c t I D : Pr o j e c t M a n a g e r : St a t e / L o c a t i o n Ad d r e s s : Re g u l a t o r y A g e n c y Em a i l T o : Pu r c h a s e O r d e r N o . Qu o t e R e f e r e n c e : Ad d r e s s : Co p y T o : Co m p a n y N a m e : Page : O f Co m p a n y : Re p o r t T o : At t e n t i o n : APPENDIX C Appendix I and Appendix II Constituents with NC2L Standards and GWPS NCSWMR Appendix I + II Constituents with NC-2L Standards NC SWSL NC 2L SWS-GWPS 1 App. I Antimony metal 7440-36-0 6010 6-12 App. I Arsenic metal 7440-38-2 6010 10 10 -(RCRA METAL)3 App. I Barium metal 7440-39-3 6010 100 700 -(RCRA METAL) 4 App. I Beryllium metal 7440-41-7 6010 1-4 5 App. I Cadmium metal 7440-43-9 6010 12-(RCRA METAL)6 App. I Chromium metal 7440-47-3 6010 10 10 -(RCRA METAL)7 App. I Cobalt metal 7440-48-4 6010 10 - 1 8 App. I Copper metal 7440-50-8 6010 10 1,000 -EPA MCL is a secondary standard. 9 App. I Lead metal 7439-92-1 6010 10 15 -EPA MCL is an action level. (RCRA METAL)10 App. I Nickel metal 7440-02-0 6010 50 100 - 11 App. I Selenium metal 7782-49-2 6010 10 20 -(RCRA METAL) 12 App. I Silver metal 7440-22-4 6010 10 20 -EPA MCL is a secondary standard. (RCRA METAL).13 App. I Thallium metal 7440-28-0 6010 5.5 - 0.2814 App. I Vanadium metal 7440-62-2 6010 25 - 0.3 15 App. I Zinc metal 7440-66-6 6010 10 1,000 -EPA MCL is a secondary standard. (AL)= NC2B Action Level 16 App. II Mercury metal 7439-97-6 7470 0.2 1 -(RCRA METAL)17 App. II Tin metal 7440-31-5 6010 100 - 2,000 NC SWSL NC 2L SWS-GWPS 1 App. II Cyanide inorganic 57-12-5 9012A 10 70 - 2 App. II Sulfide inorganic 18496-25-8 9030B 1,000 - - NC SWSL NC 2L SWS-GWPS 1 C&D Alkalinity inorganic SW337 SM 2320B ---2 C&D Chloride inorganic SW301 SM 4500-Cl-E - 250,000 - 3 C&D Iron metal 7439-89-6 6010 300 300 -4 C&D Manganese metal 7439-96-5 6010 50 50 -5 C&D Mercury metal 7439-97-6 7470 0.2 1 -(RCRA Metal)6 C&D Sulfate inorganic 14808-79-8 300.0 250,000 250,000 - 7 C&D Total Dissolved Solids (TDS)inorganic SW311 SM 2540C - 500,000 -8 C&D Tetrahydrofuran (THF)volatile 109-99-9 8260B ---Per NCDEQ Memo dated June 25, 2010. 6 C&D pH SW-320 Field Test ---7 C&D Temperature SW-325 Field Test ---8 C&D Specific Conductance SW-323 Field Test --- NC SWSL NC 2L SWS-GWPS 1 App. I Acetone volatile 67-64-1 8260B 100 6,000 - 2 App. I Acrylonitrile volatile 107-13-1 8260B 200 - -3 App. I Benzene volatile 71-43-2 8260B 11-4 App. I Bromochloromethane volatile 74-97-5 8260B 3-0.6 5 App. I Bromodichloromethane volatile 75-27-4 8260B 10.6-*MCL for total trihalomethanes 6 App. I Bromoform volatile 75-25-2 8260B 34-*MCL for total trihalomethanes7 App. I Carbon disulfide volatile 75-15-0 8260B 100 700 - 8 App. I Carbon tetrachloride volatile 56-23-5 8260B 10.3- 9 App. I Chlorobenzene volatile 108-90-7 8260B 350-10 App. I Chloroethane volatile 75-00-3 8260B 10 3,000 -11 App. I Chloroform volatile 67-66-3 8260B 570-*MCL for total trihalomethanes 12 App. I Dibromochloromethane volatile 124-48-1 8260B 3 0.4 0.41 *MCL for total trihalomethanes 13 App. I 1,2-Dibromo-3-chloropropane (DBCP)volatile 96-12-8 8260B 13 0.04 -14 App. I 1,2-Dibromoethane (EDB)volatile 106-93-4 8260B 10.02- 15 App. I o-Dichlorobenzene / 1,2-Dichlorobenzene volatile 95-50-1 8260B 520- 16 App. I p-Dichlorobenzene / 1,4-Dichlorobenzene volatile 106-46-7 8260B 16-17 App. I trans-1,4-Dichloro-2-butene volatile 110-57-6 8260B 100 - -18 App. I 1,1-Dichloroethane volatile 75-34-3 8260B 56- 19 App. I 1,2-Dichloroethane volatile 107-06-2 8260B 10.4- 20 App. I 1,1-Dichloroethylene volatile 75-35-4 8260B 5 350 - Changed from 7 (MCL) to 350 µg/L in April 2013 (for public water supplies or drinking wells, the MCL = 7 µg/L still applies.)21 App. I cis-1,2-Dichloroethylene volatile 156-59-2 8260B 570- 22 App. I trans-1,2-Dichloroethylene volatile 156-60-5 8260B 5 100 -23 App. I 1,2-Dichloropropane volatile 78-87-5 8260B 10.6-24 App. I cis-1,3-Dichloropropene volatile 10061-01-5 8260B 10.4- 25 App. I trans-1,3-Dichloropropene volatile 10061-02-6 8260B 10.4- 26 App. I Ethylbenzene volatile 100-41-4 8260B 1 600 -27 App. I 2-Hexanone / Methyl butyl ketone (MBK)volatile 591-78-6 8260B 50 - 28028 App. I Methyl bromide / Bromomethane volatile 74-83-9 8260B 10 - 10 29 App. I Methyl chloride / Chloromethane volatile 74-87-3 8260B 13- 30 App. I Methylene bromide / Dibromomethane volatile 74-95-3 8260B 10 - 7031 App. I Methylene chloride / Dichloromethane volatile 75-09-2 8260B 15- 32 App. I Methyl ethyl ketone / 2-Butanone (MEK)volatile 78-93-3 8260B 100 4,000 - 33 App. I Methyl iodide / Iodomethane volatile 74-88-4 8260B 10 - -34 App. I 4-Methyl-2-pentanone / Methyl isobutyl ketone volatile 108-10-1 8260B 100 - 56035 App. I Styrene volatile 100-42-5 8260B 170- 36 App. I 1,1,1,2-Tetrachloroethane volatile 630-20-6 8260B 5-1 37 App. I 1,1,2,2-Tetrachloroethane volatile 79-34-5 8260B 3 0.2 0.1838 App. I Tetrachloroethylene (PCE)volatile 127-18-4 8260B 10.7- 39 App. I Toluene volatile 108-88-3 8260B 1 600 - 40 App. I 1,1,1-Trichloroethane volatile 71-55-6 8260B 1 200 -41 App. I 1,1,2-Trichloroethane volatile 79-00-5 8260B 1-0.642 App. I Trichloroethylene volatile 79-01-6 8260B 13- 43 App. I Trichlorofluoromethane (CFC-11) volatile 75-69-4 8260B 1 2,000 - 44 App. I 1,2,3-Trichloropropane volatile 96-18-4 8260B 1 0.005 -45 App. I Vinyl acetate volatile 108-05-4 8260B 50 - 8846 App. I Vinyl chloride volatile 75-01-4 8260B 10.03- 47 App. I Xylenes (total) volatile see note 8260B 5 500 - Includes o-xylene, p-xylene, and unspecified xylenes [dimethyl benzenes (CAS RN 1330-20-7]. NC SWSL NC 2L SWS-GWPS 48 App. II Acetonitrile (methyl cyanide)volatile 75-05-8 8260B 55 - 4249 App. II Acrolein volatile 107-02-8 8260B 53 - 4 50 App. II Allyl chloride (3-chloroprene)volatile 107-05-1 8260B 10 - - 51 App. II Chloroprene volatile 126-99-8 8260B 20 - -52 App. II m-Dichlorobenzene / 1,3-Dichlorobenzene volatile 541-73-1 8260B 5 200 -53 App. II Dichlorodifluoromethane volatile 75-71-8 8260B 5 1,000 - 54 App. II 1,3-Dichloropropane volatile 142-28-9 8260B 1-- 55 App. II 2,2-Dichloropropane volatile 594-20-7 8260B 15 - -56 App. II 1,1-Dichloropropene volatile 563-58-6 8260B 5-- 57 App. II Isobutyl alcohol volatile 78-83-1 8260B 100 - - 58 App. II Methacrylonitrile volatile 126-98-7 8260B 100 - -59 App. II Methyl methacrylate volatile 80-62-6 8260B 30 - 2560 App. II Propionitrile volatile 107-12-0 8260B 150 - - 61 App. II 1,2,4-Trichlorobenzene volatile 120-82-1 8260B 10 70 70 62 App. II Naphthalene volatile 91-20-3 8260B or 8270C 10 6 -63 App. II Hexachlorobutadiene semivolatile 87-68-3 8270C or 8260B 10 0.4 0.44 64 App. II Ethyl methacrylate semivolatile 97-63-2 8270C or 8260B 10 - - NC App. I & II - Total Metals NC App. II - Cyanide/ Sulfide NC App. I & II - Method 8260 GROUNDWATER STANDARDS (µg/L) GROUNDWATER STANDARDS (µg/L) NC App. II - Method 8260 GROUNDWATER STANDARDS (µg/L)NC App. # NOTES NOTESNumber ANALYTICAL METHOD CLASS CAS RN Number NOTES Number NC App. # ANALYTE CLASS CAS RN ANALYTICAL METHOD NOTES Number NC App. # ANALYTE CLASS CAS RN ANALYTICAL METHOD NC - Additional Constituents for C&D Landfills NOTESNumber ANALYTE CLASS CAS RN ANALYTICAL METHOD GROUNDWATER STANDARDS (µg/L)NC App. # ANALYTE GROUNDWATER STANDARDS (µg/L)ANALYTE CLASS CAS RNNC App. # ANALYTICAL METHOD Joyce Engineering Page 1 of 3 Revised: May 2016 NCSWMR Appendix I + II Constituents with NC-2L Standards NC SWSL NC 2L SWS-GWPS1 App. II Acenaphthene semivolatile 83-32-9 8270C 10 80 - 2 App. II Acenaphthylene semivolatile 208-96-8 8270C 10 200 - 3 App. II Acetophenone semivolatile 98-86-2 8270C 10 - 7004 App. II 2-Acetylaminofluorene semivolatile 53-96-3 8270C 20 - - 5 App. II 4-Aminobiphenyl semivolatile 92-67-1 8270C 20 - - 6 App. II Anthracene PAH 120-12-7 8270C 10 2,000 -7 App. II Benz[a]anthracene; Benzanthracene PAH 56-55-3 8270C 10 0.05 -8 App. II Benzo[b]fluoranthene PAH 205-99-2 8270C 10 0.05 - 9 App. II Benzo[k]fluoranthene PAH 207-08-9 8270C 10 0.5 - 10 App. II Benzo[g,h,i]perylene PAH 191-24-2 8270C 10 200 -11 App. II Benzo[a]pyrene PAH 50-32-8 8270C 10 0.005 -12 App. II Benzyl alcohol semivolatile 100-51-6 8270C 20 - 700 13 App. II Bis(2-chloroethoxy)methane semivolatile 111-91-1 8270C 10 - -14 App. II Bis(2-chloroethyl)ether semivolatile 111-44-4 8270C 10 - 0.03115 App. II Bis(2-chloro-1-methylethyl)ether semivolatile 108-60-1 8270C 10 - -Bis (2-chloroisopropyl) ether 16 App. II Bis(2-ethylhexyl)phthalate semivolatile 117-81-7 8270C 15 3 - 17 App. II 4-Bromophenyl phenyl ether semivolatile 101-55-3 8270C 10 - -18 App. II Butyl benzyl phthalate semivolatile 85-68-7 8270C 10 1,000 -19 App. II p-Chloroaniline (4-Chloroaniline)semivolatile 106-47-8 8270C 20 - - 20 App. II Chlorobenzilate semivolatile 510-15-6 8270C 10 - - 21 App. II p-Chloro-m-cresol (4-chloro-3-methylphenol)semivolatile 59-50-7 8270C 20 - -22 App. II 2-Chloronaphthalene semivolatile 91-58-7 8270C 10 - - 23 App. II 2-Chlorophenol semivolatile 95-57-8 8270C 10 0.4 - 24 App. II 4-Chlorophenyl phenyl ether semivolatile 7005-72-3 8270C 10 - -25 App. II Chrysene PAH 218-01-9 8270C 10 5 -26 App. II m-Cresol (3-Methylphenol)semivolatile 108-39-4 8270C 10 400 - 27 App. II o-Cresol semivolatile 95-48-7 8270C 10 - 400 28 App. II p-Cresol (4-Methylphenol)semivolatile 106-44-5 8270C 10 40 -29 App. II Diallate semivolatile 2303-16-4 8270C 10 - - 30 App. II Dibenz[a,h]anthracene PAH 53-70-3 8270C 10 0.005 - 31 App. II Dibenzofuran semivolatile 132-64-9 8270C 10 - 2832 App. II Di-n-butyl phthalate semivolatile 84-74-2 8270C 10 700 -33 App. II 3,3'-Dichlorobenzidine semivolatile 91-94-1 8270C 20 - - 34 App. II 2,4-Dichlorophenol semivolatile 120-83-2 8270C 10 - 0.98 35 App. II 2,6-Dichlorophenol semivolatile 87-65-0 8270C 10 - -36 App. II Diethyl phthalate semivolatile 84-66-2 8270C 6,000 6,000 -37 App. II O,O-Diethyl O-2-pyrazinyl phosphorothioate OP pesticide 297-97-2 8270C 20 - -Thionazine 38 App. II Dimethoate OP pesticide 60-51-5 8270C 20 - -39 App. II p-(Dimethylamino)azobenzene semivolatile 60-11-7 8270C 10 - -40 App. II 7,12-Dimethylbenz[a]anthracene semivolatile 57-97-6 8270C 10 - - 41 App. II 3,3'-Dimethylbenzidine semivolatile 119-93-7 8270C 10 - - 42 App. II 2,4-Dimethylphenol (M-xylenol)semivolatile 105-67-9 8270C 10 100 -43 App. II Dimethyl phthalate semivolatile 131-11-3 8270C 10 - -44 App. II m-Dinitrobenzene semivolatile 99-65-0 8270C 20 - - 45 App. II 4,6-Dinitro-o-cresol (2-methyl 4,6-dinitrolphenol)semivolatile 534-52-1 8270C 50 - - 46 App. II 2,4-Dinitrophenol semivolatile 51-28-5 8270C 50 - -47 App. II 2,4-Dinitrotoluene semivolatile 121-14-2 8270C 10 - 0.1 48 App. II 2,6-Dinitrotoluene semivolatile 606-20-2 8270C 10 - - 49 App. II Di-n-octyl phthalate semivolatile 117-84-0 8270C 10 100 -50 App. II Diphenylamine semivolatile 122-39-4 8270C 10 - -51 App. II Disulfoton OP pesticide 298-04-4 8270C 10 0.3 - 52 App. II Ethyl methanesulfonate semivolatile 62-50-0 8270C 20 - - 53 App. II Famphur semivolatile 52-85-7 8270C 20 - -54 App. II Fluoranthene PAH 206-44-0 8270C 10 300 - 55 App. II Fluorene PAH 86-73-7 8270C 10 300 - NC SWSL NC 2L SWS-GWPS56 App. II Hexachlorobenzene semivolatile 118-74-1 8270C 10 0.02 - 57 App. II Hexachlorocylopentadiene semivolatile 77-47-4 8270C 10 - 50 58 App. II Hexachloroethane semivolatile 67-72-1 8270C 10 - 2.559 App. II Hexachloropropene semivolatile 1888-71-7 8270C 10 - -60 App. II Indeno[1,2,3-cd]pyrene PAH 193-39-5 8270C 10 0.05 - 61 App. II Isodrin semivolatile 465-73-6 8270C 20 - -62 App. II Isophorone semivolatile 78-59-1 8270C 10 40 -63 App. II Isosafrole semivolatile 120-58-1 8270C 10 - - 64 App. II Kepone pesticide 143-50-0 8270C 20 - - 65 App. II Methapyrilene semivolatile 91-80-5 8270C 100 - -66 App. II 3-Methylcholanthrene semivolatile 56-49-5 8270C 10 - -67 App. II Methyl methanesulfonate semivolatile 66-27-3 8270C 10 - - 68 App. II 2-Methylnaphthalene semivolatile 91-57-6 8270C 10 30 - 69 App. II Methyl parathion semivolatile 298-00-0 8270C 10 - -70 App. II 1,4-Naphthoquinone semivolatile 130-15-4 8270C 10 - - 71 App. II 1-Naphthylamine semivolatile 134-32-7 8270C 10 - - 72 App. II 2-Naphthylamine semivolatile 91-59-8 8270C 10 - -73 App. II o-Nitroaniline (2-Nitroaniline)semivolatile 88-74-4 8270C 50 - -74 App. II m-Nitroaniline (3-Nitroaniline)semivolatile 99-09-2 8270C 50 - - 75 App. II p-Nitroaniline (4-Nitroaniline)semivolatile 100-01-6 8270C 20 - - 76 App. II Nitrobenzene semivolatile 98-95-3 8270C 10 - -77 App. II 5-Nitro-o-toluidine semivolatile 99-55-8 8270C 10 - - 78 App. II o-Nitrophenol (2-Nitrophenol)semivolatile 88-75-5 8270C 10 - - 79 App. II p-Nitrophenol (4-Nitrophenol)semivolatile 100-02-7 8270C 50 - -80 App. II N-Nitrosodiethylamine semivolatile 55-18-5 8270C 20 - -81 App. II N-Nitrosodimethylamine semivolatile 62-75-9 8270C 10 0.0007 - 82 App. II N-Nitrosodi-n-butylamine semivolatile 924-16-3 8270C 10 - - 83 App. II N-Nitrosodiphenylamine semivolatile 86-30-6 8270C 10 - -84 App. II N-Nitrosodipropylamine semivolatile 621-64-7 8270C 10 - -85 App. II N-Nitrosomethylethylamine semivolatile 10595-95-6 8270C 10 - - 86 App. II N-Nitrosopiperidine semivolatile 100-75-4 8270C 20 - -87 App. II N-Nitrosopyrrolidine semivolatile 930-55-2 8270C 10 - -88 App. II Parathion OP pesticide 56-38-2 8270C 10 - - 89 App. II Pentachlorobenzene semivolatile 608-93-5 8270C 10 - - 90 App. II Pentachloronitrobenzene semivolatile 82-68-8 8270C 20 - -91 App. II Phenacetin semivolatile 62-44-2 8270C 20 - -92 App. II Phenanthrene PAH 85-01-8 8270C 10 200 - 93 App. II Phenol semivolatile 108-95-2 8270C 10 30 - 94 App. II p-Phenylenediamine semivolatile 106-50-3 8270C 10 - -95 App. II Phorate OP pesticide 298-02-2 8270C 10 1 - 96 App. II Pronamide semivolatile 23950-58-5 8270C 10 - - 97 App. II Pyrene PAH 129-00-0 8270C 10 200 -98 App. II Safrole semivolatile 94-59-7 8270C 10 - -99 App. II 1,2,4,5-Tetrachlorobenzene semivolatile 95-94-3 8270C 10 - 2 100 App. II 2,3,4,6-Tetrachlorophenol semivolatile 58-90-2 8270C 10 200 - 101 App. II o-Toluidine semivolatile 95-53-4 8270C 10 - -102 App. II 2,4,5-Trichlorophenol semivolatile 95-95-4 8270C 10 - 63 103 App. II 2,4,6-Trichlorophenol semivolatile 88-06-2 8270C 10 - 4 104 App. II O,O,O-Triethyl phosphorothioate semivolatile 126-68-1 8270C 10 - -105 App. II 1,3,5-Trinitrobenzene semivolatile 99-35-4 8270C 10 - -106 App. II Hexachlorobutadiene semivolatile 87-68-3 8270C or 8260 10 0.4 0.44 107 App. II Ethyl methacrylate semivolatile 97-63-2 8270C or 8270 10 - - 108 App. II Naphthalene volatile 91-20-3 8260B or 8270 10 6 -109 App. II Pentachlorophenol herbicide 87-86-5 8151 or 8270 25 0.3 - GROUNDWATER STANDARDS (µg/L) GROUNDWATER STANDARDS (µg/L) NOTES NC App. II - Method 8270 ANALYTICAL METHOD NOTES Number NC App. # ANALYTICAL METHOD NC App. II - Method 8270 Number NC App. # ANALYTE CLASS CAS RN ANALYTE CLASS CAS RN Joyce Engineering Page 2 of 3 Revised: May 2016 NCSWMR Appendix I + II Constituents with NC-2L Standards NC SWSL NC 2L SWS-GWPS1 App. II Aldrin pesticide 309-00-2 8081A 0.05 - 0.002 2 App. II alpha-BHC pesticide 319-84-6 8081A 0.05 - 0.006 3 App. II beta-BHC pesticide 319-85-7 8081A 0.05 - 0.0194 App. II delta-BHC pesticide 319-86-8 8081A 0.05 - 0.019 5 App. II gamma-BHC (Lindane)pesticide 58-89-9 8081A 0.05 0.03 - 6 App. II Chlordane pesticide see note 8081A 0.5 0.1 - This entry includes alpha-chlordane (CAS RN 5103-71-9), beta chlordane (CAS RN 5103-74-2), gamma-chlordane (CAS RN 566-34-7), and constituents of chlordane (CAS RN 57-74-9 and 12672-29 6)7 App. II 4,4'-DDD pesticide 72-54-8 8081A 0.1 0.1 -8 App. II 4,4'-DDE pesticide 72-55-9 8081A 0.1 - -9 App. II 4-4'-DDT pesticide 50-29-3 8081A 0.1 0.1 - 10 App. II Dieldrin pesticide 60-57-1 8081A 0.075 0.002 - 11 App. II Endosulfan I pesticide 959-96-8 8081A 0.1 40 -12 App. II Endosulfan II pesticide 33213-65-9 8081A 0.1 42 -13 App. II Endosulfan sulfate pesticide 1031-07-8 8081A 0.1 - 40 14 App. II Endrin pesticide 72-20-8 8081A 0.1 2 - 15 App. II Endrin aldehyde pesticide 7421-93-4 8081A 0.1 2 -16 App. II Heptachlor pesticide 76-44-8 8081A 0.05 0.008 - 17 App. II Heptachlor epoxide pesticide 1024-57-3 8081A 0.075 0.004 - 18 App. II Methoxychlor pesticide 72-43-5 8081A 140- 19 App. II Toxaphene pesticide see note 8081A 1.5 0.03 - Includes congener chemicals contained in technical toxaphene (CAS RN 8001-35-2) such as chlorinated camphene. NC SWSL NC 2L SWS-GWPS 1-6 App. II Polychlorinated Biphenyls (PCBs) PCB 1336-36-3 8082 2 - 0.09 This category contains congener chemicals, including constituents of Aroclor 1016 (CAS RN 12674-11-2), Aroclor 1221 (CAS RN 11104-28-2), Aroclor 1232 (CAS RN 11141-16-5), Aroclor 1242 (CAS RN 53469-21-9), Aroclor 1248 (CAS RN 12672-29-6), Aroclor 1254 (CAS RN 11097-69-1)). NC SWSL NC 2L SWS-GWPS1 App. II 2,4-Dichlorophenoxyacetic acid (2,4-D)herbicide 94-75-7 8151A 270- 2 App. II Dinoseb (DNBP); 2-sec-Butyl-4,6-dinitrophenol herbicide 86-85-7 8151A 1-7 3 App. II Silvex (2,4,5-TP)herbicide 93-72-1 8151A 250-4 App. II 2,4,5-Trichlorophenoxyacetic acid (2,4,5-T)herbicide 93-76-5 8151A 2-- 5 App. II Pentachlorophenol herbicide 87-86-5 8151 or 8270 25 0.3 - Notes: Color denotes NC App. I Constituents.All concentrations in micrograms per liter (µg/L) = parts per bilion (ppb). Color denotes remaining NC App. II Constituents.NC-SWSL = NC-DENR Solid Wastre Section Reporting Limits NC 2L = NC Groundwater Protection Standards from 15A NCAC 2l.0202. Color denotes C&D Constituents.SWS-GWPS = Groundwater Protection Standards established by the NC-DENR Solid Waste Section for constituents with no NC 2L Standard. App. I & App. II = Solid Waste Constituent Lists incorporated into NC Solid Waste Management Rules from CFR-40 Appendix I and Appendix II. Color denotes constituents that can be analyzed by more than one method.C&D = Construction & Demolition Debris (referencing Landfills). CAS RN: Chemical Abstracts Service Registry Number. Where 'Total' is entered, all species that contain the element are included. Class: General type of compound. OP = orthophosphate.PAH = polynuclear aromatic hydrocarbon. Volatile EQL of 1 µg/L is based on a 25-mL purge per SW-846, Final Update III, Revision 2, December 1996, page 8260B-35 (most recent revision to method 8260 in SW-846). " - " = not available/not applicableReferenced from North Carolina Division of Waste Management website (http://www.wastenotnc.org/sw/swenvmonitoringlist.asp) as of 4/16/2015. NC App. II - PCB's Method 8082 GROUNDWATER STANDARDS (µg/L) NC App. II - Pesticides Method 8081 GROUNDWATER STANDARDS (µg/L) GROUNDWATER STANDARDS (µg/L) NC App. II - Herbicides 8151 NOTES Number NC App. # NOTESNumber NC App. # ANALYTE CLASS CAS RN ANALYTICAL METHOD Number NC App. # ANALYTE CLASS ANALYTICAL METHODCAS RN ANALYTE CLASS CAS RN ANALYTICAL METHOD NOTES Joyce Engineering Page 3 of 3 Revised: May 2016 APPENDIX D NC2B Surface Water Standards CA S # Fr e s h w a t e r Aq u a t i c Li f e Tr o u t 1 Sa l t w a t e r Aq u a t i c Lif e Wa t e r Su p p l y 2 Hu m a n He a l t h 3 Hi g h Qu a l i t y Wa t e r s 4 Sw a m p Wa t e r s 5 Sy n o n y m s & Ot h e r In f o r m a t i o n Ca r c i n o g e n 6 Da t a Re f e r e n c e So u r c e 15A NCAC 02B Standard?Metal?Total Recoverable, Dissolved or Hardness ‐Dependent Metal? 30 9 ‐00 ‐2 0. 0 0 2 0 . 0 0 3 0 . 0 5 ng / L 0.0 5 ng / L Y e s N R W Q C 06 ; RA I S 1/ 0 7 Y e s 71 ‐43 ‐2 1. 1 9 5 1 Ye s N C Y e s 56 ‐23 ‐5 0.2 5 4 1 . 6 Be n z i n o f o r m , Ca r b o n Ch l o r i d e Y e s N C Y e s 57 ‐74 ‐9 0. 0 0 4 0 . 0 0 4 0 . 8 ng / L 0. 8 ng / L Y e s N C Y e s 16 8 8 7 ‐00 ‐6 23 0 mg / L (A L ) 25 0 mg / L Se e 15 A NC A C 02 B .0 2 1 1 fo r in f o r m a t i o n on Ac t i o n Le v e l s No N C Y e s 77 8 2 ‐50 ‐5 17 7. 5 T R C N o N C ; NR W Q C 06 Y e s Ch l o r o b e n z e n e 1 0 8 ‐90 ‐7 1 4 0 ( L D ) 48 8 (t o t a l ) 1 . 6 mg / L Ch l o r i n a t e d Be n z e n e , Ph e n y l Ch l o r i d e No NC ; NR W Q C 06 ; EC O T O X & RA I S 2/ 1 1 Yes 1, 2 ‐(o ) ‐Dic h l o r o b e n z e n e 95 ‐50 ‐1 4 7 0 7 9 3 7 0 48 8 (t o t a l ) 1 . 3 mg / L C h l o r i n a t e d Be n z e n e N o NC ; NR W Q C 06 ; EC O T O X & RA I S 1/ 0 7 Yes 1,3 ‐(m ) ‐Di c h l o r o b e n z e n e 54 1 ‐73 ‐1 3 9 0 3 9 0 48 8 (t o t a l ) 9 6 0 C h l o r i n a t e d Be n z e n e N o NC ; NR W Q C 06 ; EC O T O X & RA I S 1/ 0 7 Yes 1, 4 ‐(p ) ‐Dic h l o r o b e n z e n e 54 1 ‐73 ‐1 1 0 0 5 6 48 8 (t o t a l ) 1 9 0 C h l o r i n a t e d Be n z e n e N o NC ; NR W Q C 06 ; EC O T O X & RA I S 1/ 0 7 Yes He x a c h l o r o b e n z e n e 11 8 ‐74 ‐1 ‐ 48 8 (t o t a l ) 0 . 2 9 ng / L C h l o r i n a t e d Be n z e n e Y e s NC , NR W Q C 06 ; RA I S 01 / 0 7 Yes Pe n t a c h l o r o b e n z e n e 60 8 ‐93 ‐50 . 5 1 48 8 (t o t a l ) 1 . 5 C h l o r i n a t e d Be n z e n e N o NC ; NR W Q C 06 ; EC O T O X & RA I S 2 /07 Yes 1, 2 , 4 , 5 ‐ Te t r a c h l o r o b e n z e n e 95 ‐94 ‐3 ‐ 48 8 (t o t a l ) 1 . 1 C h l o r i n a t e d Be n z e n e N o NC ; NR W Q C 06 ; RA I S 2 /07 Yes 1,2 , 4 ‐Tr i c h l o r o b e n z e n e 12 0 ‐82 ‐16 1 2 7 48 8 (t o t a l ) 7 0 C h l o r i n a t e d Be n z e n e N o NC ; NR W Q C 06 ; EC O T O X & RA I S 2 /07 Yes 1. 0 (N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 1 2 NA N C Y e s 40 (N ) 15 (N ) 40 (N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 NA N C Y e s 57 ‐12 ‐5 5 (N ) 1 (N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 No N C Y e s 94 ‐75 ‐76 0 ( L D ) 70 2. 5 mg / L 2, 4 ‐Di c h l o r o p h e n o x y Ac e t i c Ac i d , Ch l o r o p h e n o x y He r b i c i d e No NC ; EC O T O X & RA I S 3/ 0 9 Yes 50 ‐29 ‐3 0. 0 0 1 0 . 0 0 1 0 . 2 ng / L 0. 2 ng / L Dic h l o r o d i p h e n y l t r i c h l o r o e t h a ne Ye s N C Y e s 60 ‐57 ‐1 0. 0 0 2 0 . 0 0 2 0 . 0 5 ng / L 0.0 5 ng / L Y e s N C Y e s 17 4 6 ‐01 ‐6 0. 0 0 0 0 0 5 ng / L 0.0 0 0 0 0 5 ng / L 2, 3 , 7 , 8 ‐Te t r a c h l o r o d i b e n z o ‐p ‐ di o x i n Ye s N C Y e s Cy a n i d e , To t a l 2,4 ‐D 4, 4 ’ ‐DD T Di e l d r i n Dio x i n (2 , 3 , 7 , 8 ‐TC D D ) Ch l o r o p h y l l ‐a, Co r r e c t e d All va l u e s in ug / L un l e s s no t e d be l o w . Va l u e s in re d ar e 15 A NC A C 02 B Wa t e r Qu a l i t y St a n d a r d s . Al d r i n Ch l o r i d e Ch l o r i n e , To t a l Re s i d u a l Ch l o r d a n e Be n z e n e Ca r b o n Te t r a c h l o r i d e Po l l u t a n t or Pa r a m e t e r No r t h C a r o l i n a 1 5 A N C A C 0 2 B S u r f a c e W a t e r S t a n d a r d s a n d P r o t e c t i v e V a l u e s & E P A Na t i o n a l l y R e c o m m e n d e d W a t e r Q u a l i t y C r i t e r i a Up d a t e d 3/ 2 0 1 6 ‐ Cl i c k he r e fo r mo s t re c e n t ve r s i o n . Ch l o r i n a t e d Ph e n o l s C h l o r i n a t e d B e n z e n e s Pa g e 1 of 4 CA S # Fr e s h w a t e r Aq u a t i c Li f e Tr o u t 1 Sa l t w a t e r Aq u a t i c Lif e Wa t e r Su p p l y 2 Hu m a n He a l t h 3 Hi g h Qu a l i t y Wa t e r s 4 Sw a m p Wa t e r s 5 Sy n o n y m s & Ot h e r In f o r m a t i o n Ca r c i n o g e n 6 Da t a Re f e r e n c e So u r c e 15A NCAC 02B Standard?Metal?Total Recoverable, Dissolved or Hardness ‐Dependent Metal? Po l l u t a n t or Pa r a m e t e r 11 0 % sa t (N ) 11 0 % sa t (N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 NA N C Y e s ≥5. 0 mg / L (N ) ≥6. 0 mg / L (N ) ≥5. 0 mg / L (N ) ( N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 NA N C Y e s ≤ 20 0 / 1 0 0 mL Se e 15 A NC A C 02 B .0 2 1 1 fo r ≤ 35 / 1 0 0 mL Se e 15 A NC A C 02 B .0 2 2 0 fo r Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 fo r de t a i l s . NA N C Y e s 16 9 8 4 ‐48 ‐8 1.8 mg / L ( L D ) NA NC , EC O T O X & KO W W I N 3/ 0 8 Yes 58 ‐89 ‐9 0. 0 1 0 . 0 0 4 Li n d a n e , ga m m a ‐BH C , g ‐HC H N o N C ; PA N 3/ 0 7 Y e s 86 ‐68 ‐3 0. 0 1 0 . 0 1 No N C Y e s 10 0 mg / L Ca C O 3 or Ca + M g NA N C Y e s 76 ‐44 ‐8 0. 0 0 4 0 . 0 0 4 0 . 0 8 ng / L 0.0 8 ng / L Y e s N C Y e s 87 ‐68 ‐3 0. 4 4 1 8 HC B D Y e s N C Y e s 58 ‐89 ‐9 0. 0 1 0 . 0 0 4 Ga m m a ‐BH C , g ‐HC H N o Y e s 72 ‐43 ‐5 0. 0 3 0 . 0 3 No N C Y e s 23 8 5 ‐85 ‐5 0. 0 0 1 0 . 0 0 1 No N C Y e s 14 7 9 7 ‐55 ‐8 10 mg / L Nu t r i e n t pa r a m e t e r s ma y be re g u l a t e d in nu t r i e n t se n s i t i v e wa t e r s (N S W ) . Se e 15 A NC A C 02 B .0 2 2 3 . No N C Y e s (N ) ( N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 . NA N C Y e s 56 ‐38 ‐2 0. 0 1 3 0 . 1 7 8 ‐ No Y e s 0. 0 0 1 (N ) 0.0 0 1 (N ) 0 . 0 6 4 ng / L 0. 0 6 4 ng / L To t a l of all po l y c h l o r i n a t e d bi p h e n y l s (P C B s ) an d al l Ye s Y e s 6. 0 ‐9. 0 (N ) 6. 8 ‐8. 5 (N ) (N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 NA Y e s 30 0 (P ) 30 0 (P ) ( P ) = pu b l i c po l i c y do c u m e n t . NA N C Y e s Be n z ( a ) A n t h r a c e n e 5 6 ‐55 ‐3( L D ) 0. 0 0 2 8 (T o t a l ) 0. 0 3 1 1 (T o t a l ) PA H Y e s N C Y e s Be n z o ( a ) P y r e n e 5 0 ‐32 ‐8 ( L D ) ( L D ) 0. 0 0 2 8 (T o t a l ) 0. 0 3 1 1 (T o t a l ) PA H Y e s N C Y e s 3, 4 ‐ Be n z o ( b ) f l o u r a n t h e n e 20 5 ‐99 ‐2 0. 0 0 2 8 (T o t a l ) 0. 0 3 1 1 (T o t a l ) PA H Y e s N C Y e s Be n z o ( k ) f l u o r a n t h e n e 2 0 7 ‐08 ‐9 0. 0 0 2 8 (T o t a l ) 0. 0 3 1 1 (T o t a l ) PA H Y e s N C Y e s Ch r y s e n e 2 1 8 ‐01 ‐9( L D ) 0. 0 0 2 8 (T o t a l ) 0. 0 3 1 1 (T o t a l ) PA H Y e s N R W Q C 06 ; RA I S 1/ 0 7 Y e s Di b e n z o ( a , h ) a n t h r a c e ne 53 ‐70 ‐3( L D ) 0. 0 0 2 8 (T o t a l ) 0. 0 3 1 1 (T o t a l ) PA H Y e s N C Y e s In d e n o ( 1 , 2 , 3 ‐cd ) Py r e n e 19 3 ‐39 ‐5 0. 0 0 2 8 (T o t a l ) 0. 0 3 1 1 (T o t a l ) PA H Y e s N C Y e s Li n d a n e , g ‐BH C Me t h o x y c h l o r Mir e x Nit r a t e ni t r o g e n Oil an d Gr e a s e Pa r a t h i o n PC B , To t a l pH Ph e n o l i c Co m p o u n d s T o t a l P A H s He x a c h l o r o b u t a d i e n e Dis s o l v e d Ga s e s Di s s o l v e d Ox y g e n En t e r o c o c c u s & Fe c a l Co l i f o r m s Fl u o r i d e Gu t h i o n Ha r d n e s s , To t a l He p t a c h l o r g ‐BH C Pa g e 2 of 4 CA S # Fr e s h w a t e r Aq u a t i c Li f e Tr o u t 1 Sa l t w a t e r Aq u a t i c Lif e Wa t e r Su p p l y 2 Hu m a n He a l t h 3 Hi g h Qu a l i t y Wa t e r s 4 Sw a m p Wa t e r s 5 Sy n o n y m s & Ot h e r In f o r m a t i o n Ca r c i n o g e n 6 Da t a Re f e r e n c e So u r c e 15A NCAC 02B Standard?Metal?Total Recoverable, Dissolved or Hardness ‐Dependent Metal? Po l l u t a n t or Pa r a m e t e r (N ) ( N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 NA N C Y e s (N ) Se e 15 A NC A C 02 B . 0 2 2 0 NA N C Y e s (N ) ( N ) ( N ) Se e 15 A NC A C 02 B .0 2 1 1 , .0 2 1 2 an d .0 2 2 0 NA N C Y e s 93 ‐72 ‐1( L D ) 1 . 5 mg / L 10 2, 4 , 5 ‐TP , 2,4 , 5 ‐ Tr i c h l o r o p h e n o x y p r o p i o n o i c Ac i d No NC ; EC O T O X & RA I S 2/ 0 7 Yes (N ) ( N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 . A l s o in c l u d e s fl o a t i n g NA N C Y e s 50 0 mg / L ‐ NA N C Y e s 10 mg / L (E ) 20 mg / L (E ) Se e 15 A NC A C 02 B .0 2 2 4 N A N C Y e s 25 0 mg / L No N C Y e s (N ) ( N ) ( N ) NC A C 02 B .0 2 0 8 , .0 2 1 1 , an d .0 2 2 0 NA N C Y e s 79 ‐34 ‐5 1 0 0 0 ( L D ) 0. 1 7 4 Ac e t o s o l , Ac e t y l e n e Te t r a c h l o r i d e Ye s N C Y e s 12 7 ‐18 ‐4 1 2 0 6 5 0. 7 3 . 3 PE R C , PC E , Pe r c h l o r o e t h y l e n e Y e s N C Y e s 10 8 ‐88 ‐3 11 0 . 3 6 37 0 Me t h y l Be n z e n e , Ph e n y l Me t h a n e No NC ; EC O T O X & RA I S 8/ 0 7 Yes 80 0 1 ‐35 ‐2 0.2 ng / L 0. 2 ng / L Ye s N C Y e s 50 / 2 5 NT U (N ) 10 NT U (N ) 25 NT U (N ) Se e 15 A NC A C 02 B .0 2 1 1 an d .0 2 2 0 . NT U = Ne p h e l o m e t r i c Tu r b i d i t y Un i t s NA N C Y e s 75 ‐01 ‐4 0.0 2 5 2 . 4 Ch l o r o e t h y l e n e Y e s N C Y e s (d ) = di s s o l v e d me t a l st a n d a r d . Se e 15 A NC A C 02 B .0 2 1 1 fo r mo r e in f o r m a t i o n . (E ) = ef f l u e n t li m i t fo r Hi g h Qu a l i t y Wa t e r s . Se e 15 A NC A C 02 B .0 2 2 4 . (L D ) = li m i t e d da t a . (N ) = na r r a t i v e st a n d a r d . (P ) = pu b l i c po l i c y do c u m e n t . (s ) = to x i c i t y ex c e e d s so l u b i l i t y , no vi s i b l e sh e e n or fr e e pr o d u c t in wa t e r or on se d i m e n t or sh o r e l i n e pe r 15 A NC A C 02 B .0 2 1 1 & .0 2 2 0 (t ) = ba s e d up o n me a s u r e m e n t of to t a l re c o v e r a b l e me t a l . Se e 15 A NC A C 02 B .0 2 1 1 fo r mo r e in f o r m a t i o n . Vi n y l Ch l o r i d e Fo o t n o t e s , Co d e s an d Ad d i t i o n a l In f o r m a t i o n wi t h Re f e r e n c e to Cl a s s i f i c a t i o n s & St a n d a r d s Va l u e s in re d fo n t ar e 15 A NC A C 02 B st a n d a r d s (h ) = ha r d n e s s ‐de p e n d e n t di s s o l v e d me t a l st a n d a r d . Al l ha r d n e s s ‐de p e n d e n t di s s o l v e d me t a l st a n d a r d s in th i s ta b l e as s u m e ≤ 25 mg / L in ‐st r e a m ha r d n e s s . Se e pa g e 16 fo r Tu r b i d i t y Se w a g e Si l v e x So l i d s , Se t t l e a b l e So l i d s , To t a l Di s s o l v e d So l i d s , To t a l Su s p e n d e d Su l f a t e s Te m p e r a t u r e Te t r a c h l o r o e t h a n e Te t r a c h l o r o e t h y l e n e To l u e n e To x a p h e n e Sa l i n i t y Ra d i o a c t i v e Su b s t a n c e s Pa g e 3 of 4 CA S # Fr e s h w a t e r Aq u a t i c Li f e Tr o u t 1 Sa l t w a t e r Aq u a t i c Lif e Wa t e r Su p p l y 2 Hu m a n He a l t h 3 Hi g h Qu a l i t y Wa t e r s 4 Sw a m p Wa t e r s 5 Sy n o n y m s & Ot h e r In f o r m a t i o n Ca r c i n o g e n 6 Da t a Re f e r e n c e So u r c e 15A NCAC 02B Standard?Metal?Total Recoverable, Dissolved or Hardness ‐Dependent Metal? Po l l u t a n t or Pa r a m e t e r Th e st a n d a r d s in th i s ta b l e ar e de v e l o p e d pe r se c t i o n 15 A NC A C 02 B of th e No r t h Ca r o l i n a Ad m i n i s t r a t i v e Co d e . To de t e r m i n e th e ap p r o p r i a t e st a n d a r d , us e th e mo s t st r i n g e n t of al l ap p l i c a b l e co l u m n s as de s c r i b e d be l o w . Fo r Cl a s s C wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r an d Hu m a n He a l t h . Fo r Cl a s s SC wa t e r s , us e th e mo s t st r i n g e n t of Sa l t w a t e r an d Hu m a n He a l t h . Fo r Wa t e r Su p p l y wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r , Wa t e r Su p p l y , an d Hu m a n He a l t h . Fo r Sw a m p Wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r or Sw a m p fo r fr e s h w a t e r s or Sa l t w a t e r or Sw a m p fo r ti d a l wa t e r s . (1 ) Tr o u t Wa t e r s ar e pr o t e c t e d fo r na t u r a l tr o u t pr o p a g a t i o n an d su r v i v a l of st o c k e d tr o u t . Se e 15 A NC A C 02 B .0 1 0 1 an d .0 3 0 1 (3 ) Hu m a n He a l t h st a n d a r d s ar e ba s e d on th e co n s u m p t i o n of fi s h on l y un l e s s de r m a l co n t a c t st u d i e s ar e av a i l a b l e . Se e 15 A NC A C 02 B .0 2 0 8 . (4 ) Hi g h Qu a l i t y Wa t e r s ar e a su b s e t of wa t e r s wit h qu a l i t y hi g h e r th a n th e st a n d a r d s an d ar e de s c r i b e d in 15 A NC A C 02 B .0 1 0 1 an d .0 2 2 4 . (5 ) Sw a m p Wa t e r s ha v e lo w ve l o c i t i e s an d ot h e r na t u r a l ch a r a c t e r i s t i c s wh i c h ar e dif f e r e n t fr o m ad j a c e n t st r e a m s . Se e 15 A NC A C 02 B .0 1 0 1 . (6 ) Ca r c i n o g e n s ar e lis t e d in 15 A NC A C 02 B .0 2 0 8 . Ha r d n e s s ‐De p e n d e n t Di s s o l v e d Me t a l St a n d a r d Gu i d e l i n e s an d Eq u a t i o n s Us e th e gu i d e l i n e s an d eq u a t i o n s be l o w fo r de t e r m i n i n g ha r d n e s s ‐de p e n d e n t di s s o l v e d me t a l st a n d a r d s : If in ‐st r e a m ha r d n e s s ≤ 25 mg / L , ca l c u l a t e at 25 mg / L ha r d n e s s If in ‐st r e a m ha r d n e s s >2 5 , bu t <4 0 0 mg / L , ca l c u l a t e at ac t u a l st r e a m ha r d n e s s If in ‐st r e a m ha r d n e s s ≥ 40 0 , ca l c u l a t e at 40 0 mg / L ha r d n e s s Fo r Tr o u t Wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r , Hu m a n He a l t h , an d Tr o u t . If Tr o u t Wa t e r s ar e lo c a t e d wi t h i n a Wa t e r Su p p l y , us e th e mo s t st r i n g e n t of Fr e s h w a t e r , Hu m a n He a l t h , Wa t e r Su p p l y , an d Tr o u t . Fo r Hig h Qu a l i t y Wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r , Wa t e r Su p p l y , Tr o u t , an d Hi g h Qu a l i t y or th e mo s t st r i n g e n t of Sa l t w a t e r an d Hi g h Qu a l i t y . (2 ) Wa t e r Su p p l y st a n d a r d s ar e ap p l i c a b l e to al l Wa t e r Su p p l y Cla s s i f i c a t i o n s an d ar e ba s e d on co n s u m p t i o n of fi s h an d wa t e r . Se e 15 A NC A C 02 B .0 2 0 8 , .0 2 1 2 , .0 2 1 4 , .0 2 1 5 , .0 2 1 6 , an d .0 2 1 8 . Pa g e 4 of 4 CA S # Fr e s h w a t e r Aq u a t i c Lif e Tr o u t 1 Sa l t w a t e r Aq u a t i c Li f e Wa t e r Su p p l y 2 Hu m a n He a l t h 3 Hig h Qu a l i t y Wa t e r s 4 Sw a m p Wa t e r s 5 Sy n o n y m s & Ot h e r In f o r m a t i o n Ca r c i n o g e n 6 Da t a Re f e r e n c e So u r c e 15 A NCAC 02B Standard?Metal?Total Recoverable, Dissolved or Hardness ‐Dependent Metal? 74 4 0 ‐38 ‐2 Ac u t e : 34 0 (d ) Ch r o n i c : 15 0 (d ) Ac u t e : 69 (d ) Ch r o n i c : 36 (d ) 10 (t ) 10 (t ) Y e s N C Y e s Y e s D i s s o l v e d 74 4 0 ‐39 ‐3 ( L D ) ( L D ) 1. 0 mg / L (t ) 2 0 0 mg / L (t ) N o NC ; IR I S , EC O T O X & RA I S 11 / 0 8 Yes Y e s 74 4 0 ‐41 ‐7 Ac u t e : 65 (d ) Ch r o n i c : 6.5 (d ) No N C Y e s Y e s D i s s o l v e d 74 4 0 ‐43 ‐9 Ac u t e : 0. 8 2 (d , h ) Ch r o n i c : 0. 1 5 (d , h ) Ac u t e : 0. 5 1 (d , h ) Ac u t e : 40 (d ) Ch r o n i c : 8. 8 (d ) No N C Y e s Y e s H a r d n e s s ‐Dependent 16 0 6 5 ‐83 ‐1 Ac u t e : 18 0 (d , h ) Ch r o n i c : 24 (d , h ) Tr i v a l e n t Ch r o m i u m N o N C Y e s Y e s H a r d n e s s ‐Dependent 18 5 4 0 ‐29 ‐9 Ac u t e : 16 (d , h ) Ch r o n i c : 11 (d , h ) Ac u t e : 11 0 0 (d ) Ch r o n i c : 3. 1 (d , h ) He x a v a l e n t Ch r o m i u m N o N C Y e s Y e s D i s s o l v e d 74 4 0 ‐50 ‐8 Ac u t e : 3. 6 (d , h ) Ch r o n i c : 2.7 (d ) Ac u t e : 4. 8 (d ) Ch r o n i c : 3. 1 (d ) Als o se e EP A Co p p e r 20 0 7 Re v i s i o n (E P A ‐82 2 ‐R ‐07 ‐01 ) No N C Y e s Y e s H a r d n e s s ‐Dependent 74 3 9 ‐92 ‐1 Ac u t e : 14 (d , h ) Ch r o n i c : 0. 5 4 (d , h ) Ac u t e : 21 0 (d ) Ch r o n i c : 8. 1 (d ) No N C Y e s Y e s H a r d n e s s ‐Dependent 74 3 9 ‐97 ‐6 0. 0 1 2 (t ) 0. 0 2 5 (t ) No N C Y e s Y e s T o t a l Recoverable 74 4 0 ‐20 ‐3 Ac u t e : 14 0 (d , h ) Ch r o n i c : 16 (d , h ) Ac u t e : 74 (d ) Ch r o n i c : 8. 2 (d ) 25 (t ) No N C Y e s Y e s H a r d n e s s ‐Dependent 77 8 2 ‐49 ‐2 5 (t ) 71 (t ) No N C Y e s Y e s T o t a l Recoverable 74 4 0 ‐22 ‐4 Ac u t e : 30 (d , h ) Ch r o n i c : 0. 0 6 (d , h ) Ac u t e : 1. 9 (d ) Ch r o n i c : 0. 1 (d ) No N C Y e s Y e s Acute: Hardness ‐Dependent, Chronic: Dissolved 74 4 0 ‐66 ‐6 Ac u t e : 36 (d , h ) Ch r o n i c : 36 (d , h ) Ac u t e : 90 (d ) Ch r o n i c : 81 (d ) No N C Y e s Y e s H a r d n e s s ‐Dependent Al l me t a l s st a n d a r d s ca l c u l a t e d at 25 mg / L Ha r d n e s s fo r ill u s t r a t i v e pu r p o s e s . Cl i c k he r e to ca l c u l a t e sp e c i f i c me t a l s st a n d a r d s . Se l e n i u m Si l v e r Zin c Po l l u t a n t or Pa r a m e t e r No r t h C a r o l i n a 1 5 A N C A C 0 2 B S u r f a c e W a t e r S t a n d a r d s a n d P r o t e c t i v e V a l u e s & E P A Na t i o n a l l y R e c o m m e n d e d W a t e r Q u a l i t y C r i t e r i a Up d a t e d 3/ 2 0 1 6 ‐ Cl i c k he r e fo r mo s t re c e n t ve r s i o n . Le a d Co p p e r Me r c u r y All va l u e s in ug / L un l e s s no t e d be l o w . Va l u e s in re d ar e 15 A NC A C 02 B Wa t e r Qu a l i t y St a n d a r d s . Ar s e n i c Ch r o m i u m III Ch r o m i u m VI Ca d m i u m Ba r i u m Be r y l l i u m Nic k e l Pa g e 1 of 3 CA S # Fr e s h w a t e r Aq u a t i c Lif e Tr o u t 1 Sa l t w a t e r Aq u a t i c Li f e Wa t e r Su p p l y 2 Hu m a n He a l t h 3 Hig h Qu a l i t y Wa t e r s 4 Sw a m p Wa t e r s 5 Sy n o n y m s & Ot h e r In f o r m a t i o n Ca r c i n o g e n 6 Da t a Re f e r e n c e So u r c e 15 A NCAC 02B Standard?Metal?Total Recoverable, Dissolved or Hardness ‐Dependent Metal? Po l l u t a n t or Pa r a m e t e r (d ) = di s s o l v e d me t a l st a n d a r d . Se e 15 A NC A C 02 B .0 2 1 1 fo r mo r e in f o r m a t i o n . (E ) = ef f l u e n t li m i t fo r Hig h Qu a l i t y Wa t e r s . Se e 15 A NC A C 02 B .0 2 2 4 . (L D ) = lim i t e d da t a . (N ) = na r r a t i v e st a n d a r d . (P ) = pu b l i c po l i c y do c u m e n t . (s ) = to x i c i t y ex c e e d s so l u b i l i t y , no vi s i b l e sh e e n or fr e e pr o d u c t in wa t e r or on se d i m e n t or sh o r e l i n e pe r 15 A NC A C 02 B .0 2 1 1 & .0 2 2 0 (t ) = ba s e d up o n me a s u r e m e n t of to t a l re c o v e r a b l e me t a l . Se e 15 A NC A C 02 B .0 2 1 1 fo r mo r e in f o r m a t i o n . Th e st a n d a r d s in th i s ta b l e ar e de v e l o p e d pe r se c t i o n 15 A NC A C 02 B of th e No r t h Ca r o l i n a Ad m i n i s t r a t i v e Co d e . To de t e r m i n e th e ap p r o p r i a t e st a n d a r d , us e th e mo s t st r i n g e n t of al l ap p l i c a b l e co l u m n s as de s c r i b e d be l o w . Fo r Cl a s s C wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r an d Hu m a n He a l t h . Fo r Cl a s s SC wa t e r s , us e th e mo s t st r i n g e n t of Sa l t w a t e r an d Hu m a n He a l t h . Fo r Wa t e r Su p p l y wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r , Wa t e r Su p p l y , an d Hu m a n He a l t h . Fo r Sw a m p Wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r or Sw a m p fo r fr e s h w a t e r s or Sa l t w a t e r or Sw a m p fo r tid a l wa t e r s . (1 ) Tr o u t Wa t e r s ar e pr o t e c t e d fo r na t u r a l tr o u t pr o p a g a t i o n an d su r v i v a l of st o c k e d tr o u t . Se e 15 A NC A C 02 B .0 1 0 1 an d .0 3 0 1 (3 ) Hu m a n He a l t h st a n d a r d s ar e ba s e d on th e co n s u m p t i o n of fi s h on l y un l e s s de r m a l co n t a c t st u d i e s ar e av a i l a b l e . Se e 15 A NC A C 02 B .0 2 0 8 . (4 ) Hi g h Qu a l i t y Wa t e r s ar e a su b s e t of wa t e r s wi t h qu a l i t y hi g h e r th a n th e st a n d a r d s an d ar e de s c r i b e d in 15 A NC A C 02 B .0 1 0 1 an d .0 2 2 4 . (5 ) Sw a m p Wa t e r s ha v e lo w ve l o c i t i e s an d ot h e r na t u r a l ch a r a c t e r i s t i c s wh i c h ar e di f f e r e n t fr o m ad j a c e n t st r e a m s . Se e 15 A NC A C 02 B .0 1 0 1 . (6 ) Ca r c i n o g e n s ar e li s t e d in 15 A NC A C 02 B .0 2 0 8 . Fo o t n o t e s , Co d e s an d Ad d i t i o n a l In f o r m a t i o n wi t h Re f e r e n c e to Cl a s s i f i c a t i o n s & St a n d a r d s Va l u e s in re d fo n t ar e 15 A NC A C 02 B st a n d a r d s (h ) = ha r d n e s s ‐de p e n d e n t di s s o l v e d me t a l st a n d a r d . Al l ha r d n e s s ‐de p e n d e n t dis s o l v e d me t a l st a n d a r d s in th i s ta b l e as s u m e ≤ 25 mg / L in ‐st r e a m ha r d n e s s . Se e pa g e 16 fo r Fo r Hi g h Qu a l i t y Wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r , Wa t e r Su p p l y , Tr o u t , an d Hi g h Qu a l i t y or th e mo s t st r i n g e n t of Sa l t w a t e r an d Hi g h Qu a l i t y . (2 ) Wa t e r Su p p l y st a n d a r d s ar e ap p l i c a b l e to al l Wa t e r Su p p l y Cl a s s i f i c a t i o n s an d ar e ba s e d on co n s u m p t i o n of fi s h an d wa t e r . Se e 15 A NC A C 02 B .0 2 0 8 , .0 2 1 2 , .0 2 1 4 , .0 2 1 5 , .0 2 1 6 , an d .0 2 1 8 . Fo r Tr o u t Wa t e r s , us e th e mo s t st r i n g e n t of Fr e s h w a t e r , Hu m a n He a l t h , an d Tr o u t . If Tr o u t Wa t e r s ar e lo c a t e d wi t h i n a Wa t e r Su p p l y , us e th e mo s t st r i n g e n t of Fr e s h w a t e r , Hu m a n He a l t h , Wa t e r Su p p l y , an d Tr o u t . Pa g e 2 of 3 CA S # Fr e s h w a t e r Aq u a t i c Lif e Tr o u t 1 Sa l t w a t e r Aq u a t i c Li f e Wa t e r Su p p l y 2 Hu m a n He a l t h 3 Hig h Qu a l i t y Wa t e r s 4 Sw a m p Wa t e r s 5 Sy n o n y m s & Ot h e r In f o r m a t i o n Ca r c i n o g e n 6 Da t a Re f e r e n c e So u r c e 15 A NCAC 02B Standard?Metal?Total Recoverable, Dissolved or Hardness ‐Dependent Metal? Po l l u t a n t or Pa r a m e t e r Ha r d n e s s ‐De p e n d e n t Di s s o l v e d Me t a l St a n d a r d Gu i d e l i n e s an d Eq u a t i o n s Us e th e gu i d e l i n e s an d eq u a t i o n s be l o w fo r de t e r m i n i n g ha r d n e s s ‐de p e n d e n t di s s o l v e d me t a l st a n d a r d s : If in ‐st r e a m ha r d n e s s ≤ 25 mg / L , ca l c u l a t e at 25 mg / L ha r d n e s s If in ‐st r e a m ha r d n e s s >2 5 , bu t <4 0 0 mg / L , ca l c u l a t e at ac t u a l st r e a m ha r d n e s s If in ‐st r e a m ha r d n e s s ≥ 40 0 , ca l c u l a t e at 40 0 mg / L ha r d n e s s St a n d a r d @ 25 mg / L in ‐st r e a m ha r d n e s s (u g / L ) En t e r in ‐ st r e a m ha r d n e s s (m g /L ) Cla c u l a t e d st a n d a r d at in ‐st r e a m ha r d n e s s (u g / L ) 0. 8 2 25 0. 8 2 0. 1 5 25 0. 1 5 0. 5 1 25 0. 5 1 18 0 25 18 3 . 0 7 24 25 23 . 8 1 3.6 25 3. 6 4 2.7 25 2. 7 4 14 25 13 . 8 8 0. 5 4 25 0. 5 4 14 0 25 14 4 . 9 2 16 25 16 . 1 0 0.3 25 0. 3 0 36 25 36 . 2 0 36 25 36 . 5 0 Zin c , ac u t e W E R * [ 0 . 9 7 8 * e ^ { 0 . 8 4 7 3 [ ln ha r d n e s s ] + 0 . 8 8 4 } ] Zi n c , ch r o n i c W E R * [ 0 . 9 8 6 * e ^ { 0 . 8 4 7 3 [ ln ha r d n e s s ] + 0 . 8 8 4 } ] Ni c k e l , ac u t e W E R * [ 0 . 9 9 8 * e ^ { 0 . 8 4 6 0 [ ln ha r d n e s s ] + 2 . 2 5 5 } ] Nic k e l , ch r o n i c W E R * [ 0 . 9 9 7 * e ^ { 0 . 8 4 6 0 [ ln ha r d n e s s ] + 0 . 0 5 8 4 } ] Sil v e r , ac u t e W E R * [ 0 . 8 5 * e ^ { 1 . 7 2 [ ln ha r d n e s s ] ‐6. 5 9 } ] Co p p e r , ch r o n i c W E R * [ 0 . 9 6 0 * e ^ { 0 . 8 5 4 5 [ ln ha r d n e s s ] ‐1.7 0 2 } ] Le a d , ac u t e W E R * [ { 1 . 4 6 2 0 3 ‐[ln ha r d n e s s ] ( 0 . 1 4 5 7 1 2 ) } * e ^ { 1 . 2 7 3 [ ln ha r d n e s s ] ‐1. 4 6 0 } ] Le a d , ch r o n i c Ca d m i u m , ac u t e , tr o u t wa t e r s W E R * [ { 1 . 1 3 6 6 7 2 ‐[ln ha r d n e s s ] ( 0 . 0 4 1 8 3 8 ) } * e ^ { 0 . 9 1 5 1 [ ln ha r d n e s s ] ‐ 3. 6 2 3 6 } ] WE R * [ { 1 . 4 6 2 0 3 ‐[ln ha r d n e s s ] ( 0 . 1 4 5 7 1 2 ) } * e ^ { 1 . 2 7 3 [ ln ha r d n e s s ] ‐4. 7 0 5 } ] Ch r o m i u m II I , ac u t e W E R * [ 0 . 3 1 6 * e ^ { 0 . 8 1 9 0 [ ln ha r d n e s s ] + 3 . 7 2 5 6 } ] Ch r o m i u m II I , ch r o n i c W E R * [ 0 . 8 6 0 * e ^ { 0 . 8 1 9 0 [ ln ha r d n e s s ] + 0 . 6 8 4 8 } ] Co p p e r , ac u t e W E R * [ 0 . 9 6 0 * e ^ { 0 . 9 4 2 2 [ ln ha r d n e s s ] ‐1.7 0 0 } ] Ca d m i u m , ch r o n i c W E R * [ { 1 . 1 0 1 6 7 2 ‐[ln ha r d n e s s ] ( 0 . 0 4 1 8 3 8 ) } * e ^ { 0 . 7 9 9 8 [ ln ha r d n e s s ] ‐4.4 4 5 1 } ] Th e Wa t e r Ef f e c t s Ra t i o (W E R ) in th e eq u a t i o n s be l o w = 1. Se e 15 A NC A C 02 B .0 2 1 1 & .0 2 2 0 fo r mo r e in f o r m a t i o n . Me t a l Ca d m i u m , ac u t e W E R * [ { 1 . 1 3 6 6 7 2 ‐[ln ha r d n e s s ] ( 0 . 0 4 1 8 3 8 ) } * e ^ { 0 . 9 1 5 1 [ ln ha r d n e s s ] ‐3.1 4 8 5 } ] Eq u a t i o n s fo r Ha r d n e s s ‐De p e n d e n t Me t a l s (u g / L ) Pa g e 3 of 3